GM 54-20.pdf

158377846

M E M O R A N D U M Western Federal Lands Highway Division

610 E. Fifth Street Vancouver, WA 98661

DATE: January 7, 2021

TO: Brandon Stokes Project Manager

FROM: Sean A. Hayter, Geotechnical Engineer Evan Garich, Geotechnical Engineer

SUBJECT: Geotechnical Memo 54-20 Geotechnical Recommendations for Scour Mitigation-Sheet Piles Toklat Scour Mitigation

AK NPS DENA 10(48)

Denali National Park, AK

INTRODUCTION

This memorandum provides geotechnical recommendations for scour mitigation at the west abutment and causeway of the Toklat River Bridge near MP 53 along the Denali National Park Road in Alaska.

PROJECT DESCRIPTION

The following reports, memorandums, as-builts, and subsurface investigation results were used to inform our recommendations and are attached to this memorandum:

• Toklat River 400’ x 12’ Multiple Span I-Beam Bridge, United States Department of the Interior, Alaska Road Commission, Juneau, Alaska, 1953.

• Lab Report, Toklat River West and East Bridge, State of Alaska Department of Transportation and Public Facilities, 1983.

• Log of Test Holes, East Toklat River Bridge, Denali National Park, 1984.

• Foundation Recommendations, Table 1, East Fork Toklat River, 1984.

• Toklat River Bridge, Site No. 1, Denali National Park Highway, 1985.

• Toklat Reststop Bank Stabilization and Mile 68 Road Repair, U.S. Department of the

Interior, National Park Service, Denali National Park and Preserve, As-Builts, 2005.

Additional information was provided through discussions with National Park personnel and site visits completed by WFLHD personnel. The original bridge, constructed in the 1950’s, consisted of a steel I-beam and timber structure founded on timber and rail piles. The bridge abutment walls were constructed with timber piles, lagging, and “dead men.” Remnants of the old northwest wing wall are visible as shown in Photo 1.

The existing bridge was constructed in 1986 and consists of a multi-span concrete box-girder bridge with an overall length of 430-feet. The bridge is founded on deep foundations consisting of driven H-piles to a depth of approximately 70-feet. Steel sheet piles were installed along the south face of the causeway and wrap around the bridge abutment as shown in Photos 2, 3, and

4. The sheet pile wall terminates at the edge of the bridge and does not extend around the north side of the causeway. The sheet pile wall is backfilled with gabion baskets, revetment mattresses, and rip rap as shown in Photo 5. The existing sheet piles are estimated to be 16 feet in length.

The toe of the sheet pile wall has rotated towards the water side approximately 15 degrees from vertical as displayed in Photo 6. We interpret this failure mechanism as resulting from scour at the toe of the wall. The scour mitigation recommendations include tying into the existing sheet pile wall and installing additional sheet pile sections along the north face of the causeway.

GEOLOGY AND SUBSURFACE CONDITIONS

According to the Reconnaissance Geologic Map of Surficial Deposits of the Mount McKinley Quadrangle, Alaska (Yeend, 1997), the site is mapped as Qac. The Qac unit is defined as Alluvium and colluvium which consists of angular to rounded gravel to clay size rock fragments.

These deposits are described as generally layered with poor to fair sorting.

Boring 3, included in the Log of Test Holes (1984) report, was completed near the west bridge abutment and extended to a depth of approximately 170 feet below ground surface (bgs). The subsurface conditions reported were relatively consistent to a depth of 159 feet bgs. The observed deposits are described as gray, light brown to dark brown compact to very dense, wet, slightly silty sandy gravel with cobbles and possible boulders. At a depth of 159 feet bgs, the boring encountered gray basalt to the termination depth of approximately 170 feet bgs. We interpret the observed subsurface deposits as alluvium and colluvium consistent with the Qac unit mapped in the area.

ANALYSIS RESULTS

Soil properties used in the geotechnical stability analyses were developed from previous explorations and our experience in the area. Seismic design parameters were estimated using the U.S. Seismic Design Maps website (USGS, 2017) with a Site Class of “C” for the project location. The critical case used for the analyses assumed a scour depth of 9 feet below existing mudline, water level at the existing mudline elevation, and a lateral active seismic earth pressure based on a site modified PGA, As, of 0.425 g.

A sheet pile analysis was completed using Shoring Suite 8 (CivilTech), and the results are included as an attachment to this memorandum. Passive lateral earth pressures were factored by 0.75 in accordance with Table 11.5.7-1 (AASHTO, 2020). The following are the results of the sheet pile analysis:

• Minimum sheet pile embedment (depth below scour) – 16 feet

• Minimum required section modulus – 29.5 in3/ft

• Maximum shear – 20.7 kips

• Maximum moment – 58.0 kip-feet

• Maximum top deflection – 1.81 inches

A slope stability analysis was completed using Slide 2 (RocScience), and the results are included as an attachment. The total length of the sheet pile used in the slope stability analysis was 33 feet. The following are the estimated Factors of Safety using three separate approach methods:

• Bishop simplified – FS=1.44

• Spencer – FS=1.56

• GLE / Morgenstern-Price – FS=1.54

SCOUR MITIGATION RECOMMENDATIONS

Based on the subsurface conditions and the observed performance of the existing sheet pile wall, we recommend installing longer sheet piles (Z-sections) with a total length of 33 feet and minimum section modulus of 29.5 in3/ft. As stated in the Toklat Reststop as-builts, the existing sheet piles are 16 feet long and currently have a stick-up (above mudline) height of 6 to 8 feet and an embedment length of 8 to 10 feet. The new sheet piles should be installed to match the top elevation of the existing sheet pile.

To connect to the existing sheet pile, we recommend installing a king pile to the backside (abutment side) of the existing sheet pile. Bolts should be used to connect the flanges of the king pile to the existing sheet pile. The king pile should have a total installed length of 33 feet and match the top of the existing sheet pile elevation. The new sheet pile sections should be connected to the king pile using standard methods.

Additional scour recommendations were provided by the WFLHD Hydraulics section. The existing gabion baskets and revetment mattresses should be removed from behind the sheet pile wall. The wall should be backfilled with 2 feet of class 2 riprap extended a minimum of 6 feet horizontally behind the wall as shown on the project plans. The riprap should be underlain with class 1, type C, geotextile filter fabric.

CONSTRUCITON CONSIDERATIONS

Piles should be installed with a non-impact hammer capable of providing sufficient energy for the required pile sizes and depths. Correction of the rotated existing sheet pile should be completed during installation of the king by rotating the king pile behind the existing sheet pile during driving. If the existing sheet pile and king pile cannot be rotated to a vertical position without damage, orient the new sheet pile wall to meet vertical alignment within the first 10 sections of the new wall.

Because of the close proximity of the existing sheet pile wall to the bridge, we anticipate that a non-impact hammer will not have clearance to install the king pile to full depth. We recommend a total king pile length of at least 53 feet be used to allow for clearance. After installing the king pile to the required depth, the top of the king pile should be cut off to match the top elevation of the existing sheet pile.

As shown in Photo 1, remnants of the old abutment exist northeast of the existing abutment.

Railroad ties and debris should be removed, and the new sheet pile wall should extend north of the timber piling.

If obstructions limit pile penetration to less than 20 feet of embedment, the pile should be removed and the obstruction cleared. If undamaged, the pile should be reinstalled. If obstructions are encountered at more than 20 feet of embedment, the pile can be stopped short and cut off, provided that no more than two consecutive sheets are left short and no more than five sheets per 50 linear feet of wall. If additional obstructions are encountered, contact the CO for direction.

REFERENCES

AASHTO, 2020, AASHTO LRFD Bridge Design Specifications, 9th Edition, American Association of State Highway and Transportation Officials, Washington, D.C.

USGS, 2017, USGS Earthquake Hazards Program website, U.S. Seismic Design Maps, http://earthquake.usgs.gov/designmaps/us/application.php, accessed October 14, 2020, U.S. Geological Survey.

Yeend, Warren, 1997, Reconnaissance Geologic Map of Surficial Deposits of the Mount

McKinley Quadrangle, Alaska, Department of the Interior, U.S. Geological Survey.

http://earthquake.usgs.gov/designmaps/us/application.php

CLOSING

Please contact Sean Hayter at (202) 934-0377 or Sean.Hayter@dot.gov or Evan Garich at

(360) 619-7824 or Evan.Garich@dot.gov with any questions regarding this memorandum.

CC: Steven Davis, Designer Sven Leon, Hydraulics Engineer

Benn Oltmann, Structures Team Lead Denise Steele, Environmental Specialist

Geotechnical File

Attachments: Site Photos

Sheet Pile Analysis Results Slope Stability Analysis Results

Toklat River 400’ x 12’ Multiple Span I-Beam Bridge, United States Department of the Interior, Alaska Road Commission, Juneau, Alaska, 1953.

Lab Report, Toklat River West and East Bridge, State of Alaska Department of Transportation and Public Facilities, 1983.

Log of Test Holes, East Toklat River Bridge, Denali National Park, 1984.

Foundation Recommendations, Table 1, East Fork Toklat River, 1984.

Toklat River Bridge, Site No. 1, Denali National Park Highway, 1985.

Toklat Reststop Bank Stabilization and Mile 68 Road Repair, U.S. Department of the Interior, National Park Service, Denali National Park and Preserve, As- Builts, 2005.

mailto:Sean.Hayter@dot.gov mailto:Evan.Garich@dot.gov

610 East Fifth Street Vancouver, WA 98661

Project No. TITLE PhotoAK NPS DENA 10(47) Scale

Toklat Scour Mitigation Current Site Conditions 1 to 6

File Name:

Date:

January 7, 2020

Photo 1. Remnants of old bridge abutment, timber piles. West facing.

Photo 2. Existing sheet piles. North facing. Photo 3. Existing sheet piles. West facing.

Photo 4. Existing sheet piles. Southwest facing.

Photo 5. Revetment mattress. East facing. Photo 6. Rotated existing sheet piles.

South facing.

Xp=0,Xa=0

Xp=90.0 Xa=90.0

Z=0, Wall Top

Z=15.0, Wall Base

Z=45.0

GWTGWT

<EarthPres> CIVILTECH SOFTWARE www.civiltech.com * Licensed to 4324324234 3424343 UNITS: DEPTH/DISTANCE: ft, UNIT WEIGHT: pcf, FORCE: kip/ft, PRESSURE: ksf, SLOPE: kcf

Date: 11/4/2020 File: C:\Users\sean.hayter\Current Projects\Alaska\Toklat\Analysis\Shoring8\LW_Sheetpile.SH8.ep8

* INPUT DATA *

Wall Height=15.0 Total Soil Types= 1

Soil No. Weight Saturate Phi Cohesion Nspt Type Description

1 120.1 121.5 33.95 0.0 50 5 Gravel

Ground Surface at Active Side:

Line Z1 Xa1 Z2 Xa2 Soil No. Description

1 0.0 0.0 0.0 800.0 1 Gravel

Water Table at Active Side:

Point Z-water X-water

1 6.0 0.0

2 6.0 800.0

Ground Surface at Passive Side:

Line Z1 Xp1 Z2 Xp2 Soil No. Description

1 15.0 0.0 15.0 800.0 1 Gravel

Water Table at Passive Side:

Point Z-water X-water

1 6.0 0.0

2 6.0 800.0

Wall Friction Options: 3. Both sides (for formulary solution)

Wall Friction = 23

Wall Batter Angle = 0

Apparent Pressure Conversion: 1.* Default (Terzaghi and Peck)*

Water Density = 62.4

* OUTPUT RESULTS *

Total Force above Base= 4.52 per one linear foot (or meter) width along wall height

Total Static Force above Base= 2.81

Total Earthquake Force above Base= 1.71. Distributed in trapezoid. Total earthquake force acting at 0.4H below wall top.

Driving Pressure above Base - Output to Shoring - Multiplier of Pressure = 1

Z1 Pa1 Z2 Pa2 Slope Coef.

0.00 0.00 6.00 0.18 0.0306 0.2547

6.00 0.18 15.00 0.32 0.0151 0.2547

Driving Pressure below Base - Output to Shoring - Multiplier of Pressure = 1

Z1 Pa1 Z2 Pa2 Slope Ka or Ko

15.00 0.51 45.00 1.24 0.0242 0.4098

Passive Pressure below Base - Output to Shoring - Multiplier of Pressure = 0.75

Z1 Pp1 Z2 Pp2 Slope Kp

17.00 0.81 45.00 12.08 0.403 6.8120

Output Earthquake Pressure above Base - Output to Shoring - Multiplier of Pressure = 1

Total Earthq. Force, Ee = 1.71

No Zq1 Pq1 Zq2 Pq2 Slope

0 0.00 0.183 15.00 0.046 -0.009

Note: Equation method (Mononobe-Okabe) is not applicable for soils with cohesion.

UNITS: DEPTH/DISTANCE: ft, UNIT WEIGHT: pcf, FORCE: kip/ft, PRESSURE: ksf, SLOPE: kcf

Date: 11/4/2020 File Name: C:\Users\sean.hayter\Current Projects\Alaska\Toklat\Analysis\Shoring8\LW_Sheetpile.SH8.ep8 file:///C/Users/sean.hayter/Current%20Projects/Alaska/Toklat/Analysis/Shoring8/Sheetpile%20EP_report.out.txt[11/4/2020 12:35:51 PM]

EARTH PRESSURE ANALYSIS SUMMARY

<EarthPres> Software Copyright by CivilTech Software www.civiltech.com

Licensed to 4324324234 3424343 Date: 11/4/2020 File: C:\Users\sean.hayter\Current Projects\Alaska\Toklat\Analysis\Shoring8\LW_Sheetpile.SH8.ep8

Title 1:

Title 2:

Input data: *************************************************

Wall Height = 15.00 Depth of Ground at Active Side = 0.00 Depth of Ground at Passive Side = 17.00 Apparent Pressure Envelope: 1.* Actual Pressures (All walls, All soils) Pressure Type: 1.* Active, Ka Earthquake Loading Apply to: 2.* Active Only Earthquake Horizontal Acceleration, Kh = 0.2125 Earthquake Vertical Acceleration, Kv = Calculation Methods: 3. Formulary Solution (Coulomb Equation) Wall Friction Options: 3. Both sides (for formulary solution) Wall Friction = 23 Wall Batter Angle = 0 Apparent Pressure Conversion: 1.* Default (Terzaghi and Peck)* Water Density = 62.4 Water Pressure: 1.* No seepage at wall tip User's Settings Ignore Passive from Depth = 2 Multiplier of Active Pressure = 1 Multiplier of Passive Pressure = 0.75 Multiplier of Water Pressure = 1 Multiplier of Earthq. Pressure = 1 Estimated Embedment: Shallow: 3H Program's Settings Max. Height, Hmax = 150.00 Analysis Segment, dz = 0.38 No. of Active Segment at H, nz0 = 2 No. of Active Segment at Hmax, nz = 3 No. of Passive Segment, nzp = 1 Active Depth at H, Zh = 15.00 Active Depth at Hmax, Z = 150.00 Passive Depth at Hmax, Zp = 150.00 Max. Pressure = 54.35

Total Soil Types= 1 Soil Weight W(S) Phi Cohesion Nspt Type Description 1 120.1 121.5 33.95 0.0 50 5 Gravel file:///C/Users/sean.hayter/Current%20Projects/Alaska/Toklat/Analysis/Shoring8/Sheetpile%20EP_report.out.txt[11/4/2020 12:35:51 PM]

Soil Type: 1 Equivalent Clay; 2 Clay; 3 Silt; 4 Sand; 5 Gravel

Ground Surface at Active Side:

Line Z1 Xa1 Z2 Xa2 Soil No.

1 0.0 0.0 0.0 800.0 1

Water Table at Active Side:

Point Z-water X-water 1 6.0 0.0 2 6.0 800.0

Ground Surface at Passive Side:

Line Z1 Xp1 Z2 Xp2 Soil No.

1 15.0 0.0 15.0 800.0 1

Water Table at Passive Side:

Point Z-water X-water 1 6.0 0.0 2 6.0 800.0

Output data: *************************************************

Total Force above Base= 4.52 per one linear foot (or meter) width along wall height Static Force above Base= 2.81 Earthquake Force above Base= 1.71. Distributed in trapezoid. Total earthquake force acting at 0.4H below wall top.

Apparent Pressure above Base - Output to Shoring Active/At-Rest Force above Base, Ea = 2.81 No Z1 P1 Z2 P2 Slope Coef.

0 0.0 0.00 6.0 0.18 0.0306 0.2547 1 6.0 0.18 15.0 0.32 0.0151 0.2547

Driving Pressure below Base - Output to Shoring No Z1 P1 Z2 P2 Slope Ka or Ko 0 15.0 0.51 150.0 3.78 0.0242 0.4098

Passive Pressure below Base - Output to Shoring No Z1 P1 Z2 P2 Slope Kp 0 17.0 0.81 150.0 54.35 0.4026 6.8120

Output Earthquake Pressure above Base - Output to Shoring) Total Earthq. Force, Ee = 1.71 No Zq1 Pq1 Zq2 Pq2 Slope 0 0.0 0.183 15.0 0.046 -0.0091

Note: Equation method (Mononobe-Okabe) is not applicable for soils with cohesion.

DEPTH/DISTANCE: ft, UNIT WEIGHT: pcf, FORCE: kip/ft, PRESSURE: ksf, SLOPE: kcf

Z, Xa, Xp - Coordinates of ground lines file:///C/Users/sean.hayter/Current%20Projects/Alaska/Toklat/Analysis/Shoring8/Sheetpile%20EP_report.out.txt[11/4/2020 12:35:51 PM]

Z- Depth measured from wall top Xa - Distance measure from wall to active side.

Xp - Distance measure from wall to passive side

Z1, P1, Z2, P2 - Four values to define a pressure diagram Z1- Top depth of the diagram P1- Top pressure of the diagram Z2- Bottom depth of the diagram P2- Bottom pressure of the diagram Slope - (P2-P1)/(Z2-Z1), Slope of the diagram. It also called Equivalent fluid density.

Coef. - Pressure Coefficient = Slope/Unit We9ight Ka - Active Earth Pressure Coefficient Ko - At-Rest Earth Pressure Coefficient Kp - Passive Earth Pressure Coefficient

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

Force Equilibrium Moment Equilibrium

Depth(ft)

0 1 ksf

Licensed to 4324324234 3424343 Date: 11/4/2020

File: C:\Users\sean.hayter\Current Projects\Alaska\Toklat\Analysis\Shoring8\LW_Sheetpile.SH8

Wall Height=15.0 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile

PILE LENGTH: Min. Embedment=15.83 Min. Pile Length=30.83 MOMENT IN PILE: Max. Moment=58.05 per Pile Spacing=1.0 at Depth=21.83

PILE SELECTION:

Request Min. Section Modulus = 29.3 in3/ft=1576.27 cm3/m, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in)

SZ24 (1.81) SZ24A (1.81) SZ25 (1.86) CZ114D (1.70) 3N(M) (2.01)

PLZ23 (1.66) PZ27 (1.84) BZ16.4 (1.88) RZ10 (1.96) 134N (1.86)

AZ17 (1.46) BZ17 (1.84) SPZ23 (1.62) 3NA (1.80)

DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):

Z1 P1 Z2 P2 Slope

* Above Base

0.000 0.000 6.000 0.184 0.030592

6.000 0.184 15.000 0.319 0.015054

* Below Base

15.000 0.513 135.000 3.420 0.024221

* Earth Queck

0.000 0.183 15.000 0.046 -0.009134

PASSIVE PRESSURES:

Z1 P1 Z2 P2 Slope

* Below Base

17.000 0.805 135.000 48.311 0.402591

ACTIVE SPACING:

No. Z depth Spacing 1 0.00 1.00 2 15.00 1.00

PASSIVE SPACING:

No. Z depth Spacing 1 0.00 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

File: C:\Users\sean.hayter\Current Projects\Alaska\Toklat\Analysis\Shoring8\LW_Sheetpile.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

First Suitable Pile: SZ24: E (ksi)=29000.0, I (in4)/foot=186.5

Force Equilibrium Moment Equilibrium

0 1 ksf

Net Pressure Diagram

Depth(ft)

Depth(ft) Max. Shear=20.70 kip

20.70 kip 0

Shear Diagram

Max. Moment=58.05 kip-ft

58.05 kip-ft 0

Moment Diagram

Top Deflection=1.81(in) Max Deflection=1.81(in)

1.813(in) 0

Deflection Diagram file:///C/Users/sean.hayter/Current%20Projects/Alaska/Toklat/Analysis/Shoring8/LW_Sheetpile_report.out.txt[11/4/2020 12:38:03 PM]

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.

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: 11/4/2020 File: C:\Users\sean.hayter\Current Projects\Alaska\Toklat\Analysis\Shoring8\LW_Sheetpile.SH8

Title:

Subtitle:

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

Wall Type: 1. Sheet Pile

Wall Height: 15.00 Pile Diameter: 1.00 Pile Spacing: 1.00 Factor of Safety (F.S.): 1.00

Lateral Support Type (Braces): 1. No Top Brace Increase (Multi-Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties:

Steel Strength, Fy: 36 ksi = 248 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 186.50 User Input Pile: SZ24

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

No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 * Above Base 2 0.000 0.000 6.000 0.184 0.030592 file:///C/Users/sean.hayter/Current%20Projects/Alaska/Toklat/Analysis/Shoring8/LW_Sheetpile_report.out.txt[11/4/2020 12:38:03 PM]

3 6.000 0.184 15.000 0.319 0.015054 4 * Below Base 5 15.000 0.513 135.000 3.420 0.024221 6 * Earth Queck 7 0.000 0.183 15.000 0.046 -0.009134

* PASSIVE PRESSURE *

No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 * Below Base 2 17.000 0.805 135.000 48.311 0.402591

* ACTIVE SPACE *

No. Z depth Spacing 1 0.00 1.00 2 15.00 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;

********************************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=15.00 | D3=30.83

D1 - TOP DEPTH

D2 - EXCAVATION BASE

D3 - PILE TIP

MOMENT equilibrium AT DEPTH=28.19 WITH EMBEDMENT OF 13.19 FORCE equilibrium AT DEPTH=30.83 WITH EMBEDMENT OF 15.83 file:///C/Users/sean.hayter/Current%20Projects/Alaska/Toklat/Analysis/Shoring8/LW_Sheetpile_report.out.txt[11/4/2020 12:38:03 PM]

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 13.19 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 15.83

Embedment Information:

If 20% increased, the total design embedment is 15.83 If 30% increased, the total design embedment is 17.15 If 40% increased, the total design embedment is 18.47 If 50% increased, the total design embedment is 19.79

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

Overall Maximum Moment = 58.05 at 21.83 Maximum Shear = 20.70 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 = 0.00 Total Vertical Loading = 0.00

*****************************SHEET PILE SELECTION*****************************

Overall Maximum Moment = 58.05 at 21.83 Request Min. Section Modulus = 29.32 in3/ft = 1576.27 cm3/m, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 The pile selection is based on the magnitude of the moment only. Axial force is neglected.

Sx(in3) and Ix(in4) are per one foot of horizontal width of the pile

* Note: The sheet pile properties are in English Units and based on one foot width (even in Metric unit).

SZ24(English): Sx= 29.50 in3/ft Ix= 186.50 in4/ft Weight= 24.10 lb/ft SZ24(Metrics): Sx= 1585.92 cm3/m Ix= 254.68 x100cm4/m Weight= 0.352 kN/m Top deflection = 1.813(in) SZ24A(English): Sx= 29.50 in3/ft Ix= 186.50 in4/ft Weight= 24.00 lb/ft SZ24A(Metrics): Sx= 1585.92 cm3/m Ix= 254.68 x100cm4/m Weight= 0.350 kN/m Top deflection = 1.813(in) SZ25(English): Sx= 29.70 in3/ft Ix= 182.00 in4/ft Weight= 25.00 lb/ft SZ25(Metrics): Sx= 1596.67 cm3/m Ix= 248.54 x100cm4/m Weight= 0.365 kN/m Top deflection = 1.858(in) CZ114D(English): Sx= 29.76 in3/ft Ix= 199.24 in4/ft Weight= 21.90 lb/ft CZ114D(Metrics): Sx= 1599.90 cm3/m Ix= 272.08 x100cm4/m Weight= 0.320 kN/m Top deflection = 1.697(in) 3N(M)(English): Sx= 30.20 in3/ft Ix= 168.10 in4/ft Weight= 28.10 lb/ft file:///C/Users/sean.hayter/Current%20Projects/Alaska/Toklat/Analysis/Shoring8/LW_Sheetpile_report.out.txt[11/4/2020 12:38:03 PM]

3N(M)(Metrics): Sx= 1623.55 cm3/m Ix= 229.56 x100cm4/m Weight= 0.410 kN/m Top deflection = 2.011(in) PLZ23(English): Sx= 30.20 in3/ft Ix= 203.80 in4/ft Weight= 22.60 lb/ft PLZ23(Metrics): Sx= 1623.55 cm3/m Ix= 278.31 x100cm4/m Weight= 0.330 kN/m Top deflection = 1.659(in) PZ27(English): Sx= 30.20 in3/ft Ix= 184.20 in4/ft Weight= 27.00 lb/ft PZ27(Metrics): Sx= 1623.55 cm3/m Ix= 251.54 x100cm4/m Weight= 0.394 kN/m Top deflection = 1.835(in) BZ16.4(English): Sx= 30.50 in3/ft Ix= 180.00 in4/ft Weight= 26.40 lb/ft BZ16.4(Metrics): Sx= 1639.68 cm3/m Ix= 245.81 x100cm4/m Weight= 0.385 kN/m Top deflection = 1.878(in) RZ10(English): Sx= 30.50 in3/ft Ix= 172.10 in4/ft Weight= 26.40 lb/ft RZ10(Metrics): Sx= 1639.68 cm3/m Ix= 235.02 x100cm4/m Weight= 0.385 kN/m Top deflection = 1.965(in) 134N(English): Sx= 30.70 in3/ft Ix= 181.30 in4/ft Weight= 26.20 lb/ft 134N(Metrics): Sx= 1650.43 cm3/m Ix= 247.58 x100cm4/m Weight= 0.383 kN/m Top deflection = 1.865(in) AZ17(English): Sx= 31.00 in3/ft Ix= 231.30 in4/ft Weight= 22.24 lb/ft AZ17(Metrics): Sx= 1666.56 cm3/m Ix= 315.86 x100cm4/m Weight= 0.325 kN/m Top deflection = 1.462(in) BZ17(English): Sx= 31.10 in3/ft Ix= 183.70 in4/ft Weight= 26.80 lb/ft BZ17(Metrics): Sx= 1671.94 cm3/m Ix= 250.86 x100cm4/m Weight= 0.391 kN/m Top deflection = 1.840(in) SPZ23(English): Sx= 31.30 in3/ft Ix= 208.70 in4/ft Weight= 23.10 lb/ft SPZ23(Metrics): Sx= 1682.69 cm3/m Ix= 285.00 x100cm4/m Weight= 0.337 kN/m Top deflection = 1.620(in) 3NA(English): Sx= 31.40 in3/ft Ix= 188.10 in4/ft Weight= 26.60 lb/ft 3NA(Metrics): Sx= 1688.06 cm3/m Ix= 256.87 x100cm4/m Weight= 0.388 kN/m Top deflection = 1.797(in)

610 East Fifth Street Vancouver, WA 98661

Project No. TITLE -AK NPS DENA 10(47) Scale

Toklat Scour Mitigation Slope Stability Results -

File Name:

Date:

January 7, 2020