B08_Attach_2_PMIS_236143_Final_Specifications_-_Appendix_A.pdf

Final Submittal

Geotechnical Engineering Report

Reference No. 20-025

NPS Smiling and Outer Cove Repair

Puerto Rico, Saipan, Commonwealth of the Northern

Mariana Islands

June 17, 2021

Prepared for: Kaula AE, LLC

700 Bishop Street, Suite 1930, Honolulu, HI 96813

MARIANAS GEOTECH SERVICES, LLC

Chalan Msgr. Guerrero Rd., Dandan

P.O. Box 501585

Saipan, MP 96950

(670) 234-7645 www.marianasgeotech.com

Marianas Geotech Services

June 17, 2021

June J. Nakamura, P.E.

Senior Project Manager

Kaula AE, LLC (“KAE”)

700 Bishop Street, Suite 1930

Honolulu, HI 96813

Re: Subsurface Soil Investigation

Puerto Rico, Saipan, Commonwealth of the Northern Mariana Islands

Dear Ms. Nakamura:

Marianas Geotech Services, LLC (“MGS”) is pleased to submit our Final Geotechnical

Engineering Report for the proposed National Park Service (“NPS”) Smiling and Outer Cove

Repair project located in Puerto Rico, Saipan, Commonwealth of the Northern Mariana Islands.

MGS' services were completed in general accordance with our Revised Proposal for Subsurface

Soil Investigation Reference No. 20-025 dated October 22, 2020. This report presents our conclusions in regard to subsurface conditions and geotechnical recommendations for the proposed development.

Thank you for the opportunity to provide our services. If you have any questions, please do not hesitate to contact me.

Sincerely, Marianas Geotech Services, LLC

6/17/21

James W. K. Ripple, P.E.

President

Cc: GHD Inc. (Andre Tenorio, P.E.)

Reference No. 20-025

Final Submittal

TABLE OF CONTENTS

1.0 INTRODUCTION 1

1.1 Purpose and Scope of Work 2

2.0 FIELD EXPLORATION AND TESTING 3

2.1 Field Exploration 3

2.2 Laboratory Testing 3

3.0 SUBSURFACE CONDITIONS 4

3.1 Typical Subsurface Profile 4

3.2 Regional Geology and Seismic Hazard 4

3.3 Groundwater 5

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 6

4.1 Geotechnical Considerations 6

4.2 Earthwork 6

4.2.1 Site and Subgrade Preparation 6

4.2.2 Fill Materials and Placement 7

4.3 Slope Stability Analysis 8

4.4 Asphalt Concrete Pavements 8

4.5 Walkway Slabs 8

5.0 LIMITATIONS 9

APPENDIX A - FIELD EXPLORATION A-1

APPENDIX B - LABORATORY TESTING B-1

APPENDIX C – SLOPE STABILITY ANALYSIS C-1

Reference No. 20-025

Final Submittal 1

1.0 INTRODUCTION

This report presents the results of a geotechnical exploration and evaluation of the subsurface soil conditions performed by Marianas Geotech Services, LLC ("MGS") for the proposed NPS Smiling and Outer Cove Repair located in Puerto Rico, Saipan, Commonwealth of the Northern Marianas

Islands. The following tables provides the project description and site information.

Table 1: Project Description

Item Description

Site Layout Refer to the Exploration Location Plan (Figure 1 in Appendix A).

Structures Stabilized revetment.

Construction Backfill/rock.

Finished floor elevation Approximately existing grade.

Site Improvements Revetment repair and general civil works.

Grading Grading will include over-excavating the upper soils to a depth necessary to construct the rock revetment and civil works.

Table 2: Site Information

Item Description

Lot Number(s) Not Available

Location This project is located within the American Memorial Park premises, specifically along the Smiling and Outer Cove Marina area in Puerto

Rico, Saipan, CNMI.

Existing site features Highly eroded fabric formed concrete slopes, piers, floating docks, boat ramp, access roadways, and parking lot.

Surrounding developments The site is located within commercial and industrial zoned areas.

Current ground cover Low lying grass, exposed gravel, and eroded slopes.

Existing topography The project site is relatively flat throughout.

Reference No. 20-025

Final Submittal 2

1.1 Purpose and Scope of Work

The purpose of this subsurface soil investigation was to explore and evaluate the subsurface conditions of the site materials at selected locations within the project site to provide information and geotechnical engineering recommendations relative to:

• subsurface soil conditions

• ground water conditions

• earthwork

• slope stability

The following scope of services was performed in general accordance with our revised fee proposal dated October 22, 2020.

• Conducted field visits to evaluate site conditions.

• Drilled a total of four (4) borings along the landside area of the proposed rock revetment area to a depth ranging from 8.5 to 30 feet below the existing ground surface ("bgs").

• Performed laboratory testing of samples collected during the field exploration to evaluate geotechnical soil index properties of the encountered materials.

• Prepared this final submittal of the geotechnical engineering report, which summarizes the results of our field exploration and laboratory testing and provides design recommendations.

Reference No. 20-025

Final Submittal 3

2.0 FIELD EXPLORATION AND TESTING

2.1 Field Exploration

The field exploration for this project was performed under the supervision of our Principal Engineer between March 16, 2021 and March 17, 2021. The field exploration included four (4) borings to approximate depths of 8.5 to 30 feet bgs.

2.2 Laboratory Testing

Laboratory testing was performed to verify our visual field classifications to determine pertinent geotechnical engineering properties of selected soil samples collected in the exploratory hand holes and borings. The geotechnical laboratory testing was performed by MGS.

A description of the laboratory test procedures is presented in Appendix B. The tests performed include moisture content, density, grain size distribution, and plasticity index.

Reference No. 20-025

Final Submittal 4

3.0 SUBSURFACE CONDITIONS

3.1 Typical Subsurface Profile

Subsurface conditions presented in this report are based on the interpretation of the subsoil data, obtained from the geotechnical exploration and field and laboratory testing performed by MGS. More detailed descriptions of the subsurface conditions encountered in the MGS borings are presented in the logs of borings in Appendix A.

Based on the results of exploration plan, subsurface conditions on the project site can be generalized as follows:

Table 3: Typical Subsurface Profile

Description Approximate

Thickness of Stratum Soils Encountered Consistency/Density

Stratum 1 2 to 4 inches Asphalt Pavement/

Vegetation (Surface)

Stratum 2 2 to 5 feet Sandy Gravel (Fill) Medium Dense

Stratum 3

25 to 28 feet

(Maximum depth of exploration)

Silty Sand and Gravel Very Loose to Dense

The U.S. Geological Survey Preliminary geologic map of the island of Saipan (2011)1 identifies native soils in this part of the island as generally Artificial fill (af) – chiefly limestone rubble and sandy material, which was consistent with the soils encountered throughout the site during the subsurface soil investigation.

Borings BH-1 to BH-4 were advanced approximately 15 to 20 feet from the waterfront and to a depth ranging from 8.5 to 30 feet bgs. In general, the site is underlain with a relatively thick layer of silty sands and gravels that range from very loose to dense consistency.

Specific conditions encountered at the exploration locations are indicated on the individual logs.

Stratification boundaries of the logs represent the approximate location of changes in soil types; the transition between materials may be gradual.

3.2 Regional Geology and Seismic Hazard

The Commonwealth of the Northern Mariana Islands is an archipelago stretching over 500 miles and comprising of 14 islands which are divided in two geologic groups: the older south (Rota, Tinian, Saipan, Farallon de Mendinilla, and Aguijan) and younger north (Anatahan, Sarigan, Guguan, Alamagan, Pagan, Agrihan, Asuncion, Maug and Farallon de Parajaros)2. This arc-trench system dates back from late Eocene to early Miocene (15-20 Ma). Although all the islands are volcanic in origin, the southern Mariana Islands are primarily episodically uplifted limestone terraces created from ancient coral reefs.

1 Weary, David J., Burton, William C., Preliminary geologic map of the island of Saipan, Commonwealth of the Northern

Mariana Islands, U.S. Geological Survey, (2011)

Reference No. 20-025

Final Submittal 5

Marianas Geotech Services

The Mariana island arc was formed due to the subduction of the Pacific plate beneath the Philippine

Sea plate. Seismic activity in the Mariana Islands is due to the convergence between the two tectonic plates and two crustal faults on Guam. Although there is seismic activity within the Mariana Arc, no great thrust earthquake has been associated with the Mariana plate boundary.

The U.S. Geological Survey probabilistic seismic hazard methodology3 is based on specific fault sources with geologically or geophysical derived slip-rate or recurrence information and on historical seismic background. The maximum magnitudes for an earthquake to occur due to the Mariana

Megathrust is based on local history and similar subduction zones. The comparison was made using the best-studied of all Pacific megathrust earthquakes such as the megathrust earthquake in Chile

(2010 Maule, 8.8) or the earthquake in Japan (2011 Tohoku-oki, 9.0).

The probabilistic ground motions for islands in the Marianas is as follows:

Table 4: Probabilistic Ground Motions (g) at Guam and Saipan

Parameter Guam (Agana) Saipan

2% in 50 yr 10% in 50 yr 2% in 50 yr 10% in 50 yr

PGA 0.94 0.49 0.57 0.29

0.2Ssa 2.86 1.43 1.75 0.83

1.0Ssa 0.61 0.30 0.37 0.18

3.3 Groundwater

The borings were monitored during exploration for the presence and level of groundwater. Water levels observed in the boring are noted on the boring logs as well in the table below. These water level observations provide an approximate indication of the groundwater conditions existing on the site at the time the borings were drilled.

Fluctuations of the groundwater level can occur due to the high permeability of site soils reacting to the tidal changes of the nearby coastal area.

Table 5: Groundwater Level Observations

Exploration ID Date - Time Depth BGS (ft)

BH-1 3/16/21 – 10:44 3.2

BH-2 3/16/21 – 11:58 2.5

BH-3 3/16/21 – 16:30 5.0

BH-4 3/17/21 – 10:54 4.3

2 Commonwealth of Northern Mariana Islands (CNMI) and Guam, Pacific Islands Benthic Habitat Mapping Center, School of Ocean and Earth Science and Technology, University of Hawai’i, Manoa. (2017) 3 Mueller, C.S., Haller, K.M., Luco, N., Petersen, M.D., Frankel, A.D., Seismic Hazard Assessment for Guam and the

Northern Mariana Islands, U.S. Geological Survey, (2012)

Reference No. 20-025

Final Submittal 6

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

The site appears suitable for the proposed construction based upon geotechnical conditions encountered, provided the recommendations presented in this report are implemented during the design and the construction of the project. It is understood that the proposed waterfront repairs will consist of the removal of the existing fabric formed concrete slope system and replacement with rock revetment underlain by geotextile.

Geotechnical engineering recommendations for the earth connected phases of the project are outlined below. The recommendations contained in this report are based upon the results of the subsurface exploration, laboratory testing (which are presented in Appendices A and B), engineering analyses, and our current understanding of the proposed project.

4.2 Earthwork

The following presents recommendations for site preparation, excavation, subgrade preparation and placement of base, under, and armor on the project. The recommendations presented for the design and construction of earth supported elements including sidewalks, pavements, and rock revetment are contingent upon following the recommendations outlined in this section.

Earthwork on the project should be observed and evaluated by a licensed geotechnical engineering firm. The evaluation of earthwork should include observation and testing of base, subgrade preparation, geotextile installation, placement of under and armor layers, and other geotechnical conditions exposed during the construction of the project.

4.2.1 Site and Subgrade Preparation

Strip and remove existing deleterious materials and loose site soils to a minimum depth necessary to restore the finished ground surface, sidewalks, and/or roadway shoulders and construct the new rock revetment system. Due to the high-water table and in-water activities, contractor shall ensure temporary stabilization during excavation and subsequent installation of new materials.

During excavation of the waterfront slope face, the exposed subgrade should be properly sloped (2 horizontal 1 vertical) using the bucket of a large excavator or approved equivalent and tampered in-place followed by the placement of the geotextile. Under and armor layers shall then be neatly placed and follow the same sloped face as previously prepared with the geotextile. A minimum of 2 armor rocks are required at both the top and toe of each slope. Upon completion of rock placement, the contractor backfill the top of the rock slope toe using native materials previously excavated to match the existing grade. Refer to project plans and specifications prepared by GHD for more details.

Inspection should be continuous during the entire course of the waterfront repair by a licensed geotechnical or structural engineering firm.

Reference No. 20-025

Final Submittal 7

4.2.2 Fill Materials and Placement

All fill materials should be non-compressible, inorganic soils free of vegetation, debris, and fragments no larger than one and one-half inches in size, except for the revetment armor and under layers. Approved imported materials may be used as fill material for the following:

• Rock revetment

• Pavement areas

• General site grading

Imported soils for use as fill materials within the pavement areas should conform to low volume change materials and meet the following specification:

Table 6: Fill Specifications

Material Type Specification

Armor Weight 2200 to 4400 lbs

Under Weight 220 to 440 lbs

Base

Gradation

Sieve Size

Percent

Passing by

Mass

2"

1"

3/4"

3/8"

No. 4

No. 200

80-100 (6)

64-94 (6)

40-69 (6)

31-54 (6)

4-7 (3)

Plasticity Index

CBR

6 (max)

80 (min)

Note: () The value in the parentheses is the allowable deviation (±) from the target values.

Fill (base) should be placed and compacted in horizontal lifts, uniformly spreading without segregation using equipment and procedures that will produce the recommended moisture contents and densities throughout the lift. All proposed fill materials should be tested by MGS to ensure compliance.

Table 7: Compaction Requirements

Material Type and

Location

Minimum

Compaction

Requirement

Range of Moisture

Contents above

Optimum Moisture

Maximum Lift

Thickness (in.)

Minimum Maximum Loose Compacted Base:

Beneath pavements 95 -1% +3% 10 8

Beneath sidewalks 95 -1% +3% 8 6

Reference No. 20-025

Final Submittal 8

4.3 Slope Stability Analysis

Global stability evaluations of the proposed revetment using the new fill condition indicated above were performed for static cases with two water levels using Geostudio Slope/W based on the proposed west and east causeway sections provided by the GHD dated March 2021 with updates in May 2021.

The evaluations are based upon limiting equilibrium of circular failure modes and sliding block failure modes using the Morgenstern-Price method. Furthermore, an additional slope stability analysis was performed to determine the factor of safety again failure by sliding. The results of our global stability and sliding evaluation for the rock revetment slopes are presented in the table below. See Appendix C for stability analysis output. The following soil parameters and causeway profiles were used to analyze for slope stability.

Table 8: Soil Profiles

ID No. Depth (feet) Soil Type Unit

Weight

(pcf)

Friction Angle

(degree)

Cohesion

(psf)

West

Section A

0 – 15 SM-SP 112 30 0

15 – 30 SM-GM 100 30 0

East

Section B

0 – 20 SM-SP 112 30 0

20 – 30 SM 100 30 0

Table 9: Slope Stability Analysis Factor of Safety Summary

Description Conditions

HAT Storm Surge Sliding

West Causeway (A-A) 1.657 1.813 2.54

East Causeway (B-B) 2.018 2.197 2.61

4.4 Asphalt Concrete Pavements

Asphalt concrete pavements should have a minimum thickness of 3 inches and bear on a minimum of

8 inches of compacted base.

4.5 Walkway Slabs

Walkway slabs should be constructed to bear on a minimum of 6 inches of compacted base.

Reference No. 20-025

Final Submittal 9

5.0 LIMITATIONS

The geotechnical recommendations and conclusions presented in this report are based on the assumption that the scope of the construction project, as described, does not change appreciably and that significant variations in soils properties from those encountered by our field exploration do not occur. The exploration locations are widely spaced; therefore, some variation in the soil properties between these locations are likely. If any conditions are notably different from those described herein are encountered during construction, we should be immediately notified. The geotechnical recommendations presented in this report were developed assuming the Geotechnical Engineer-of-

Record will be retained to observe actual field conditions encountered during construction, verify the applicability of the recommendations presented in this report, and to recommend appropriate changes in design or construction procedures, if conditions differ from those described herein.

This report was prepared for use by KAE in accordance with generally accepted geotechnical engineering principles and practices. The geotechnical opinions and recommendations given in this report are based on our analysis of the data collected for this project. Additional conclusions and/or recommendations made from the data by others are solely their own responsibility.

Our analysis is based on the data obtained from the exploration locations indicated on the Exploration

Location Map. If project plans or requirements change, the conclusions and recommendation provided herein by MGS may need to be revised. The nature and extent of variations between the exploration locations may become evident during construction and will likely differ from those discussed in this report. No warranty is included, either expressed or implied, that the actual conditions encountered will conform exactly to the conditions described herein.

Our services were conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the geotechnical engineering profession practicing contemporaneously under similar conditions in the locality of this project. No other representation is intended or implied.

APPENDIX A

FIELD EXPLORATION

NPS Smiling and Outer Cover Repairs

Final Submittal A-1

APPENDIX A - FIELD EXPLORATION

A.1 Exploratory Borings

Field explorations consisted of a total of four (4) borings. The borings were performed between March

16, 2021 and March 17, 2021. The borings were drilled to depths ranging from 8.5 to 30 feet below the existing ground surface. The borings were drilled by MGS with a truck mounted Diedrich Drill D-

25D using both a 6-inch solid stem auger and 3.25-inch ID hollow stem auger methods. Borings were backfilled using cuttings (and additional sand/gravel if needed) followed by a fast-setting cement concrete patch at the surface (roadway restoration areas only). Temporary traffic signage and cones were placed along the perimeter of the equipment and working area.

A.2 Soil Sampling

Soil sampling was conducted under the observation of MGS personnel, who will log the materials, encountered in each boring, and obtain samples for further examination and laboratory testing.

Disturbed soils samples will be obtained using a Standard Penetration Test ("SPT") sampler. SPTs will be performed in general accordance with the ASTM D1586, Test Method for Penetration Test and Split-Barrel Sampling of Soils. In the SPT, a 2-inch outer diameter ("OD"), 1.375-inch inner diameter ("ID"), split spoon sampler is driven with a 140-pound hammer, falling freely from a height of 30 inches. The number of blows required to achieve each of three 6-inch increments of sampler penetration will be recorded. When penetration resistances exceeded 25 blows for 1 inch or less of penetration, the test will be generally terminated, and the number of blows along with the penetration distance will be recorded on the boring log. In addition, if the sampler exhibited bouncing after multiple blows, the test will be terminated and considered refusal.

The number of blows required to cause the last 12 inches of penetration is termed the penetration resistance. In the SPT, this number is called Standard Penetration Resistance or N-value. The SPT

N-value is a useful parameter for determining the relative density or consistency of the soils. The term

"standard penetration resistance or "N-value," however, is used only for the 2-inch OD, split-spoon sampler driven for the SPT. The specific energy (energy/volume) imparted to the sample is a function of hammer type, hammer efficiency, hammer weight, hammer drop height, drill rod length and diameter, and sampler size. Therefore, the penetration resistance values obtained using different parameters than the SPT are not the same as the SPT N-value.

Soil samples recovered from the field were initially classified according to the ASTM D2488 standards and later refined according to ASTM D2487 based on the results of the laboratory tests performed on selected samples.

Samples recovered during the field exploration were transported to MGS' geotechnical laboratory for further examination and assignment of laboratory tests on selected samples.

Source: Google Earth

FIGURE 1

EXPLORATION LOCATION MAP

PUERTO RICO, SAIPAN, CNMI

NPS SMILING COVE AND OUTER COVE REPAIR (AMME)

BH-1

BH-2

BH-3

LEGEND:

BORING (BH-1)

BH-1, 3, and 4 (30')

BH-2 (10')

BH-4

Symbol Typical Names Other Criteria

GW

Well-graded gravels, gravel-sand mixtures, little or no fines Cu>4 and 1<=Cc=3

GP

Poorly graded gravels, gravel-sand mixtures, little or no fines

Not meeting Cu and Cc criteria for GW

GM Silty gravels, gravel-sand-silt mixtures Atterberg limit below A-line or PI<4

GC Clayey gravels, gravel-sand-silt mixtures Atterberg limit above A-line with PI>7

SW Well-graded sands, gravelly sands, little or no fines Cu>6 and 1<=Cc=3

SP Poorly graded sands, gravelly sands, little or no fines Not meeting Cu and Cc criteria for SW

SM Silty sands, sand-silt mixture Atterberg limit below A-line or PI<4

SC Clayey sands, sandy-clay mixture Atterberg limit above A-line with PI>7

ML

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity Atterberg limit below A-line

CL

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clay Atterberg limit above A-line

OL Organic silts and organic silty clays flow plasticity Atterberg limit below A-line

MH

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Atterberg limit below A-line

CH Inorganic clays of high plasticity, fat clays Atterberg limit above A-line

OH Organic clays of high plasticity, organic silts Atterberg limit below A-line

Pt Peat and other highly organic soils

FIGURE 2

Sands More than 50% of coarse fraction passing No. 4 sieve

NPS SMILING COVE AND OUTER COVE REPAIR (AMME)

PUERTO RICO, SAIPAN, CNMI

Major Divisions

Notes: 1. Cu=D60/D10, Cc=(D30)^2/(D60 x D10) where D60, D30 and D10 are diameters associated with 60%, 30% and 10% smaller in gradation curves.

2. Dual symbols are used to indicate borderline classification such as GM-SM.

SOIL CLASSIFICATION CHART

SOIL CLASSIFICATION CHART AND LOG LEGEND

FINE

GRAINED

SOILS

More than 50% of material smaller than No.

200 sieve size

Clean Gravel Little or no fines

(<5%)

Gravels with

Fines Appreciable amount of fines (>12%)

HIGHLY ORGANIC SOILS

Clean Gravel Little or no fines

(<5%)

Gravels with

Fines Appreciable amount of fines (>12%)

Silts and Clays Liquid limt less than 50%

Silts and Clays Liquid limit larger than 50%

COARSE

GRAINED

SOILS

More than 50% of material larger than No. 200 sieve size

Gravels More than 50% of coarse fraction retained on No. 4 sieve

LOG LEGEND

2-inch SPT

Bulk/Grab Sample

SA Sieve Analysis

-#200 Percent Passing No. 200 Sieve

2.5-INCH ASPHALT CONCRETE PAVEMENT

LIGHT BROWN SANDY GRAVEL (GM), MEDIUM DENSE, MOIST

LIGHT BROWN SILTY SAND WITH GRAVEL (SP-SM), MEDIUM DENSE, MOIST TO

WET

BECOMES LOOSE, WET

BECOMES LIGHT BROWN TO GRAY, MEDIUM DENSE

BECOMES MORE GRAVELLY (FRACTURED LIMESTONE)

GREENISH GRAY SILTY SAND WITH GRAVEL (SM), VERY LOOSE, WET

BH-1 COMPLETED AT 29 FEET BGS ON 3/11/21.

19.1

28.3

21.6

33.5

STARTED WITH SSA

AT GROUND

SURFACE

SWITCH TO HSA AT 2'

SA, -#200=12.1%

SA, -#200=9.2%

SA, -#200=24.4%

Marianas Geotech Services, LLC

LOG OF BORING BH-1

PROJECT: NPS SMILING AND OUTER COVE REPAIR (AMME) PROJECT NO.: 20-025

CLIENT: GHD INC. DATE: 3/16/21

LOCATION: PUERTO RICO, SAIPAN, MP ELEVATION: -

DRILLER: MGS, LLC LOGGED BY: MGS, LLC

DRILL EQUIP: DIEDRICH DRILL D-25D HAMMER TYPE / WEIGHT / DROP: AUTO / 140 LB/ 30 IN.

GROUNDWATER LEVEL / DATE: SEE BELOW DRILLING METHOD: 6 IN. SSA / 3.25 IN. HSA

(WATER LEVEL: 3.2 FEET 10:44AM ON 3/16/21)

D E

P T

H

S A

M P

L E

N

O

S A

M P

L E

T Y

P E

S A

M P

L

IN

G R

E S

IS

T

A N

C E

G R

A P

H

IC

L O

G

DESCRIPTION

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T , p cf

L

IQ

U

ID

L

IM

IT

P L

A S

T

IC

IT

Y

IN

D

E X

OTHER TESTS

AND REMARKS

FIGURE 3

VEGETATION

LIGHT BROWN SANDY GRAVEL (GM), MEDIUM DENSE, DRY TO MOIST

LIGHT BROWN SAND (SP), MEDIUM DENSE, WET

BORING BH-2 COMPLETED AT 8.5 FEET BGS ON 3/16/ 21.

12.0

START WITH SSA

SWITCH TO HSA

Marianas Geotech Services, LLC

LOG OF BORING BH-2

PROJECT: NPS SMILING AND OUTER COVE REPAIR (AMME) PROJECT NO.: 20-025

CLIENT: GHD INC. DATE: 3/16/21

LOCATION: PUERTO RICO, SAIPAN, MP ELEVATION: -

DRILLER: MGS, LLC LOGGED BY: MGS, LLC

DRILL EQUIP: DIEDRICH DRILL D-25D HAMMER TYPE / WEIGHT / DROP: AUTO / 140 LB/ 30 IN.

GROUNDWATER LEVEL / DATE: SEE BELOW DRILLING METHOD: 6 IN. SSA / 3.25 IN. HSA

(WATER LEVEL: 2.5 FEET 11:58 AM ON 3/16/21)

D E

P T

H

S A

M P

S A

M P

L E

T Y

P E

S A

M P

L

IN

G R

E S

IS

T

A N

C E

G R

A P

H

IC

L O

G

DESCRIPTION

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T , p cf

L

IQ

U

ID

L

IM

IT

P L

A S

T

IC

IT

Y

IN

D

E X

OTHER TESTS

AND REMARKS

FIGURE 4

25/3"

VEGETATION

GRAYISH TO LIGHT BROWN SILTY SAND WITH GRAVEL (SW-SM), MEDIUM

DENSE, DRY TO MOIST

LIGHT BROWN SAND (SP-SM), MEDIUM DENSE, MOIST TO WET

SEMI HARD DRILLING AT 5', POSSIBLE COBBLE

BECOMES LOOSE

POSSIBLE COBBLES AT 12'-13', SEMI HARD DRILLING

BECOMES VERY LOOSE

GRAY SILTY SAND WITH GRAVEL (SM), DENSE, WET

BECOMES VERY LOOSE

BECOMES VERY DENSE AT 27'

BORING BH-3 COMPLETED AT 29.25 FEET BGS ON 3/16/21.

9.6

13.8

29.4

20.1

SA, -#200=9.3%

SA, -#200=10.2%

SA, -#200=11.4%

SA, -#200=18.7%

Marianas Geotech Services, LLC

LOG OF BORING BH-3

PROJECT: NPS SMILING AND OUTER COVE REPAIR (AMME) PROJECT NO.: 20-025

CLIENT: GHD INC. DATE: 3/16/21

LOCATION: PUERTO RICO, SAIPAN, MP ELEVATION: -

DRILLER: MGS, LLC LOGGED BY: MGS, LLC

DRILL EQUIP: DIEDRICH DRILL D-25D HAMMER TYPE / WEIGHT / DROP: AUTO / 140 LB/ 30 IN.

GROUNDWATER LEVEL / DATE: SEE BELOW DRILLING METHOD: 6 IN. SSA / 3.25 IN. HSA

(WATER LEVEL: 5 FEET AT 4:30 PM ON 3/16/21)

D E

P T

H

S A

M P

S A

M P

L E

T Y

P E

S A

M P

L

IN

G R

E S

IS

T

A N

C E

G R

A P

H

IC

L O

G

DESCRIPTION

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T , p cf

L

IQ

U

ID

L

IM

IT

P L

A S

T

IC

IT

Y

IN

D

E X

OTHER TESTS

AND REMARKS

FIGURE 5

VEGETATION

LIGHT BROWN SANDY GRAVEL (GM), MEDIUM DENSE, DRY TO MOST

LIGHT BROWN SAND WITH GRAVEL (SP), MEDIUM DENSE, MOIST TO WET

BROWNISH GRAY SILTY SAND INTERMIXED WITH CRUSHED SEA SHELLS (SM),

LOOSE,

BECOMES MEDIUM DENSE

LIGHT GREENISH GRAY SILTY GRAVEL WITH SAND (SM-GM), MEDIUM DENSE,

WET

BORING BH-4 COMPLETED AT 30 FEET BGS ON 3/17/21.

24.2

24.4

23.7

83 NV NP

SA, -#200= 6.0%

SA, -#200=14.7%

SA, -#200=16.2%,

NON-PLASTIC

Marianas Geotech Services, LLC

LOG OF BORING BH-4

PROJECT: NPS SMILING AND OUTER COVE REPAIR (AMME) PROJECT NO.: 20-025

CLIENT: GHD INC. DATE: 3/17/21

LOCATION: PUERTO RICO, SAIPAN, MP ELEVATION: -

DRILLER: MGS, LLC LOGGED BY: MGS, LLC

DRILL EQUIP: DIEDRICH DRILL D-25D HAMMER TYPE / WEIGHT / DROP: AUTO / 140 LB/ 30 IN.

GROUNDWATER LEVEL / DATE: SEE BELOW DRILLING METHOD: 6 IN. SSA / 3.25 IN. HSA

(WATER LEVEL 4.25 FEET @ 10:54AM ON 3/17/21.)

D E

P T

H

S A

M P

S A

M P

L E

T Y

P E

S A

M P

L

IN

G R

E S

IS

T

A N

C E

G R

A P

H

IC

L O

G

DESCRIPTION

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T , p cf

L

IQ

U

ID

L

IM

IT

P L

A S

T

IC

IT

Y

IN

D

E X

OTHER TESTS

AND REMARKS

FIGURE 6

APPENDIX B

LABORATORY TESTING

NPS Smiling and Outer Cover Repairs

Final Submittal B-1

APPENDIX B - LABORATORY TESTING

To evaluate their engineering properties, selected soil samples obtained during the field exploration were laboratory tested for moisture content and dry density, gradation analysis, and plasticity index.

MGS, the Geotechnical Engineer of Record for this project, reviewed field logs and collected soil samples. MGS then developed the laboratory test program to provide their soil classification and geologic unit interpretations for inclusion in the exploratory logs presented in this geotechnical engineering report. The laboratory tests completed for this project are described in the following paragraphs.

B.1 Moisture Content and Dry Density

Selected soil samples were tested to measure their moisture contents and dry densities. The tests were performed in accordance with ASTM D2216. Results of the moisture contents and dry densities are shown on the boring logs at the appropriate sample depths.

B.2 Gradation Analysis

Gradation analyses were performed on selected samples using the sieve method to evaluate grain size distribution. These tests were performed in accordance with ASTM D6913. Results of the gradation analyses are presented on the boring logs at the appropriate sample depths and within this Appendix.

B.3 Plasticity Index

To assist in classifying the soils, Plasticity Index tests were performed on selected samples. These tests were performed in accordance with ASTM D4318. Results of the tests are presented on the boring logs at the appropriate sample depths and within this Appendix.

Client:

Project:

Project No.: Figure

GHD INC.

NPS SMILING AND OUTER COVE REPAIR (AMME)

20-025 7

SYMBOL SOURCE

SAMPLE DEPTH

Material Description USCS NO. (ft.)

SOIL DATA

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 2.3 21.6 12.1 27.0 24.6 12.4

0.0 5.2 27.8 10.2 20.5 26.9 9.4

0.0 3.8 31.1 9.5 11.7 18.9 25.0

0.0 5.0 19.7 9.3 27.7 28.6 9.7

0.0 14.5 21.3 7.0 20.5 26.2 10.5 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

BH-1 1 2 LIGHT BROWN SILTY SAND WITH GRAVEL SP-SM

BH-1 3 10 LIGHT BROWN TO GRAY SILTY SAND WITH GRAVEL SP-SM

BH-1 5 20 GREENISH GRAY SILTY SAND WITH GRAVEL SM

BH-3 1 1 GRAYISH TO LIGHT BROWN SILTY SAND WITH GRAVEL SW-SM

BH-3 2 3.5 LIGHT BROWN SAND SP-SM

Client:

Project:

Project No.: Figure

GHD INC.

NPS SMILING AND OUTER COVE REPAIR (AMME)

20-025 8

SYMBOL SOURCE

SAMPLE DEPTH

Material Description USCS NO. (ft.)

SOIL DATA

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 5.3 12.0 6.3 33.3 31.4 11.7

0.0 13.5 24.7 13.4 17.4 12.0 19.0

0.0 0.0 9.9 12.5 31.0 40.3 6.3

0.0 14.6 31.4 11.8 15.0 12.2 15.0

0.0 12.2 20.7 16.5 14.2 19.9 16.5 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

BH-3 3 9 LIGHT BROWN SAND SP-SM

BH-3 5 20 GRAY SILTY SAND WITH GRAVEL SM

BH-4 3 9 BROWNISH GRAY SILTY SAND WITH SEA SHELLS SM

BH-4 5 19 LIGHT GREENISH GRAY SILTY GRAVEL WITH SAND GM

BH-4 6 28.5 LIGHT GREENISH GRAY SILTY SAND WITH GRAVEL SM

LIQUID AND PLASTIC LIMITS TEST REPORT

P L A

S T

IC

IT

Y I N

D E

X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Figure

Source of Sample: BH-4 Depth: 28.5 Sample Number: 6

LIGHT GREENISH GRAY SILTY SAND WITH

GRAVEL

NV NP NP 36.4 16.5 SM

20-025 GHD INC.

NON-PLASTICNPS SMILING AND OUTER COVE REPAIR (AMME)

APPENDIX C

SLOPE STABILITY ANALYSIS

Description Units West East

Section A-A B-B

Slope of First Block 1/2 1/2

Slope Angle degrees 26.57 26.57

Length of First Block along Slope feet 38.5 30

Thickness of First Block feet 6 6

Unit Weight pcf 135 135

Weight of First Block lbs/ft 31185 24300

Slide Driving Forces lbs/ft 15593 12150

Interface Friction Angle degrees 30 30

Friction Factor 0.58 0.58

Normal Forces lbs/ft 62370 48600

Resistance from First Block lbs/ft 36009 28059

Height of Second Block feet 6 6

Length of Second Block feet 7.8 7.8

Weight of Second Block lbs/ft 6318 6318

Resistance from Second Block lbs/ft 3648 3648

Total Resistance lbs/ft 39657 31707

Factor of Safety against Sliding 2.54 2.61

Slope Stability Analysis - Sliding

1.657

Distance (ft)

0 10 20 30 40 50 60 70 80 90 100

H e ig h t (f t)

-45

-40

-35

-30

-25

-20

-15

-10

-5

Materials

Backfills

Lower Armor Rock

Silty Gravel with Sand (SM-GM)

Silty Sand with Gravel (SP-SM)

Upper Armor Rock

Water

Section A-A West Causeway HAT Condition (No Under Toe and Reduced Depth)

1.813

0 10 20 30 40 50 60 70 80 90 100

H e ig h t (f t)

-45

-40

-35

-30

-25

-20

-15

-10

-5

Materials

Backfills

Lower Armor Rock

Silty Gravel with Sand (SM-GM)

Silty Sand with Gravel (SP-SM)

Upper Armor Rock

Section A-A West Causeway Storm Surge Condition (No Under Toe and Reduced Depth)

2.018

0 10 20 30 40 50 60 70 80 90 100

H e ig h t

(f t)

-45

-40

-35

-30

-25

-20

-15

-10

-5

Materials

Backfills

Lower Armor Rock

Silty Sand with Gravel (SP)

Silty Sand with Gravel (SP-SM)

Upper Armor Rock

Section B-B East Causeway HAT Condition (No Under Toe)

2.197

0 10 20 30 40 50 60 70 80 90 100

H e ig h t

(f t)

-45

-40

-35

-30

-25

-20

-15

-10

-5

Materials

Backfills

Lower Armor Rock

Silty Sand with Gravel (SP)

Silty Sand with Gravel (SP-SM)

Upper Armor Rock

Section B-B East Causeway Storm Condition (No Under Toe)

SLOPE/W

Report generated using GeoStudio 2021. Copyright © 1991-2020 GEOSLOPE International Ltd.

File Information File Version: 11.00

File Name: Causeway A-A West Causeway HAT Condition (No Under Layer Toe AND Reduced

Depth).gsz

Project Settings Unit System: U.S. Customary Units

Analysis Settings

SLOPE/W

Kind: SLOPE/W

Method: Morgenstern-Price

Settings

Side Function

Interslice force function option: Half-Sine

PWP Conditions from: Piezometric Line

Apply Phreatic Correction: No

Use Staged Rapid Drawdown: No

Unit Weight of Water: 62.4 pcf

Slip Surface

Direction of movement: Left to Right

Use Passive Mode: No

Slip Surface Option: Grid and Radius

Critical slip surfaces saved: 1

Optimize Critical Slip Surface Location: No

Tension Crack Option: (none)

Distribution

F of S Calculation Option: Constant

Advanced

Geometry Settings

Minimum Slip Surface Depth: 0.1 ft

Number of Slices: 30

Factor of Safety Convergence Settings

Maximum Number of Iterations: 100

Tolerable difference in F of S: 0.01

Solution Settings

Search Method: Root Finder

Tolerable difference between starting and converged F of S: 3

Maximum iterations to calculate converged lambda: 20

Max Absolute Lambda: 2

Materials

Silty Sand with Gravel (SP-SM) Model: Mohr-Coulomb

Unit Weight: 112 pcf

Effective Cohesion: 0 psf

Effective Friction Angle: 30 °

Phi-B: 0 °

Pore Water Pressure

Piezometric Line: 1

Silty Gravel with Sand (SM-GM) Model: Mohr-Coulomb

Unit Weight: 100 pcf

Effective Cohesion: 0 psf

Effective Friction Angle: 30 °

Phi-B: 0 °

Pore Water Pressure

Piezometric Line: 1

Upper Armor Rock Model: Mohr-Coulomb

Unit Weight: 150 pcf

Effective Cohesion: 0 psf

Effective Friction Angle: 45 °

Phi-B: 0 °

Pore Water Pressure

Piezometric Line: 1

Backfills Model: Mohr-Coulomb

Unit Weight: 90 pcf

Effective Cohesion: 0 psf

Effective Friction Angle: 28 °

Phi-B: 0 °

Pore Water Pressure

Piezometric Line: 1

Water Model: (None)

Pore Water Pressure

Piezometric Line: 1

Lower Armor Rock Model: Mohr-Coulomb

Unit Weight: 140 pcf

Effective Cohesion: 0 psf

Effective Friction Angle: 45 °

Phi-B: 0 °

Pore Water Pressure

Piezometric Line: 1

Slip Surface Grid Upper Left: (40.5, 26) ft

Lower Left: (40.5, 13.5) ft

Lower Right: (65, 13.5) ft

Grid Horizontal Increment: 15

Grid Vertical Increment: 15

Slip Surface Radius Upper Left Coordinate: (22.300761, 0.825356) ft

Upper Right Coordinate: (69.617364, -

13.493868) ft

Lower Left Coordinate: (16.69748, -

21.587342) ft

Lower Right Coordinate: (58.4108, -

37.774291) ft

Number of Increments: 20

Use Left Projection: Yes

Left Projection Angle: 135 °

Use Right Projection: No

Right Projection Angle: 0 °

Slip Surface Limits Left Coordinate: (0, 5.482323) ft

Right Coordinate: (97.50975, -9.693101) ft

Piezometric Lines

Piezometric Line 1

Coordinates

X Y

Coordinate 1 0 ft 2 ft

Coordinate 2 40.591353 ft 1.2 ft

Coordinate 3 97.50975 ft 1.2 ft

Seismic Coefficients Horz Seismic Coef.: 0

Vert Seismic Coef.: 0

Surcharge Loads

Surcharge Load 1 Surcharge (Unit Weight): 125 pcf

Direction: Normal

Coordinates

X Y

0 ft 7.5 ft

22 ft 7 ft

Geometry Name: Default Geometry

Settings View: 2D

Element Thickness: 1 ft

Points X Y

Point 1 20 ft 4.965878 ft

Point 2 54.1 ft -5.4 ft

Point 3 54.2 ft -5.5 ft

Point 4 58.6 ft -5.6 ft

Point 5 63.1 ft -10.6 ft

Point 6 48.7 ft -10.8 ft

Point 7 46.164228 ft -10.877748 ft

Point 8 20.798157 ft 1.800893 ft

Point 9 56.329357 ft -5.5 ft

Point 10 59.6 ft -5.5 ft

Point 11 62.8 ft -6.2 ft

Point 12 63.3 ft -6.3 ft

Point 13 64.7 ft -6.6 ft

Point 14 65.2 ft -6.7 ft

Point 15 66.9 ft -6.9 ft

Point 16 65.1 ft -8.6 ft

Point 17 81.508744 ft -8.929864 ft

Point 18 86.815202 ft -9.247554 ft

Point 19 97.50975 ft -9.693101 ft

Point 20 97.50975 ft -45 ft

Point 21 0 ft -45 ft

Point 22 0 ft -10.877748 ft

Point 23 0 ft 5.482323 ft

Point 24 9 ft -1 ft

Point 25 4.5 ft -19 ft

Point 26 38 ft -32 ft

Point 27 47 ft -12.5 ft

Point 28 40.591353 ft 1.2 ft

Point 29 97.50975 ft 1.2 ft

Point 30 0 ft 2 ft

Point 31 0 ft 7.5 ft

Point 32 22 ft 7 ft

Point 33 40.5 ft 26 ft

Point 34 40.5 ft 13.5 ft

Point 35 65 ft 13.5 ft

Point 36 21.888725 ft 4.957139 ft

Point 37 21.888725 ft 3.456813 ft

Point 38 25.192719 ft 3.456813 ft

Point 39 33.072935 ft 4.957139 ft

Point 40 27.595117 ft 7.69454 ft

Point 41 22.551262 ft 7.680539 ft

Point 42 53 ft -10.7 ft

Regions Material Points Area

Region 1 Backfills 2,9,10,11,12,13,14,15,16,5,4,3 18.666 ft²

Region 2 Silty Gravel with Sand (SM-

GM)

7,6,42,5,16,15,17,18,19,20,21,22 3,406.2 ft²

Region 3 Silty Sand with Gravel (SP-SM) 22,7,8,1,23 494.22 ft²

Region 4 Water 28,2,9,10,11,12,13,14,15,17,18,19,29 437.71 ft²

Region 5 Lower Armor Rock 7,6,42,38,37,36,1,8 106.22 ft²

Region 6 Upper Armor Rock 42,5,4,3,2,28,39,40,41,36,37,38 207.83 ft²

Slip Results Slip Surfaces Analysed: 3874 of 5376 converged

Current Slip Surface Slip Surface: 5,236

Factor of Safety: 1.657

Volume: 542.18382 ft³

Weight: 69,477.509 lbf

Resisting Moment: 1,008,260.7 lbf·ft

Activating Moment: 607,998.74 lbf·ft

Resisting Force: 21,671.748 lbf

Activating Force: 13,089.964 lbf

Slip Rank: 1 of 5,376 slip surfaces

Exit: (77.61138, -8.3883308) ft

Entry: (18.137298, 5.0139772) ft

Radius: 41.046647 ft

Center: (55.2, 26) ft

Slip Slices

X Y PWP

Frictional

Strength

Cohesive

Strength

Suction

Strength

Base

Material

Slice

19.068649 ft 4.0826261 ft -153.40685 psf

153.36341 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

20.305966 ft 2.8453089 ft -77.719931 psf

223.37538 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

21.094225 ft 2.0570496 ft -29.501966 psf

408.02254 psf 0 psf 0 psf

Lower

Armor

Rock

Slice

21.732622 ft 1.4186532 ft 9.5488601 psf

454.85873 psf 0 psf 0 psf

Lower

Armor

Rock

Slice

21.895475 ft 1.2558003 ft 19.510601 psf

449.25958 psf 0 psf 0 psf

Lower

Armor

Rock

Slice

21.951112 ft 1.2001628 ft 22.913957 psf

311.04177 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

22.275631 ft 0.87564399 ft 42.76483 psf

322.27192 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

23.87199 ft -0.72071551 ft 140.41443 psf

428.69318 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

25.684178 ft -2.5329033 ft 251.26628 psf

467.38382 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

26.885377 ft -3.7009738 ft 322.67663 psf 500.5606 psf 0 psf 0 psf

Silty

Slice

28.389569 ft -5.0632696 ft 405.834 psf

522.29045 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

30.15625 ft -6.4981731 ft 493.19928 psf

518.09293 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

32.100707 ft -7.9096746 ft 578.88565 psf

510.52494 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

34.09874 ft -9.1871195 ft 656.14099 psf

500.07665 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

36.150351 ft -10.340015 ft 725.55855 psf

487.14099 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

38.029956 ft -11.271076 ft 781.34522 psf 471.2847 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

39.737554 ft -12.011714 ft 825.46097 psf

452.90182 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

41.520165 ft -12.68745 ft 866.5769 psf

448.35306 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

43.377791 ft -13.295316 ft 904.50769 psf

458.62159 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

45.235416 ft -13.807255 ft 936.45271 psf

468.64227 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

47.432114 ft -14.284239 ft 966.21649 psf

468.48196 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

49.775 ft -14.672109 ft 990.41958 psf

457.00294 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

51.925 ft -14.901572 ft 1,004.7381 psf

441.89539 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

53.55 ft -15.009776 ft 1,011.49 psf

425.49633 psf 0 psf 0 psf

Silty

Gravel

Slice

55.214679 ft -15.031506 ft 1,012.846 psf

405.13451 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

57.464679 ft -14.968348 ft 1,008.9049 psf

419.86022 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

59.1 ft -14.857863 ft 1,002.0106 psf

408.48784 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

60.4 ft -14.707945 ft 992.65577 psf

362.82551 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

62 ft -14.471338 ft 977.89147 psf

288.34845 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

62.95 ft -14.308081 ft 967.70426 psf

240.80719 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

63.2 ft -14.25937 ft 964.66466 psf

233.30529 psf 0 psf 0 psf

Silty

(SM-

GM)

Slice

64 ft -14.085828 ft 953.83568 psf

233.42228 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

64.9 ft -13.883516 ft 941.21142 psf

231.68206 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

65.15 ft -13.822382 ft 937.39662 psf

231.10306 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

66.05 ft -13.576861 ft 922.07613 psf

226.05015 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

67.971138 ft -12.99301 ft 885.64385 psf

209.98183 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

70.113414 ft -12.224277 ft 837.67487 psf

176.25094 psf 0 psf 0 psf

Silty

Gravel with

Sand

72.25569 ft -11.316801 ft 781.04841 psf

134.59958 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

74.397966 ft -10.260121 ft 715.11156 psf

85.511811 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

76.540242 ft -9.0406684 ft 639.01771 psf

29.699333 psf 0 psf 0 psf

Silty

Gravel with

Sand

File Information File Version: 11.00

File Name: Causeway A-A West Causeway STORM (No Under Layer Toe AND Reduced Depth).gsz

Project Settings Unit System: U.S. Customary Units

Analysis Settings

SLOPE/W

Kind: SLOPE/W

Method: Morgenstern-Price

Settings

Side Function

Interslice force function option: Half-Sine

PWP Conditions from: Piezometric Line

Apply Phreatic Correction: No

Use Staged Rapid Drawdown: No

Unit Weight of Water: 62.4 pcf

Slip Surface

Direction of movement: Left to Right

Use Passive Mode: No

Slip Surface Option: Grid and Radius

Critical slip surfaces saved: 1

Optimize Critical Slip Surface Location: No

Tension Crack Option: (none)

Distribution

F of S Calculation Option: Constant

Advanced

Geometry Settings

Minimum Slip Surface Depth: 0.1 ft

Number of Slices: 30

Factor of Safety Convergence Settings

Maximum Number of Iterations: 100

Tolerable difference in F of S: 0.01

Solution Settings

Search Method: Root Finder

Materials

Silty Sand with Gravel (SP-SM) Model: Mohr-Coulomb

Unit Weight: 112 pcf

Effective Cohesion: 0 psf

Effective Friction Angle: 30 °

Phi-B: 0 °

Pore Water Pressure

Piezometric Line: 1

Silty Gravel with Sand (SM-GM) Model: Mohr-Coulomb

Unit Weight: 100 pcf

Effective Cohesion: 0 psf

Effective Friction Angle: 30 °

Phi-B: 0 °

Pore Water Pressure

Piezometric Line: 1

Upper Armor Rock Model: Mohr-Coulomb

Unit Weight: 150 pcf

Effective Cohesion: 0 psf

Effective Friction Angle: 45 °

Phi-B: 0 °

Pore Water Pressure

Piezometric Line: 1

Backfills Model: Mohr-Coulomb

Unit Weight: 90 pcf

Effective Cohesion: 0 psf

Effective Friction Angle: 28 °

Phi-B: 0 °

Pore Water Pressure

Piezometric Line: 1

Lower Armor Rock Model: Mohr-Coulomb

Unit Weight: 140 pcf

Effective Cohesion: 0 psf

Effective Friction Angle: 45 °

Phi-B: 0 °

Pore Water Pressure

Piezometric Line: 1

Slip Surface Grid Upper Left: (40.5, 26) ft

Lower Left: (40.5, 13.5) ft

Lower Right: (65, 13.5) ft

Grid Horizontal Increment: 15

Grid Vertical Increment: 15

Slip Surface Radius Upper Left Coordinate: (22.300761, 0.825356) ft

Upper Right Coordinate: (69.617364, -

13.493868) ft

Lower Left Coordinate: (16.69748, -

21.587342) ft

Lower Right Coordinate: (58.4108, -

37.774291) ft

Number of Increments: 20

Use Left Projection: Yes

Left Projection Angle: 135 °

Use Right Projection: No

Right Projection Angle: 0 °

Slip Surface Limits Left Coordinate: (0, 5.482323) ft

Right Coordinate: (97.50975, -9.693101) ft

Coordinates

X Y

Coordinate 1 0 ft 5.4 ft

Coordinate 2 40.591353 ft 5.2 ft

Coordinate 3 97.50975 ft 5.2 ft

Seismic Coefficients Horz Seismic Coef.: 0

Vert Seismic Coef.: 0

Surcharge Loads

Surcharge Load 1 Surcharge (Unit Weight): 125 pcf

Direction: Normal

Coordinates

X Y

0 ft 7.5 ft

22 ft 7 ft

Geometry Name: Default Geometry

Settings View: 2D

Element Thickness: 1 ft

Points X Y

Point 1 20 ft 4.965878 ft

Point 2 54.1 ft -5.4 ft

Point 3 54.2 ft -5.5 ft

Point 4 58.6 ft -5.6 ft

Point 5 63.1 ft -10.6 ft

Point 6 48.7 ft -10.8 ft

Point 7 46.164228 ft -10.877748 ft

Point 8 20.798157 ft 1.800893 ft

Point 9 56.329357 ft -5.5 ft

Point 10 59.6 ft -5.5 ft

Point 11 62.8 ft -6.2 ft

Point 12 63.3 ft -6.3 ft

Point 13 64.7 ft -6.6 ft

Point 14 65.2 ft -6.7 ft

Point 15 66.9 ft -6.9 ft

Point 16 65.1 ft -8.6 ft

Point 17 81.508744 ft -8.929864 ft

Point 18 86.815202 ft -9.247554 ft

Point 19 97.50975 ft -9.693101 ft

Point 20 97.50975 ft -45 ft

Point 21 0 ft -45 ft

Point 22 0 ft -10.877748 ft

Point 23 0 ft 5.482323 ft

Point 24 9 ft -1 ft

Point 25 4.5 ft -19 ft

Point 26 38 ft -32 ft

Point 27 47 ft -12.5 ft

Point 28 40.591353 ft 1.2 ft

Point 29 97.50975 ft 1.2 ft

Point 30 0 ft 2 ft

Point 31 0 ft 7.5 ft

Point 32 22 ft 7 ft

Point 33 40.5 ft 26 ft

Point 34 40.5 ft 13.5 ft

Point 35 65 ft 13.5 ft

Point 36 21.888725 ft 4.957139 ft

Point 37 21.888725 ft 3.456813 ft

Point 38 25.192719 ft 3.456813 ft

Point 39 33.072935 ft 4.957139 ft

Point 40 27.595117 ft 7.69454 ft

Point 41 22.551262 ft 7.680539 ft

Point 42 53 ft -10.7 ft

Point 43 97.6 ft 5.2 ft

Regions Material Points Area

Region 1 Backfills 2,9,10,11,12,13,14,15,16,5,4,3 18.666 ft²

Region 2 Silty Gravel with Sand

(SM-GM)

7,6,42,5,16,15,17,18,19,20,21,22 3,406.2 ft²

Region 3 Silty Sand with Gravel

(SP-SM)

22,7,8,1,23 494.22 ft²

Region 4 Lower Armor Rock 7,6,42,38,37,36,1,8 106.22 ft²

Region 5 Upper Armor Rock 42,5,4,3,2,28,39,40,41,36,37,38 207.83 ft²

Region 6 43,39,28,2,9,10,11,12,13,14,15,17,18,19,29 673.67 ft²

Slip Results Slip Surfaces Analysed: 3887 of 5376 converged

Current Slip Surface Slip Surface: 5,256

Factor of Safety: 1.813

Volume: 471.92999 ft³

Weight: 61,600.087 lbf

Resisting Moment: 838,381.91 lbf·ft

Activating Moment: 463,300.43 lbf·ft

Resisting Force: 18,295.863 lbf

Activating Force: 10,072.87 lbf

Slip Rank: 1 of 5,376 slip surfaces

Exit: (77.819336, -8.4172261) ft

Entry: (20.86342, 4.961883) ft

Radius: 40.310765 ft

Center: (56.833333, 26) ft

Slip Slices

X Y PWP

Frictional

Strength

Cohesive

Strength

Suction

Strength

Base

Material

21.376072 ft 4.4492304 ft

52.755853 psf

190.36148 psf 0 psf 0 psf

Lower

Armor

Rock

Slice

21.929426 ft 3.8958764 ft

87.115009 psf

214.08085 psf 0 psf 0 psf

Upper

Armor

Rock

Slice

21.985064 ft 3.8402389 ft

90.569683 psf

214.28593 psf 0 psf 0 psf

Upper

Armor

Rock

Slice

22.184245 ft 3.6410579 ft

102.93734 psf

175.87286 psf 0 psf 0 psf

Upper

Armor

Rock

Slice

22.459876 ft 3.3654269 ft

120.05197 psf

299.40803 psf 0 psf 0 psf

Lower

Armor

Rock

Slice

23.87199 ft 1.9533122 ft

207.73376 psf

401.30659 psf 0 psf 0 psf

Lower

Armor

Rock

Slice

26.220573 ft -0.39527053 ft

353.56324 psf

510.17348 psf 0 psf 0 psf

Lower

Armor

Rock

Slice

27.421772 ft -1.5964695 ft

428.14875 psf

379.8388 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

27.962218 ft -2.1369148 ft

461.70637 psf

380.85157 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

29.373798 ft -3.4770087 ft

544.89424 psf

375.3707 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

31.462758 ft -5.2967066 ft

657.80112 psf

367.78151 psf 0 psf 0 psf

Silty

Slice

32.790087 ft -6.3536069 ft 723.3436 psf

364.97843 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

34.008173 ft -7.2066543 ft

776.19926 psf

374.50766 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

35.878648 ft -8.4188911 ft

851.26775 psf

388.72919 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

37.749123 ft -9.4911697 ft

917.60284 psf

402.06571 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

39.637857 ft -10.443954 ft

976.47591 psf

414.63698 psf 0 psf 0 psf

Silty

Sand with

Gravel

(SP-SM)

Slice

41.520165 ft -11.275413 ft

1,028.0657 psf

424.68223 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

43.377791 ft -11.985987 ft

1,072.4056 psf

432.10099 psf 0 psf 0 psf

Silty

Gravel with

Sand

45.235416 ft -12.594112 ft

1,110.3526 psf

438.91486 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

47.432114 ft -13.177478 ft

1,146.7546 psf

435.01327 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

49.775 ft -13.672982 ft

1,177.6741 psf

419.95774 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

51.925 ft -13.996162 ft

1,197.8405 psf

402.12587 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

53.55 ft -14.173038 ft

1,208.8776 psf

384.24274 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

55.214679 ft -14.262802 ft

1,214.4788 psf

360.71694 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

57.464679 ft -14.289824 ft 1,216.165 psf

374.06777 psf 0 psf 0 psf

Silty

Gravel

Slice

59.1 ft -14.243872 ft

1,213.2976 psf

363.48189 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

60.4 ft -14.144634 ft

1,207.1051 psf

321.79002 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

62 ft -13.970147 ft

1,196.2172 psf

251.88464 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

62.95 ft -13.843709 ft

1,188.3274 psf

207.39783 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

63.2 ft -13.804687 ft

1,185.8924 psf

200.52206 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

64 ft -13.662207 ft

1,177.0017 psf

201.67214 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

64.9 ft -13.494873 ft

1,166.5601 psf

201.17139 psf 0 psf 0 psf

(SM-

GM)

Slice

65.15 ft -13.443481 ft

1,163.3532 psf

200.98975 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

66.05 ft -13.233257 ft

1,150.2352 psf

197.345 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

67.809945 ft -12.77599 ft

1,121.7018 psf

187.64097 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

69.629834 ft -12.213695 ft

1,086.6146 psf

165.14648 psf 0 psf 0 psf

Silty

Gravel with

Sand

(SM-

GM)

Slice

71.449723 ft -11.554833 ft

1,045.5016 psf

137.40255 psf 0…