GEOLOGIC AND SOILS ENGINEERING EXPLORATION PROPOSED … · 2019-07-15 · geologic and soils engineering exploration proposed residence and pool lot 3, arb 1, tract 7996 1540 summitridge

GEOLOGIC AND SOILS ENGINEERING EXPLORATION

PROPOSED RESIDENCE AND POOL

LOT 3, ARB 1, TRACT 7996

1540 SUMMITRIDGE DRIVE

LOS ANGELES, CALIFORNIA

FOR THOMAS CALUS

IRVINE GEOTECHNICAL, INC. PROJECT NUMBER IC 17188-I

OCTOBER 3, 2018

TABLE OF CONTENTS

EXPLORATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2

RESEARCH - PREVIOUS WORK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3

PROPOSED PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

SITE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

GROUNDWATER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

EARTH MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5Fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5Soil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5Bedrock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6

GEOLOGIC STRUCTURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6

GENERAL SEISMIC CONSIDERATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6Alquist-Priolo Fault Rupture Hazard Study Zone . . . . . . . . . . . . . . . . . . . . . . . 7Building Code Seismic Coefficients . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7Seismic Hazards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8Seismic Hazard Zones . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9Ground Motion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

SLOPE STABILITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10Gross Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10Surficial Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12General Findings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12Geotechnical Issues . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

SITE PREPARATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14General Grading Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14Fill Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15Cut/Trim Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15Excavation Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

SWIMMING POOL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

FOUNDATION DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16Spread Footings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16Deepened Foundations - Friction Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17Soldier Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

145 N. Sierra Madre Blvd., Suite #1 • Pasadena • California • 91107 • Phone: 626-844-6641/Fax: 626-604-0394

October 3, 2018IC 17188-IPage 1

Lateral Design - Isolated Piles and Loading Normal to Row of Piles . . . . . . . 18Lateral Design - Pile Groups or Loading Parallel to Row of Piles . . . . . . . . . 19Passive Pressure Reduction - Stacked Retaining Walls . . . . . . . . . . . . . . . . 20Foundation Settlement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20Foundation Setback . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21Toe of Slope Clearance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21

RETAINING WALLS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21General Design - Static Loading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21Seismic Surcharge . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22Surcharge Loading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23Subdrain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24Freeboard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24

TEMPORARY EXCAVATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24Shoring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26Dead Men . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28Surcharge Loading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29

CORROSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29

FLOOR SLABS & CONCRETE DECKING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29

DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31Infiltration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32

WATERPROOFING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32

SITE OBSERVATIONS DURING CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . 32

STATEMENT OF RESPONSIBILITY - SOIL TESTING BY SOIL LABWORKS, LLC . . . . . . 35

INTRODUCTION

This report has been prepared per our agreement and summarizes findings of Irvine

Geotechnical’s geologic and soils engineering exploration performed on the site. The

purpose of this study is to evaluate the nature, distribution, engineering properties, relative



stability and geologic structure of the earth materials underlying the site with respect to the

design and construction of the proposed project.

INTENT

It is the intent of this report to assist in the design and completion of the proposed project.

The recommendations are intended to reduce geotechnical risks affecting the project. The

professional opinions and advice presented in this report are based upon commonly

accepted standards and are subject to the general conditions described in the NOTICE

section of this report.

EXPLORATION

The scope of the field exploration was determined from our initial site visit and consultation

with the client and the architect. Exploration was conducted using techniques normally

applied to this type of project in this setting. This report is limited to the area of the

exploration and the proposed project as shown on the enclosed Geologic Map and cross

sections. Conditions affecting portions of the property outside the area explored, are

beyond the scope of this report.

Exploration was conducted on December 20 to 29, 2017, January 9 to 15, 2018 and June

18 and 19, 2018 with the aid of hand labor. It included excavating 8 test pits to a

maximum depth of 26 feet. Samples of the earth materials were obtained and delivered

to the soils engineering laboratory of Soil Labworks, LLC for testing and analysis. Downhole

observation of the earth materials was performed by the engineering geologist.

Office tasks included laboratory testing of selected soil samples, researching records on

file at the City of Los Angeles, reviewing historical topographic maps and aerial photographs,

preparing the Geologic Map and cross sections and performing engineering analysis. Earth



materials exposed in the test pits are described on the enclosed Log of Test Pits. Appendix

I contains a discussion of the laboratory testing procedures and results.

The proposed project, surface geologic conditions, and the location of the test pits are

shown on the Geologic Map. Subsurface distribution of the earth materials, projected

geologic structure, and the proposed project are shown on Sections A through E. Sections

B, D, and E form the basis for the enclosed stability calculations.

RESEARCH - PREVIOUS WORK

The building and grading records of the City of Los Angeles Department of Building and

Safety were researched prior to preparing this report. The records did not contain geologic

or geotechnical reports for the site.

Grover Hollingsworth and Associates, Inc. (GHA) explored the site in October of 2017 for a

prospective buyer of the property. It is our understanding that their work was cancelled due

to the thickness of undocumented fill and the seller’s reluctance to extend the due-diligence

period. GHA presented their logs of test pits in their report, “Geologic Information, Lot 3,

Arb 1, Tract 7996, 1540 Summitridge Drive (aka 1620 Summitridge Drive) Los Angeles,

California,” dated January 17, 2018.

Irvine Geotechnical and Jon A. Irvine has reviewed the subsurface exploration and

engineering geologic interpretation contained in the referenced reports. Irvine Geotechnical

and the undersigned engineering geologist generally concurs with the reported findings and

accepts professional responsibility for utilizing the data. Logs of test pits are appended to

the report. The location of the test pits are shown on the enclosed Geologic Map.



PROPOSED PROJECT

Information concerning the proposed project was provided by the client. The preliminary

plans prepared by Domaen were a guide for preparing this report. It is proposed to develop

the site with a new residence and swimming pool. The structure will be two-story and have

a two partial basements. The main floor and lower basement levels will open onto the lower

slope and decks. A pool is planned on the main level as part of a structural deck.

Retaining walls up to 30 feet high are planned to support grade changes. Grading will be

limited to improving site conditions, trimming slopes, exporting soils from the basement

excavations, and backfilling retaining walls.

Formal plans have not been prepared and await the conclusions and recommendations of

this report.

SITE DESCRIPTION

The subject property consists of a graded and vacant hillside lot, on the south flank of the

Santa Monica Mountains, in the Beverly Hills Post Office section of the City of Los Angeles,

California. It is located on Summitridge Drive, south of the intersection with Ferrari Drive,

east of San Ysidro Drive, and approximately one mile north of Sunset Boulevard. The upper

(northern) and lower (southern) property lines are bounded by Summitridge Drive. The site

is vacant. The surrounding area is developed with single-family residences.

Geomorphically, the property is located at the head of a south-draining secondary canyon,

which is flanked by south-trending ridges. Past grading has consisted of placing fill into the

canyon. A bulkhead-type retaining wall is present along the northern property line along the

downhill side of the street. Another cast-in-place concrete wall is present along the

southern property line along the uphill side of Summitridge Drive.



Vegetation on the site consists of mature trees and a thick assemblage of plants, grasses

and weeds. Surface drainage generally is by sheet flow runoff down the contours of the

land toward the south-southeast.

GROUNDWATER

Groundwater was not encountered during exploration. Seasonal fluctuations in groundwater

levels may occur due to variations in climate, irrigation, and other factors not evident at the

time of the exploration. Fluctuations in groundwater levels may also occur across the site.

EARTH MATERIALS

Fill

Fill, associated with previous site grading, underlies portions of the site to a maximum

observed thickness of 18 feet in Test Pit 1 to more than 15 feet in the vicinity of Test Pit

6. The fill consists of gravelly sand that is brown, slightly moist, and medium dense. The

fill contains concrete fragments and asphalt debris up to 12 inches in length that appear

to have been cast over the slope from the top.

Soil

Natural residual soils were encountered in Test Pits 3 and 4. The soil consists of gravelly

sand that is brown, very slightly moist, medium dense and contains gravel-sized slate rock

fragments.



Bedrock

Bedrock underlying the site and encountered in the test pits consists of slate of the Santa

Monica Formation as mapped by T.W. Dibblee, (Geologic Map of the Santa Monica

Mountains and Vicinity, CD Compilation, 2001). The bedrock is well exposed in road cuts

adjacent to the site offsite toward the southeast and southwest. The bedrock is gray to

blue-gray, moderately hard to hard, moderately to slightly weathered, and fractured to

massive.

GEOLOGIC STRUCTURE

The bedrock described is common to this area of the Santa Monica Mountains and the

geologic structure is consistent with regional trends. Foliation planes mapped generally

strike northeast to northwest and dip moderately toward the northwest and southwest. Joint

planes mapped are randomly oriented and steeply dipping.

The geologic structure of the bedrock is favorably oriented for stability of the site and

proposed project. Recommendations to eliminate or support any unfavorably oriented

foliation are presented in the CONCLUSIONS AND RECOMMENDATIONS section of this

report.

GENERAL SEISMIC CONSIDERATIONS

Southern California is located in an active seismic region and numerous known and

undiscovered earthquake faults are present in the region. Hazards associated with fault

rupture and earthquakes include direct affects such as strong ground shaking and ground

rupture, as well as secondary effects such as liquefaction, landsliding and lurching. The

United States Geological Survey (USGS), California Geologic Survey (CGS), Southern

California Earthquake Center (SCEC), private consultants and universities have been



studying earthquakes in southern California for several decades. Early studies were

directed toward earthquake prediction and early warning of strong ground shaking.

Research and practice have shown that earthquake prediction is not practical or sufficiently

accurate to benefit the general public. Also, several recent and damaging earthquakes have

occurred on faults that were unknown prior to rupture. Current standards and the California

Building Code call for earthquake resistant design of structures as opposed to prediction.

Alquist-Priolo Fault Rupture Hazard Study Zone

California faults are classified as active, potentially active or inactive. Faults from past

geologic periods of mountain building, but do not display any evidence of recent offset are

considered “inactive” or “potentially active.” Faults that have historically produced

earthquakes or show evidence of movement within the Holocene (past 11,000 years) are

considered “active faults.” Active faults that are capable of causing large earthquakes may

also cause ground rupture. The Alquist-Priolo Act of 1972 was enacted to protect structures

from hazards associated with fault ground rupture. No known active faults cross the subject

property and the site is not located within an Alquist-Priolo Fault Rupture Hazard Study Zone.

The ground rupture hazard at the site is considered nil.

Building Code Seismic Coefficients

Seismic design parameters within the Building Code include amplification of the seismic

forces on the structure depending on the soil type, distance to seismic source and intensity

of shaking. The purpose of the code seismic design parameters is to prevent collapse of

structures and loss of life during strong ground shaking. Cosmetic damage should be

expected.

The following table lists the applicable seismic coefficients for the 2017 Los Angeles

Building Code.



SEISMIC COEFFICIENTS (2017 Los Angeles Building Code)

Latitude = 34.0999ENLongitude = 118.4201EW

Short Period (0.2s) One-Second Period

Earth Materials and Site ClassChapter 20 - ASCE 7

Bedrock - C

Seismic Design Categoryfrom Table 1613.3.5(1) and 1613.3.5(2)

E

Spectral Accelerations from Figures 1613.3 (1) through 1613.3(6)

Ss = 2.423 (g) S1 = 0.869 (g)

Site Coefficientsfrom Tables 1613.3.3 (1) and 1613.3.3 (2) FA = 1.0 FV = 1.3

Spectral Response Accelerationsfrom Equations 16-37 and 16-38

SMS = 2.423 (g) SM1 = 1.130 (g)

Design Accelerations from Equations 16-39 and 16-40

SDS = 1.615 (g) SD1 = 0.753 (g)

Seismic Hazards

The principal seismic hazard to the subject property and proposed project is strong ground

shaking from earthquakes produced by local faults. Modern, well-constructed buildings are

designed to resist ground shaking through the use of shear panels, moment-resisting

frames and reinforcement. Additional precautions may be taken to protect personal

property and reduce the chance of injury, including strapping water heaters and securing

furniture and appliances. It is likely that the subject property will be shaken by future

earthquakes produced in southern California. However, secondary effects such as surface

rupture, lurching, liquefaction, consolidation, ridge shattering, and landsliding should not

occur at the subject property.



Seismic Hazard Zones

The California State Legislature enacted the Seismic Hazards Mapping Act of 1990, which

was prompted by damaging earthquakes in California, and was intended to protect public

safety from the effects of strong ground shaking, liquefaction, landslides, and other

earthquake-related hazards. The Seismic Hazards Mapping Act requires that the State

Geologist delineate various “seismic hazards zones.” The maps depicting the zones are

released by the California Geological Survey.

The Seismic Hazards Mapping Act requires a site investigation by a certified engineering

geologist and/or civil engineer with expertise in geotechnical engineering, for projects sited

within a hazard zone. The investigation is to include recommendations for a “minimum level

of mitigation” that should reduce the risk of ground failure during an earthquake to a level

that does not cause the collapse of buildings for human occupancy. The Seismic Hazards

Mapping Act does not require mitigation to a level of no ground failure and/or no structural

damage.

Seismic Hazard Zone delineations are based on correlation of a combination of factors,

including: surface distribution of soil deposits; physical relief; depth to historic high

groundwater; shear strength of the soils; and occurrence of past seismic deformation. The

subject property is located within the United States Geologic Survey, Beverly Hills

Quadrangle. Seismic hazards within the Beverly Hills Quadrangle were evaluated by the CGS

in their report, “Seismic Hazard Zone Report for the Beverly Hills 7.5-minute Quadrangle,

Los Angeles County, California, Seismic Hazard Zone Report 023.” According to the

Seismic Hazard Zones Map, the subject property is within an area that has been subject to,

or may be subject to earthquake induced ground deformation.



Ground Motion

Spectral accelerations and peak ground accelerations at the site were determined for the

Risk-Targeted Maximum Considered Earthquake (MCER) and Geometric Mean Peak Ground

Acceleration (MCEG) following the procedures in ASCE 7-10 and the 2017 Building Code.

The computed PGAM for this site is 0.936g. According to the USGS deaggregation website

(https://earthquake.usgs.gov/hazards/interactive/), and using a ground motion with a 10

percent probability of exceedance in 50 years, the modal de-aggregated earthquake PGA

and moment magnitude are 0.465g and 6.34, respectively. The modal distance to the

ground motion source is 8.42 km. For a ground motion with a 2 percent probability of

exceedance in 50 years, the modal de-aggregated earthquake PGA and moment magnitude

are 0.924g and 6.9, respectively. The modal distance to the ground motion source is 4.36

km.

SLOPE STABILITY

Gross Stability

Slopes affecting the subject property include a 60-foot high slope between the upper and

lower sections of Summitridge Drive. The slope is blanketed by a variable thickness of fill

over a thin soil layer and bedrock. Within the planned development footprint, most of the

fill and soil will be removed to expose bedrock. Fill and soil on the uphill side of the

structure will be supported by retaining walls. Along the downhill side of the residence, it

is recommended that the fill be trimmed to 2:1 and then step up to grade via retaining walls

for the residence. The 2:1 trims would then transition to meet the offsite grades in the

narrow side yards.

The retaining walls along the downhill side of the residence should be designed as soldier

piles to retain the fill and soil to the bedrock contact with an equivalent fluid pressure of 45



pcf. The recommended seismic surcharge on these soldier piles is 15 pcf (total 60 pcf for

static plus seismic). Soldier piles are recommended to stabilize the existing toe-of-slope

retaining wall with an equivalent fluid pressure of 60 pcf from the top of the wall to a depth

of 10 feet. The recommended seismic surcharge on these soldier piles is 20 pcf (total 80

pcf for static plus seismic). Soldier piles are also recommended along either side of the

development envelop to stabilize existing fill and soil slopes. There is no seismic surcharge

on soldier piles outside of the building envelope.

Typical locations of soldier piles are shown on the Geologic Map and geotechnical sections

A through E. Sections B, D, and E are believed to be the most critical slopes with respect

to stability.

The gross stability of the slopes shown in Sections B, D, and E was calculated using a

computerized version of Spencer’s method (SLIDE Version 8.017 developed by

ROCSCIENCE, Inc.). Both circular and wedge-type failures were analyzed.

The seismic stability of the site was calculated in conformance with Southern California

Earthquake Center (SCEC), 2002, "Recommended Procedures for Implementation of DMG

Special Publication 117 and California Geological Survey (CGS), Special Publication 117A,

2008 "Guidelines for Evaluating and Mitigating Seismic Hazards in California." Using the

screening procedure and for a maximum allowable displacement of 5 cm, the horizontal

acceleration (Keq) is 0.274g. For a maximum allowable displacement of 15 cm, the

horizontal acceleration (Keq) is 0.202g.

The analysis shows that the subject property and proposed slopes will be grossly stable with

a factor of safety in excess of 1.5 under static conditions and in excess of 1.0 under

seismic conditions. The calculations use the shear tests of samples believed to represent

the earth materials encountered during exploration. The cross sections and geologic

structure used are the most critical for the slopes analyzed.



Surficial Stability

Most of the fill slopes will be removed and/or supported by the proposed development,

Below the residence, it is recommended that the fill be trimmed to 2:1 as shown on

Sections B and C. Based upon the enclosed calculations, it is reasonable to assume that

the existing fill slopes remaining outside residence footprint will be surficially stable.

The method of analysis used is the "parallel seepage model." The assumptions of this

method are: a uniform planar slope; uniform soil density and shear strength; and uniform

seepage parallel to the slope. The validity of the analysis depends, in part, by how closely

the assumptions model the field conditions.

For surficial deposits overlying natural slopes, it is the opinion of Irvine Geotechnical that

the assumptions of the "parallel seepage model" are not completely satisfied. Thus,

though the calculation shows that the surficial materials on the site are stable with a factor

of safety in excess of 1.5, the mitigating measures recommended in the CONCLUSIONS

AND RECOMMENDATIONS of this report should be implemented during development of the

site.

CONCLUSIONS AND RECOMMENDATIONS

General Findings

The conclusions and recommendations of this exploration are based upon seven test pits,

field geologic mapping, research of available records, consultation, years of experience

observing similar properties in similar settings and review of the development plans. It is

the finding of Irvine Geotechnical that construction of the proposed project is feasible from

a geologic and soils engineering standpoint provided the advice and recommendations



contained in this report are included in the plans and are implemented during construction.

The recommended bearing material is the bedrock. The site is blanketed by a variable

thickness of fill and soil over slate bedrock. The existing fill and soil are not recommended

for foundation or slab support. Portions of the basement will penetrate the fill and soil to

expose bedrock. Deepened foundations are recommended to support portions of the

proposed structures located over thick fill and soil and/or adjacent to slopes. Conventional

foundations may be used to support portions of the proposed structures that are sufficiently

tucked into the slope expose bedrock.

Geotechnical Issues

Geotechnical issues affecting the site include: existing fill slopes steeper than 2:1;

inadequate safety factor of existing slopes; an undocumented retaining wall along the

southern property that is to remain; and high temporary excavations adjacent to property

lines and the public right-of-way required to construct the basement retaining walls.

Existing slopes below the proposed residence should be trimmed to 2:1 as shown on

Sections B and C. The 2:1 trims should transition to meet the existing slope gradients near

the western and eastern property lines. Soldier piles are recommended to increase stability

of fill slopes steeper than 2:1 that cannot be trimmed.

Soldier piles are recommended to increase the stability of the site to at least 1.5 (static)

and 1.0 (seismic).

The existing retaining wall along the southern property line should be supported by soldier

piles to ensure stability in conformance with the current code.

Shoring will be required to support temporary excavations and property lines.



SITE PREPARATION

Surficial materials consisting of fill and soil are present on the site. Where feasible,

remedial grading is recommended to improve site conditions for support of slabs.

Otherwise, slabs should be structurally designed to span the fill between deepened

foundation elements.

General Grading Specifications

The following guidelines may be used in preparation of the grading plan and job

specifications. Irvine Geotechnical would appreciate the opportunity of reviewing the plans

to insure that these recommendations are included. The grading contractor should be

provided with a copy of this report.

A. The site should be prepared to receive compacted fill by removing allvegetation, debris, existing fill, and soil. The exposed excavated area shouldbe observed by the soils engineer or geologist prior to placing compacted fill. The exposed grade should be scarified to a depth of six inches, moistened tooptimum moisture content, and recompacted to 90 percent of the maximumdensity.

B. Fill, consisting of soil approved by the soils engineer, shall be placed inhorizontal lifts and compacted in six inch layers with suitable compactionequipment. The excavated onsite materials are considered satisfactory forreuse in the controlled fills. Any imported fill shall be observed by the soilsengineer prior to use in fill areas. Rocks larger than six inches in diametershall not be used in the fill.

C. The fill shall be compacted to at least 90 percent of the maximum laboratorydensity for the material used. Where cohesionless soil (less than 15 percentfiner than 0.005 millimeters) is used for fill, it shall be compacted to aminimum of 95 percent relative compaction. The fill should be placed at amoisture content that is at or within 3 percent over optimum. The maximumdensity and optimum moisture content shall be determined by ASTM D 1557-12 or equivalent.



D. Field observation and testing shall be performed by the soils engineer duringgrading to assist the contractor in obtaining the required degree of compactionand the proper moisture content. Where compaction is less than required,additional compactive effort shall be made with adjustment of the moisturecontent, as necessary, until 90 percent compaction is obtained. Onecompaction test is required for each 500 cubic yards or two vertical feet of fillplaced.

Fill Slopes

Fill slopes may be constructed at a 2:1 gradient and should be supported laterally by

retaining walls. The base of all fills and the axis of drainage courses require subdrains.

Cut/Trim Slopes

Cut/trim slopes may be created at a 2:1 gradient.

Excavation Characteristics

The test pits did encounter hard, cemented bedrock. Excavation difficulty is a function of

the degree of weathering and amount of fracturing within the bedrock. The bedrock generally

becomes harder and more difficult to excavate with increasing depth. Hard cemented layers

are also known to occur at random locations and depths and may be encountered during

foundation excavation. Should a hard cemented layer be encountered, coring or the use of

jackhammers may be necessary.

Caving layers may also be present in the fill. Casing, drilling muds, and/or special drilling

techniques should be anticipated for large-diameter drilled shafts in fill. Lagging will be

required for shored excavations.



SWIMMING POOL

The proposed swimming pool will be part of the residence superstructure. The pool should

derive support entirely from the bedrock. This will require the use of a deepened foundation

system.

FOUNDATION DESIGN

General Conditions

The following foundation recommendations are minimum requirements. The structural

engineer may require footings that are deeper, wider, or larger in diameter, depending on

the final loads.

Spread Footings

Continuous and/or pad footings may be used to support portions of the proposed structures

provided they are founded in bedrock. Continuous footings should be a minimum of 12

inches in width. Pad footings should be a minimum of 24 inches square. The following

chart contains the recommended allowable design parameters.

Bearing Material

MinimumEmbedment

Depth ofFooting(Inches)

VerticalBearing

(psf)

Coefficient of Friction

PassiveEarth

Pressure(pcf)

MaximumEarth

Pressure(psf)

Bedrock 18 3,000 0.50 400 6,000



Increases in the bearing value are allowable at a rate of 600 pounds per square foot for

each additional foot of footing width or depth to a maximum of 6,000 pounds per square

foot. For bearing calculations, the weight of the concrete in the footing may be neglected.

The bearing value shown above is for the total of dead and frequently applied live loads and

may be increased by one third for short duration loading, which includes the effects of wind

or seismic forces.

The on-site soils are non-expansive. Footings should be reinforced following the

recommendations of the structural engineer. It is recommended that continuous footings

be reinforced with a minimum of four #4 steel bars; two placed near the top and two near

the bottom of the footings. Footings should be cleaned of all loose soil, moistened, free

of shrinkage cracks and approved by the geologist and geotechnical engineer prior to placing

forms, steel or concrete.

Footings should not be supported by retaining wall backfill or derive support within the active

wedge behind the retaining wall. Foundations adjacent to basements should be deepened

below a 1:1 plane projected up from the base of the retaining wall. Alternatively,

foundations adjacent to basements may be designed as a grade beam and structurally

connected to the wall.

Deepened Foundations - Friction Piles

Drilled, cast-in-place concrete friction piles are recommended to support portions of the

proposed structures located adjacent to slopes and/or thick fill and soil. Piles should be

a minimum of 24 inches in diameter and a minimum of 10 feet into bedrock. Piles may be

assumed fixed at 3 feet into bedrock. For the vertical forces, the piles may be designed for

a skin friction of 700 pounds per square foot for that portion of pile in contact with the

bedrock. The friction value is for the total of dead and frequently applied live loads and may



be increased by one third for short duration loading, which includes the effects of wind or

seismic forces.

Soldier Piles

The retaining walls along the downhill side of the residence should be designed as soldier

piles to retain the fill and soil to the bedrock contact with an equivalent fluid pressure of 45

pcf. The recommended seismic surcharge on these soldier piles is 15 pcf (total 60 pcf for

static plus seismic). Soldier piles are recommended to stabilize the existing toe-of-slope

retaining wall with an equivalent fluid pressure of 60 pcf from the top of the wall to a depth

of 10 feet. The recommended seismic surcharge on these soldier piles is 20 pcf (total 80

pcf for static plus seismic). Soldier piles are also recommended along either side of the

development envelop to stabilize existing fill and soil slopes. There is no seismic surcharge

on retaining walls outside of the building envelope.

Typical locations of soldier piles are shown on the Geologic Map and geotechnical sections

A through E. Sections B, D, and E are believed to be the most critical slopes with respect

to stability.

Soldier piles should be a minimum of 24 inches in diameter and a minimum of 10 feet into

bedrock. Piles may be assumed fixed at 3 feet into bedrock. The piles may be designed

for a skin friction of 700 pounds per square foot for that portion of pile in contact with the

bedrock. Soldier piles should be spaced a maximum of 10 feet on center.

Lateral Design - Isolated Piles and Loading Normal to Row of Piles

The existing fill and soil on the site are subject to downhill creep. Friction pile shafts are

subject to lateral loads due to the creep forces. Friction pile shafts should be designed for

a lateral load of 1,000 pounds per linear foot for each foot of shaft exposed to the existing



fill and soil. Soldier piles should be designed for the specified soil pressures, but not an

additional creep force.

Resistance to lateral loading may be provided by passive earth pressure within the bedrock.

Passive earth pressure may be computed as an equivalent fluid having a density of 400

pounds per cubic foot. The maximum allowable earth pressure is 6,000 pounds per square

foot. For design of isolated piles and the direction of loading does not coincide with a row

of piles, the allowable passive and maximum earth pressures may be increased by 100

percent. Piles spaced more than 3 pile diameters on center may be considered isolated.

All piles should be designed to resist lateral forces in conformance with Section 1810.2 of

the Building Code. This may require tying the piles in two horizontal directions with grade

beams, structural slabs or a structural pool shell.

Lateral Design - Pile Groups or Loading Parallel to Row of Piles

In conformance with Section 1810.2.5 of the Building Code, piles in groups may be subject

to reduced lateral and axial capacities to account for group effects. For piles in groups, the

following reduction factors may be assumed for group action. The lateral resistance should

be reduced by the factor.

LATERAL RESISTANCE REDUCTION FACTORS FOR PILE GROUPS

Pile Spacing inDirection of LoadingD = Pile Diameter

Row 1Leading Row Row 2

Row 3& above

(Trailing Row)

7D 1.00 1.00 0.90

6.5D 1.00 0.97 0.87

5D 0.86 0.83 0.77

3D 0.75 0.55 0.40



* Recommended by Caltrans GeoResearch Group

For piles in groups, the following reduction factors may be assumed for group action. The

skin friction axial capacity should be reduced by the factor.

AXIAL CAPACITY REDUCTION FACTORS FOR PILE GROUPS

Pile SpacingD = Pile Diameter

Group Efficiency

4.5D 0.80

3D 0.70

2D 0.55

1.5D 0.30

* Figure 3 NAVFAC DM 702-206

Passive Pressure Reduction - Stacked Retaining Walls

Footings supporting structures upslope from a retaining wall should be founded in bedrock

below a 1:1 plane projected up from the lower wall. This condition is considered a

“stacked” condition. For retaining walls in a “stacked” condition, the passive earth

pressure should be reduced from 400 pcf to 100 pcf. The passive earth pressure may be

increased to 400 pcf below the elevation of the lowest adjacent retaining wall.

Foundation Settlement

Settlement of the foundation system is expected to occur on initial application of loading.

A settlement of ¼ to ½ inch may be anticipated. Differential settlement should not exceed

¼ inch. Differential settlement is not anticipated for the pool supported in the bedrock as

recommended above.



Foundation Setback

The Building Code requires that foundations be a sufficient depth to provide horizontal

setback from a descending slope steeper than 3:1. The required setback is a the height

of the slope with a minimum of five feet and a maximum of 40 feet measured horizontally

from the base of the foundation to the slope face. On the subject property, the slope

descends below the building area 30 to 60 feet. The code required clearance is 10 to 20

feet for structures.

Toe of Slope Clearance

The Building Code requires a level yard setback between the toe of an ascending slope and

the rear wall of the proposed structure of one half the slope height to a maximum 15 feet

clearance for slopes steeper than 3:1. For retained slopes, the face of the retaining wall is

considered the toe of the slope.

RETAINING WALLS

General Design - Static Loading

Retaining walls for this project will range from a few feet to as much as 30 feet. Most of

the walls are associated with basement walls and will support excavations into fill, soil and

bedrock with a level backslope. It is assumed that cantilevered retaining walls will be

limited to a height of 12 feet.

Cantilevered retaining walls up to 12 feet high that support fill, soil, bedrock and approved

retaining wall backfill, may be designed for an equivalent fluid pressure of 45 pounds per

cubic. Retaining walls that are pinned at the top by a non-yielding floor should be designed



for an at-rest earth pressure. The recommended design at-rest earth pressure on restrained

basement walls is an equivalent fluid pressure of 65 pcf.

Seismic Surcharge

In conformance with the Building Code, retaining walls higher than 6 feet were considered

for seismic loading for the design ground motion resulting from the Maximum Considered

Earthquake. The horizontal coefficient of seismic increment (KE) and seismic increment (PE)

were estimated following procedures by Sitar, N. et. al.,2010, (Seismic Earth Pressures on

Deep Building Basements, SEAOC 2010 Convention Proceedings). Spectral accelerations

at the site were determined for the Maximum Considered Earthquake (MCE) following the

procedures in ASCE 7-10 and the 2016 Building Code. The computed PGAM for this site is

0.936g. The horizontal coefficient of seismic increment (KE) was assumed to be a(PGAM)

= 0.312g.

The force required in addition to the static design force to raise the safety factor to at least

1.0 (PE) was checked using a computerized version of the Mononobe-Okabe method.

Ground motion was assumed to be 0.312g.

The recommended static and seismic forces for 12-foot high cantilevered retaining walls and

30-foot restrained walls are shown in the following table. Where the unbalanced seismic

force is higher than the static design pressure, the seismic increment was converted to an

equivalent fluid pressure.



DESIGN EARTH PRESSURES - WALLS > 6 FEET

SurfaceSlope

Gradient Static Design Force Seismic

Force* Seismic

Surcharge

Level 12ft^2 * 45 pcf /2=3.240 kips 2.613 kips 0 pcf

1.5:1** 7ft^2 * 60 pcf /2=1.470 kips 1.932 kips 20 pcf

Restrained 30t^2 * 65 pcf /2=29.250 kips 25.161 kips 0 pcf

* See Calculation sheets** Existing walls along lower Summitridge Drive to be supported by soldier piles

Surcharge Loading

Retaining walls that are surcharged by traffic and/or structural loads should be designed

to withstand the surcharge. The surcharge loads may be computed following the guidelines

in City of Los Angeles P/BC 2014-83 (Retaining Wall Design) and P/BC 2017-141

(Guidelines for Determining Live Loads Surcharge from Sidewalk Pedestrian Traffic and

Street Traffic) or equivalent Boussinesq methods. Irvine Geotechnical would be happy to

assist the structural engineer in evaluating the surcharge pressure and the point of

application from concentrated structural loads.

Subdrain

The recommended design earth pressures assume a free-draining backfill and no buildup

of hydrostatic pressures. Retaining walls should be provided with a subdrain or weepholes

covered with a minimum of 12 inches of ¾ inch crushed gravel. Not all subdrain systems

and pipes are approved by all Building Departments. It is recommended that the Building

Department be consulted when using non-conventional systems. The subdrain system



should discharge to the atmosphere or to an engineered sump via gravity. Surface drains

should not be connected to the subdrain system.

Backfill

Retaining wall backfill should be compacted to a minimum of 90 percent of the maximum

density as determined by ASTM D 1557-12. Where access between the retaining wall and

the temporary excavation prevents the use of compaction equipment, retaining walls should

be backfilled with ¾ inch crushed gravel to within 2 feet of the ground surface. Where the

area between the wall and the excavation exceeds 18 inches, the gravel must be vibrated

or wheel-rolled, and tested for compaction. The upper 2 feet of backfill above the gravel

should consist of a compacted fill blanket to the surface. Retaining wall backfill should be

capped with a paved surface drain or a concrete slab.

Foundation Design

Retaining wall footings may be sized per the FOUNDATION DESIGN section of this report.

Freeboard

Retaining walls surcharged by a sloping condition should be provided with a minimum of

24 inches of freeboard for slough protection. An open "V" drain should be placed behind

the wall so that all upslope flows are directed around the structure to the street.

TEMPORARY EXCAVATIONS

Temporary excavations will be required to construct the proposed retaining walls. The

excavations could be up to 30 feet in height and will expose fill and soil over bedrock.

Where not surcharged by existing footings or structures, the fill and soil are is capable of



maintaining vertical excavations up to 5 feet. Where not surcharged by existing footings or

structures, the bedrock is capable of maintaining vertical excavations up to 7 feet per the

enclosed calculations. Where vertical excavations in the filll/soil and bedrock exceed 5 feet

and 7 feet in height, respectively, the upper portion should be trimmed to 1:1 (45 degrees).

West-facing temporary excavations into bedrock are not anticipated for this project. West-

facing excavations into bedrock, may unsupport foliation in the down-dip direction. West-

facing excavations into bedrock, if any, should be trimmed along lowest unsupported plane

(30 to 45 degrees).

It should be noted that regardless of stability, excavations that remove lateral support from

property lines or existing structures are not allowed by the Code. The following section from

Chapter 33 of the Building Code governs temporary excavations:

3307.3 Temporary excavations and shoring.

3307.3.1 General. Excavations shall not remove the lateral support from a public way, froman adjacent property or from an existing structure. For the purpose of this section, thelateral support shall be considered to have been removed when any of the followingconditions exist:

1. The excavation exposes any adverse geological formations, which would affectthe lateral support of a public way or an adjacent structure.

2. The excavation extends below a plane extending downward at an angle of 45degrees from the edge of the public way or an adjacent property.

Exception: Normal footing excavations not exceeding two feet in depth will notbe construed as removing lateral support.

3. The excavation extends below a plane extending downward at an angle of 45degrees from the bottom of an existing structure.

Vertical excavations removing lateral or vertical support from existing foundations or

property lines will require the use of temporary shoring.



Shoring

Temporary shoring should be designed for an equivalent fluid pressure of 35 pounds per

cubic foot per the enclosed calculations. Shoring that is restrained by anchors or braces,

may be designed for a trapezoidal distribution of pressure. The recommended design earth

pressure on restrained shoring with a level backslope is 22H, where H is the retained height

in feet. Shoring that is integrated into the permanent retaining walls should be designed

for earth pressures conforming to the RETAINING WALL section of this report.

Shoring may consist of cast-in-place concrete piles with wood lagging. Shoring piles should

be a minimum of 12 inches in diameter and a minimum of 10 feet into bedrock below the

base of the excavation. Piles may be assumed fixed 3 feet into bedrock below the base of

the excavation. For the vertical forces, piles may be designed for a skin friction of 600

pounds per square foot for that portion of pile in contact with the bedrock. Soldier piles

should be spaced a maximum of 10 feet on center.

The friction value is for the total of dead and frequently applied live loads and may be

increased by one third for short duration loading, which includes the effects of wind or

seismic forces. Resistance to lateral loading may be provided by passive earth pressure

within the bedrock below the base of the excavation.

Passive earth pressure may be computed as an equivalent fluid having a density of 400

pounds per cubic foot. The maximum allowable earth pressure is 6,000 pounds per square

foot. For design of isolated piles, the allowable passive and maximum earth pressures may

be increased by 100 percent. Piles spaced more than 3 pile diameters on center may be

considered isolated.



Lagging

Due to the sandy nature of the fill and soil, lagging will be required between piles. Due to

arching in the soils, pressure on the lagging will be less that on the shoring piles. It is

recommended that the lagging be designed for the full design pressure but be limited to a

maximum of 400 pounds per square foot. The void between the lagging and the back-cut

should be slurry-filled and observed by a representative of the geotechnical engineer.

Earth Anchors

Earth anchors (tie backs) may be employed to assist the shoring system. Pressure

grounted anchors are recommended. The active wedge angle behind shoring is assumed

to be a 30-degree plane (measured from the vertical) or the soil/bedrock contact, whichever

is deeper. The bonded length of earth anchors should extend at least 15 feet beyond the

active wedge. For preliminary design, an ultimate bond friction between the anchors and

the soil beyond the active wedge of 4,500 psf may be assumed for post-grouted anchors.

Testing of a percentage of the initial and representative anchors to 200 percent of the

design is recommended to verify the assumptions. The remaining anchors should be tested

to at least 150 percent of the design load. The installation and testing should conform to

the recommendations of the shoring engineer and City of Los Angeles Guidelines. The

testing should also be observed by a representative of the geotechnical engineer. Failure

or excessive movement of anchors may require longer bond length, additional post-grouting

or additional anchors.



Dead Men

A bearing value of 5,000 psf may be assumed for dead men footings. A coefficient of

sliding friction of 0.50 may be assumed along the base of the footing. Passive pressure

may be assumed to be 400 pcf.

Deflection Monitoring

Prior to construction and excavation for the project, it is recommended that the existing

conditions along the property lines be documented and surveyed. Documentation should

include photographs and descriptions of the offsite structures and conditions. Survey

monuments should be affixed to representative structures and to points along the property

line and offsite. The survey points should be measured prior to construction to form a

baseline for determining settlement and/or deformation. Upon installation of the shoring

system, survey monuments should be affixed to the tops of representative piles so that

deflection can be measured.

Some deflection is expected for a well designed and constructed cantilevered shoring

system. Where offsite structures and the public right-of-way are located more than 30 feet

of the shored excavation, it is recommended that deflection be limited to 1 inch. Where

offsite structures and the public right-of-way are located within 30 feet of the shored

excavation, it is recommended that the deflection be limited to ½ inch or less.

The shored excavations and offsite structures should be visually inspected everyday. Survey

monuments should be measured once a month during the construction process. Should

the surveys reveal offsite deformation or excessive deflection of the shoring system, the

shoring engineer and geotechnical engineer should be notified. Excessive deflection may

require additional anchors and/or internal bracing to restrain the shoring system.



Surcharge Loading

Shoring that is surcharged by traffic and/or structural loads should be designed to

withstand the surcharge. The surcharge loads may be computed following the guidelines

in City of Los Angeles P/BC 2017-141 (Guidelines for Determining Live Loads Surcharge

from Sidewalk Pedestrian Traffic and Street Traffic) or equivalent Boussinesq and site-

specific methods.

Irvine Geotechnical would be happy to assist the shoring engineer in evaluating the

surcharge pressure and the point of application from concentrated structural loads.

CORROSION

The pH of the soils is near neutral and not a factor in corrosion. The chloride content is low

and not a factor in design. The sulfate content is negligible and not a factor in concrete

design. The resistivity indicates that the soils are corrosive to ferrous metals.

FLOOR SLABS & CONCRETE DECKING

Floor slabs and concrete decking should be cast over bedrock or an approved compacted

fill cap. In areas of existing fill and soil, the ground should be prepared and the fill placed

in conformance with the SITE PREPARATION section of this report. Otherwise, slabs should

be structurally designed to span the fill between deepened foundaitons.

Slabs should be at least 4 inches thick and reinforced with a minimum of #4 bars on 16

inch centers, each way. Care should be taken to cast the reinforcement near the center of

the slab. For interior slabs and slabs with a floor covering, a moisture barrier is

recommended. For performance and concrete curing, it recommended that the vapor barrier

be 10-mil thick and placed over at least two inches of clean sand and then covered by at



least two inches of clean sand. The topping sand is intended to prevent punctures during

placement of the reinforcing steel and to and aid in the concrete cure.

Slabs which will be provided with a moisture-sensitive floor covering should be designed to

resist moisture in conformance with ACI 302.2R-06 (Guide for Concrete Slabs that Receive

Moisture-Sensitive Flooring Material). Specifications for under-slab vapor retarder/barrier

are typically the responsibility of the architect or flooring specialist. We would be happy to

assist the architect and/or flooring specialist on their specifications for moisture protection

of slabs that are to receive moisture sensitive coverings.

Many agencies require floor slabs be constructed in conformance with the Green Building

Code that requires slabs be poured directly on top of the vapor barrier, which is to be

underlain by four inches of gravel. Since the vapor barrier is to be placed on the gravel, it

is important to exercise care to prevent damaging the moisture barrier during construction.

From a geotechnical engineering standpoint, a vapor barrier may be placed over 4 inches

of gravel, provided that the vapor barrier is of sufficient strength to resist punctures and

tearing. If plastic sheeting is used, this may require a greater than 10 mil thickness.

Bentonitic barriers such as Miraclay or Volclay may also be used as long as they conform

to the minimum requirements of durability, strength and waterproofing. Vapor barriers

should conform to ASTM E 1745 and ACI 302.2R-06 (Guide for Concrete Slabs that Receive

Moisture-Sensitive Flooring Materials).

Decking that caps a retaining wall should be provided with a flexible joint to allow for the

normal one to two percent deflection of the retaining wall. Decking that does not cap a

retaining wall should not be tied to the wall. The space between the wall and the deck will

require periodic caulking to prevent moisture intrusion into the retaining wall backfill.

It should be noted that cracking of concrete floor slabs is very common during curing. The

cracking occurs because concrete shrinks as it dries. Crack control joints which are



commonly used in exterior decking to control such cracking are normally not used in interior

slabs. The reinforcement recommended above is intended to reduce cracking and its proper

placement is critical to the slab*s performance. The minor shrinkage cracks which often

form in interior slabs generally do not present a problem when carpeting, linoleum, or wood

floor coverings are used. The slab cracks can, however, lead to surface cracks in brittle floor

coverings such as ceramic tile. A mortar bed or slip sheet is recommended between the

slab and tile to limit, the potential for cracking.

Slabs should be protected with a polyethylene plastic vapor barrier placed beneath the slab.

This barrier is intended to prevent the upward migration of moisture from the subgrade soils

through the porous concrete slab. It should be noted that vapor barriers are penetrated by

any number of elements including water lines, drain lines, and footings. These barriers are

therefore not completely watertight. It is recommended that a surface seal be placed on

slabs which will receive a wood floor. The floor installer should be consulted regarding an

adequate product.

DRAINAGE

Control of site drainage is important for the performance of the proposed project. Roof

gutters are recommended for the proposed structures. Pad and roof drainage should be

collected and transferred to the street or approved location in non-erosive drainage devices.

Drainage should not be allowed to pond on the pad or against any foundation or retaining

wall. Drainage should not be allowed to flow uncontrolled over any descending slope.

Planters located within retaining wall backfill should be sealed to prevent moisture intrusion

into the backfill. Drainage control devices require periodic cleaning, testing and

maintenance to remain effective.



Infiltration

Because the site is within a designated hillside area and due to nearby slopes, onsite

infiltration of surface runoff is not considered feasible.

WATERPROOFING

Interior and exterior retaining walls are subject to moisture intrusion, seepage, and leakage

and should be waterproofed. Waterproofing paints, compounds, or sheeting can be

effective if properly installed. Equally important is the use of a subdrain that daylights to

the atmosphere. The subdrain should be covered with ¾ inch crushed gravel to help the

collection of water. Yard areas above the wall should be sealed or properly drained to

prevent moisture contact with the wall or saturation of wall backfill.

PLAN REVIEW

Formal plans ready for submittal to the Building Department should be reviewed by Irvine

Geotechnical. Any change in scope of the project may require additional work.

SITE OBSERVATIONS DURING CONSTRUCTION

Please advise Irvine Geotechnical at least 24 hours prior to any required site visit. The

agency approved plans and permits should be at the jobsite and available to our

representative. The project consultant will perform the observation and post a notice at the

jobsite of his visit and findings. This notice should be given to the agency inspector.

During construction, a number of reviews by this office are recommended to verify site

geotechnical conditions and conformance with the intent of the recommendations for

construction. Although not all possible geotechnical observation and testing services are



required by the reviewing agency, the more site reviews requested, the lower the risk of

future problems. It is recommended that all grading, foundation, and drainage excavations

be seen by a representative of the geotechnical engineer PRIOR to placing fill, forms, pipe,

concrete, or steel. Any fill which is placed should be approved, tested, and verified if used

for engineering purposes. Temporary excavations should be observed by a representative

of the Geotechnical Engineer.

The following site reviews are advised or required. Should the observations reveal any

unforeseen hazards, the geologist/engineer will recommend treatment.

Pre-construction meeting AdvisedTemporary excavations RequiredShoring pile and lagging installation RequiredBottom excavation for removals RequiredKeyway excavations and benching RequiredSubdrains RequiredCompaction of fill RequiredFoundation excavations RequiredSlab subgrade moisture barrier membrane AdvisedSlab subgrade rock placement AdvisedSlab steel placement AdvisedSubdrain and rock placement behind retaining walls RequiredCompaction of retaining wall backfill RequiredCompaction of utility trench backfill Advised

Irvine Geotechnical requires at least a 24 hour notice prior to any required site visits. Theapproved plans and building/grading permits should be on the job and available to theproject consultant.

FINAL INSPECTION

Many projects are required by the agency to have final geologic and soils engineeringreports upon completion of the grading.

CONSTRUCTION SITE MAINTENANCE

It is the responsibility of the contractor to maintain a safe construction site. Whenexcavations exist on a site, the area should be fenced and warning signs posted. All pileexcavations must be properly covered and secured. Soil generated by foundation and



subgrade excavations should be either removed from the site or properly placed as acertified compacted fill. Soil must not be spilled over any descending slope. Workersshould not be allowed to enter any unshored trench excavations over five feet deep.

GENERAL CONDITIONS

This report and the exploration are subject to the following NOTICE. Please read the NOTICEcarefully, it limits our liability.

NOTICE

In the event of any changes in the design or location of any structure, as outlined in thisreport, the conclusions and recommendations contained herein may not be considered validunless the changes are reviewed by us and the conclusions and recommendations aremodified or reaffirmed after such review.

The subsurface conditions, excavation characteristics, and geologic structure describedherein and shown on the enclosed cross sections have been projected from excavations onthe site as indicated and should in no way be construed to reflect any variations that mayoccur between these excavations or that may result from changes in subsurface conditions.

Fluctuations in the level of groundwater may occur due to variations in rainfall, temperature,irrigation, and other factors not evident at the time of the measurements reported herein. Fluctuations also may occur across the site. High groundwater levels can be extremelyhazardous. Saturation of earth materials can cause subsidence or slippage of the site.

If conditions encountered during construction appear to differ from those disclosed herein,notify us immediately so we may consider the need for modifications. Compliance with thedesign concepts, specifications or recommendations during construction requires the reviewof the engineering geologist and geotechnical engineer during the course of construction.

THE EXPLORATION WAS PERFORMED ONLY ON A PORTION OF THE SITE, AND CANNOT BECONSIDERED AS INDICATIVE OF THE PORTIONS OF THE SITE NOT EXPLORED.

This report is issued and made for the sole use and benefit of the client, is not transferableand is as of the exploration date. Any liability in connection herewith shall not exceed thefee for the exploration. No warranty, expressed or implied, is made or intended inconnection with the above exploration or by the furnishing of this report or by any other oralor written statement.

THIS REPORT WAS PREPARED ON THE BASIS OF THE PRELIMINARY DEVELOPMENT PLANOR CONCEPT FURNISHED. FINAL PLANS SHOULD BE REVIEWED BY THIS OFFICE ASADDITIONAL GEOTECHNICAL WORK MAY BE REQUIRED.



Irvine Geotechnical appreciates the opportunity to provide our service on this project. Anyquestions concerning the data or interpretation of this report should be directed to theundersigned.

Respectfully submitted,Irvine Geotechnical, Inc.

Jon A. IrvineE.G. 1691/G.E. 2891\\IGPAFC3\Final\ICprojects\2017 Projects\IC17188 Domaen Summit Ridge\IC17188 Domaen Summitridge geologic and soilsreport.wpd

Enc: Appendix I - Laboratory Testing by Soil LabworksMoisture-Density Relationship (Plate A)Shear Test Diagrams (Plates B-1 through B-3)

Appendix II - Test Pit Logs by GHAVicinity MapRegional Geologic MapLog of Test Pits (9 Pages)Calculation Sheets (93)Sections A through ELocal Topo Map

In pocket Geologic Map

xc: (4) Addressee

STATEMENT OF RESPONSIBILITY - SOIL TESTING BY SOIL LABWORKS, LLC

Laboratory testing by Soil Labworks, LLC was performed under the supervision of theundersigned engineer. Irvine Geotechnical and Jon A. Irvine has reviewed referencedlaboratory testing report dated July 12, 2018 and the results appear to be reasonable forthis area of the Santa Monica Mountains. Irvine Geotechnical and the undersigned engineerconcurs with the findings of Soil Labworks, LLC and accepts professional responsibility forutilizing the data.


IC: 17188 CONSULT: JAICLIENT: DOMAEN - SUMMITRIDE

CALCULATION SHEET #

CALCULATION PARAMETERSEARTH MATERIAL: FILL WALL HEIGHT 12 feetSHEAR DIAGRAM: BACKSLOPE ANGLE: 0 degreesCOHESION: 235 psf SURCHARGE: 0 poundsPHI ANGLE: 30 degrees SURCHARGE TYPE: U UniformDENSITY 134 pcf INITIAL FAILURE ANGLE: 30 degreesSAFETY FACTOR: 1 FINAL FAILURE ANGLE: 70 degreesWALL FRICTION 0 degrees INITIAL TENSION CRACK: 2 feetCD (C/FS): 235.0 psf FINAL TENSION CRACK: 100 feetPHID = ATAN(TAN(PHI)/FS) = 30.0 degreesHORIZONTAL PSEUDO STATIC SEISMIC COEFFICIENT (kh) 0.312 %gVERTICAL PSEUDO STATIC SEISMIC COEFFICIENT (kv) 0 %g

CRITICAL FAILURE ANGLE 49 degreesAREA OF TRIAL FAILURE WEDGE 55.8 square feetTOTAL EXTERNAL SURCHARGE 0.0 poundsWEIGHT OF TRIAL FAILURE WEDGE 7479.3 poundsNUMBER OF TRIAL WEDGES ANALYZED 4059 trialsLENGTH OF FAILURE PLANE 10.7 feetDEPTH OF TENSION CRACK 3.9 feetHORIZONTAL DISTANCE TO UPSLOPE TENSION CRACK 7.0 feetCALCULATED HORIZONTAL THRUST ON WALL 2612.3 pounds

RETAINING WALL

THE CALCULATION INDICATES THAT FOR THE DESIGN GROUND MOTION, THE UNBALANCED FORCE ON RETAINING WALLS IS 2.613 KIPS.

CALCULATED RESULTS

CALCULATE THE DESIGN MINIMUM EQUIVALENT FLUID PRESSURE (EFP) FOR PROPOSED RETAINING WALLS. THE WALL HEIGHT AND BACKSLOPE AND SURCHARGE CONDITIONS ARE LISTED BELOW. ASSUME THE BACKFILL IS SATURATED WITH NO EXCESS HYDROSTATIC PRESSURE. USE THE MONONOBE-OKABE METHOD FOR SEISMIC FORCES.

B-1

IC: 17188 CONSULT: JAICLIENT: DOMAEN - SUMMITRIDE

CALCULATION SHEET #



RETAINING WALL

THE CALCULATION INDICATES THAT FOR THE DESIGN GROUND MOTION, THE UNBALANCED FORCE ON RETAINING WALLS IS 1.932 KIPS.

CALCULATED RESULTS


B-1

IC: 17188 CONSULT: JAICLIENT: DOMAEN - SUMMITRIDGE

CALCULATION SHEET #



RETAINING WALL

THE CALCULATION INDICATES THAT FOR THE DESIGN GROUND MOTION, THE UNBALANCED FORCE ON RESTRAINED BASEMENT RETAINING WALLS IS 25.162 KIPS.

CALCULATED RESULTS


B-1


CALCULATION SHEET #

CALCULATION PARAMETERSEARTH MATERIAL: FILL RETAINED LENGTH 30 feetSHEAR DIAGRAM: BACKSLOPE ANGLE: 0 degreesCOHESION: 235 psf SURCHARGE: 0 poundsPHI ANGLE: 30 degrees SURCHARGE TYPE: U UniformDENSITY 134 pcf INITIAL FAILURE ANGLE: 30 degreesSAFETY FACTOR: 1.25 FINAL FAILURE ANGLE: 70 degreesPILE FRICTION 20 degrees INITIAL TENSION CRACK: 2 feetCD (C/FS): 188.0 psf FINAL TENSION CRACK: 17 feetPHID = ATAN(TAN(PHI)/FS) = 24.8 degreesHORIZONTAL PSEUDO STATIC SEISMIC COEFFICIENT (kh) 0 %gVERTICAL PSEUDO STATIC SEISMIC COEFFICIENT (kv) 0 %g

CRITICAL FAILURE ANGLE 56 degreesAREA OF TRIAL FAILURE WEDGE 295.8 square feetTOTAL EXTERNAL SURCHARGE 0.0 poundsWEIGHT OF TRIAL FAILURE WEDGE 39633.2 poundsNUMBER OF TRIAL WEDGES ANALYZED 656 trialsLENGTH OF FAILURE PLANE 30.4 feetDEPTH OF TENSION CRACK 4.8 feetHORIZONTAL DISTANCE TO UPSLOPE TENSION CRACK 17.0 feetCALCULATED THRUST ON PILE 14333.7 poundsCALCULATED EQUIVALENT FLUID PRESSURE 31.9 pcfDESIGN EQUIVALENT FLUID PRESSURE 35.0 pcf

SHORING PILE

THE CALCULATION INDICATES THAT THE PROPOSED SHORING PILES MAY MAY BE DESIGNED FOR AN EQUIVALENT FLUID PRESSURE OF 35 POUNDS PER CUBIC FOOT. THE FLUID PRESSURE SHOULD BE MULTIPLIED BY THE PILE SPACING.

CALCULATED RESULTS


B-1


CALCULATION SHEET #

CALCULATION PARAMETERS

EARTH MATERIAL: FILLCOHESION: 235 psf SHEAR DIAGRAM: B-1PHI ANGLE: 30 degrees SLOPE ANGLE: 34 degreesDENSITY: 134 pcf SATURATION DEPTH (t): 3.0 feet

SAFETY FACTOR = 1.72

CONCLUSIONS:

SURFICIAL STABILITY

THE CALCULATION INDICATES THAT UNIFORM SLOPES IN FILL ARE SURFICIALLY STABLE.

CALCULATE THE SURFICIAL STABILITY OF THE EARTH MATERIAL USING THE INFINITE SLOPE ANALYSIS WITH PARALLEL SEEPAGE. THIS METHOD WAS RECOMMENDED BY THE ASCE AND THE BUILDING AND SAFETY ADVISORY COMMITTEE (8/16/78). MODIFIED FROM SKEMPTON & DeLORY, 1957.


CALCULATION SHEET #

CALCULATION PARAMETERSEARTH MATERIAL: BEDROCK WALL HEIGHT: 7 feetSHEAR DIAGRAM: BACKSLOPE ANGLE: 45 degreesCOHESION: 500 psf SURCHARGE: 0 poundsPHI ANGLE: 37 degrees SURCHARGE TYPE: P PointDENSITY: 143 pcf INITIAL FAILURE ANGLE: 30 degreesSAFETY FACTOR: 1.25 FINAL FAILURE ANGLE: 70 degreesWALL FRICTION: 0 degrees INITIAL TENSION CRACK: 3 feetCD (C/FS): 400.0 psf FINAL TENSION CRACK: 30 feetPHID = ATAN(TAN(PHI)/FS) = 31.1 degrees

CRITICAL FAILURE ANGLE 50 degreesAREA OF TRIAL FAILURE WEDGE 20.1 square feetTOTAL EXTERNAL SURCHARGE 0.0 poundsWEIGHT OF TRIAL FAILURE WEDGE 2879.6 poundsNUMBER OF TRIAL WEDGES ANALYZED 1148 trialsLENGTH OF FAILURE PLANE 4.7 feetDEPTH OF TENSION CRACK 6.4 feetHORIZONTAL DISTANCE TO UPSLOPE TENSION CRACK 3.0 feetCALCULATED HORIZONTAL THRUST -703.3 poundsCALCULATED EQUIVALENT FLUID PRESSURE -28.7 pcfMAXIMUM HEIGHT OF TEMPORARY EXCAVATION 7.0 feet

CONCLUSIONS:

TEMPORARY EXCAVATION HEIGHT

THE CALCULATION INDICATES THAT THE TEMPORARY EXCAVATIONS IN BEDROCK UP TO 7 FEET HIGH HAVE A NEGATIVE THRUST AND ARE TEMPORARILY STABLE.

CALCULATED RESULTS

CALCULATE THE HEIGHT TO WHICH TEMPORARY EXCAVATIONS ARE STABLE (NEGATIVE THRUST). THE EXCAVATION HEIGHT AND BACKSLOPE AND SURCHARGE CONDITIONS ARE LISTED BELOW. ASSUME THE EARTH MATERIAL IS SATURATED WITH NO EXCESS HYDROSTATIC PRESSURE.

B-2

WGS84 118°24.000' W

WGS84 118°24.000' W

118°25.000' W

118°25.000' W

118°26.000' W

118°26.000' W

118°27.000' W

118°27.000' W

34°0

5.0

00' N

34°0

5.0

00' N

34°0

6.0

00' N

34°0

6.0

00' N

34°0

7.0

00' N

34°0

7.0

00' N

Map created with Map created with Map created with Map created with Map created with Map created with Map created with Map created with Map created with TOPO!®TOPO!®TOPO!®TOPO!®TOPO!®TOPO!®TOPO!®TOPO!®TOPO!® ©2007 National Geographic ©2007 National Geographic ©2007 National Geographic ©2007 National Geographic ©2007 National Geographic ©2007 National Geographic ©2007 National Geographic ©2007 National Geographic ©2007 National Geographic

TOPO! map printed on 09/19/18 from "Untitled.tpo"

09/19/18

TN MN

12°

IC: 17188 CONSULT: CA

CLIENT DOMAEN SUMMIT RIDGE

SCALE: 1" = 1,000'

REFERENCE: Geologic Maps of the Santa Monica Mountains and Vicinity, CD Compilation T.W. Dibblee, 2001

REGIONAL GEOLOGIC MAP

SUBJECT PROPERTY

IC17188 DOMAEN Summitridge

12/20/2017 to 12/28/2017

12/29/2017

CAHand Labor

30 Inches

SURFACE ELEVATION 1004 feet

DRILLING CONTRACTOR Domaen

SURFACE CONDITIONS

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Lithologic Description

SM

SM

LOG OF TEST PITS

PROJECT

DRILL DATE

LOG DATE

LOGGED BYDRILL TYPE

DIAMETER

slope

TEST PIT 1

1004.0 0

1003.0 1

1002.0 2

1001.0 3

1000.0 4

999.0 5

998.0 6

997.0 7

996.0 8

995.0 9

994.0 10

993.0 11

992.0 12

991.0 13

990.0 14

989.0 15

988.0 16

987.0 17

986.0 18

985.0 19

984.0 20

FILL: Silty Sand and Gravelly Sand with sloping cobble layers, brown, slightly moist, medium dense, contains concrete and asphalt debris

SOIL: Silty Sand with clay binder, brown, moist, medium dense


12/20/2017 to 12/28/2017

12/29/2017

CAHand Labor

30 Inches


DRILLING CONTRACTOR Mike's Excavating Service

SURFACE CONDITIONS

continued

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LOG OF TEST PITS

PROJECT

DRILL DATE

LOG DATE

LOGGED BYDRILL TYPE

DIAMETER

Midslope, west side of site

TEST PIT 1

984.0 20

983.0 21

982.0 22

981.0 23

980.0 24

979.0 25

978.0 26

END TP1 @ 26': No Water; No Caving; Fill to 18'

Foliation: N5W; 38WFoliation: N10S; 40W

BEDROCK: Slate, gray, foliated, fractured, moderately weathered in the upper 12", moderately hard to hard


1/9/2018 to 1-10-2018

1/10/2018

CAHand Labor

30 Inches



SURFACE CONDITIONS

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SM

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LOG OF TEST PITS

PROJECT

DRILL DATE

LOG DATE

LOGGED BYDRILL TYPE

DIAMETER

Western portion of existing level bench

TEST PIT 2

1008.0 0

1007.0 1

1006.0 2

1005.0 3

1004.0 4

1003.0 5

1002.0 6

1001.0 7

1000.0 8

999.0 9

998.0 10

997.0 11 END TP2 @ 10': No Water; No Caving; Fill to 5'

Foliation: N5W; 35WFoliation: N10W; 40WFoliation: N25E; 45W

FILL: Silty Sand with gravel, brown, slightly moist, medium dense, contains concrete and asphalt debris

SOIL: Silty Sand with gravel, gray-brown, moist, medium dense

BEDROCK: Slate, blue-gray, fractured, hard, moderately weathered


12/10/2013

12/10/2013

CAHand Labor

30 Inches



SURFACE CONDITIONS

Sam

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SM

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LOG OF TEST PITS

PROJECT

DRILL DATE

LOG DATE

LOGGED BYDRILL TYPE

DIAMETER

Southeast corner of site

TEST PIT 3

1074.0 0

1073.0 1

1072.0 2

1071.0 3

1070.0 4

1069.0 5

1068.0 6

1067.0 7

1066.0 8

1065.0 9

1064.0 10

1063.0 11

1062.0 12

1061.0 13

1060.0 14

1059.0 15

END TP3 @ 15': No Water; No Caving; Fill to 5'

Foliation: N10W; 35WFoliation: N40W; 50WFoliation: N50E; 51WFoliation: N60W; 35W

Joint: E-W; 65N

FILL: Silty Sand with gravel, brown, slightly moist, medium dense, contains concrete and asphalt debris

SOIL: Silty Sand with gravel, gray-brown, moist, medium dense

BEDROCK: Slate, blue-gray, fractured, hard, moderately weathered


6/18/2018

6/18/2018

CAHand Labor

30 Inches



SURFACE CONDITIONS

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SP

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SM

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LOG OF TEST PITS

PROJECT

DRILL DATE

LOG DATE

LOGGED BYDRILL TYPE

DIAMETER

Northwest corner of site

TEST PIT 4

1016.0 0

1015.0 1

1014.0 2

1013.0 3

1012.0 4

1011.0 5

1010.0 6

1009.0 7

1008.0 8

R 7.5 NA 4.9 104.1 22

1007.0 9

R 10 NA 6.9 116.8 44 1006.0 10

R 9 NA 5.2 104.8 24

1005.0 11

1004.0 12

Silty Sand, brown, slightly moist, dense

END TP3 @ 12': No Water; Caving from 4' to 5 1/2'; Fill to 71/2'

FILL: Gravelly Sand, brown, slightly moist, slightly dense, rootlets

BEDROCK: Slate, gray brown, moderately hard to hard, massive

SOIL: Gravelly Sand, brown, slightly moist, medium dense, rock fragments 1/4" to 1/2" in diameter

Sandy gravel, gray brown, very slightly moist, slightly dense, rootlets

Silty Sand, gray brown, slightly moist, slightly dense


6/18/2018

6/18/2018

CAHand Labor

30 Inches



SURFACE CONDITIONS

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SM

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SW

LOG OF TEST PITS

PROJECT

DRILL DATE

LOG DATE

LOGGED BYDRILL TYPE

DIAMETER

Upper middle portion of site

TEST PIT 5

1012.0 0

1011.0 1

1010.0 2

1009.0 3

1008.0 4

1007.0 5

1006.0 6

R 5 NA 7.9 110.1 42

1005.0 7

1004.0 8

1003.0 9

R 10 NA 3.6 134.1 41 1002.0 10

1001.0 11

1000.0 12

Silty Sand and Gravel, brown, slightly moist, dense, concrete and asphalt fragments up to 12"

END TP4 @ 10 1/2': No Water; No Caving; Fill to 9 1/2'

FILL: Silty Sand and Gravel, brown, slightly moist, slightly dense, rootlets


SOIL:Gravelly Sand, brown, slightly moist, dense

dense, slightly moist


6/19/2018

6/19/2018

CAHand Labor

30 Inches



SURFACE CONDITIONS

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SW

973.0 11

972.0 12

975.0 9

R 10 NA 4.6 122.0 34 974.0 10

977.0 7

R 8 NA 3.6 108.1 18 976.0 8

979.0 5

978.0 6

R 5 NA 3.0 107.6 15

981.0 3

980.0 4

983.0 1

R 2 NA 6.1 104.5 28 982.0 2

Lower middle portion of slope

TEST PIT 6

984.0 0

DRILL DATE

LOG DATE

LOGGED BYDRILL TYPE

DIAMETER

LOG OF TEST PITS

PROJECT

END TP5 @ 12': No Water; No Caving; Fill to 3 1/2' on upslope side of test pit and 10' on downslope side of test pit distance in between is 2', possibly old excavation

FILL: Gravelly Sand, brown, slightly moist, medium dense, rootlets, rock fragments up to 4"



6/19/2018

6/19/2018

CAHand Labor

30 Inches



SURFACE CONDITIONS

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SW

GW

SW

978.0 15

980.0 13

979.0 14

R 13 NA 3.2 121.3 23

982.0 11

981.0 12

984.0 9

983.0 10

986.0 7

R 8 NA 4.2 117.6 27 985.0 8

988.0 5

987.0 6

R 4.5 NA 5.0 110.7 27

990.0 3

989.0 4

992.0 1

991.0 2

Lower western portion of slope

TEST PIT 7

993.0 0

DRILL DATE

LOG DATE

LOGGED BYDRILL TYPE

DIAMETER

LOG OF TEST PITS

PROJECT

END TP6 @ 15': No Water; Caving from 3' to 4 1/2', Fill to total depth

FILL: Gravelly Sand, brown, slightly moist, slightly dense, rootlets

Gravelly Sand, brown, slightly moist, medium dense to dense, rock fragments up to 3"

Sandy Gravel, gray brown very slightly moist, loose, rock fragments up to 4"


6/19/2018

6/19/2018

CAHand Labor

30 Inches



SURFACE CONDITIONS

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SP

GW

1023.0 7

1025.0 5

1024.0 6

1027.0 3

1026.0 4

1029.0 1

1028.0 2

Northeast corner of site

TEST PIT 8

1030.0 0

DRILL DATE

LOG DATE

LOGGED BYDRILL TYPE

DIAMETER

LOG OF TEST PITS

PROJECT

END TP7 @ 7': No Water; Caving from 1' to 7', Fill to total depth

FILL: Gravelly Sand, gray brown, very slightly moist, slightly dense, rootlets

Sandy Gravel, brown very slightly moist, loose, rootlets

IC: 17188 CONSULT JAI

CLIENT DOMAEN - CALUS

REFERENCES

Longitude 118.420 W

Latitude 34.100 N

Mean Return Time 475 years

Modal EQ Magnitude ( M ) 6.34

Modal Source Distance ( r ) 8.4 km

Max. Horizontal Acceleration ( MHA ) 0.624 g

Significant Duration of Shaking ( D5‐95 ) 8.04 secs

Modal Mean Period ( Tm ) 0.457

Nonlinear Response Factor ( NRF ) 0.849

Design Allowable Displacement 5 cm

Seismic Factor ( feq ) 0.439

Screening Acceleration (Keq) 0.274 g

SCREENING ACCELERATION

CGS, SP117A, 2008 (Guidelines for Evaluating and Mitigating Seismic Hazards in California) & SCEC, 2002 (Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Landsliding in California)

CONCLUSIONS: The screening acceleration for determining the seismic

slope stability is 0.274g.

IC: 17188 CONSULT JAI

CLIENT DOMAEN - CALUS

REFERENCES

Longitude 118.420 W

Latitude 34.100 N

Mean Return Time 475 years

Modal EQ Magnitude ( M ) 6.34

Modal Source Distance ( r ) 8.4 km

Max. Horizontal Acceleration ( MHA ) 0.624 g

Significant Duration of Shaking ( D5‐95 ) 8.04 secs

Modal Mean Period ( Tm ) 0.457

Nonlinear Response Factor ( NRF ) 0.849

Design Allowable Displacement 15 cm

Seismic Factor ( feq ) 0.323

Screening Acceleration (Keq) 0.202 g

SCREENING ACCELERATION

CGS, SP117A, 2008 (Guidelines for Evaluating and Mitigating Seismic Hazards in California) & SCEC, 2002 (Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Landsliding in California)

CONCLUSIONS: The screening acceleration for determining the seismic

slope stability outside the buildable area is 0.202g.

0.00 lbs/ft2

600.00 lbs/ft2

0.00 lbs/ft2

540.00 lbs/ft2

Material Name ColorUnit Weight(lbs/ 3)

Strength TypeCohesion(psf)

Phi(deg)

FILL 134 Mohr‐Coulomb 235 30

SOIL 128 Mohr‐Coulomb 170 29

BEDROCK 143 Mohr‐Coulomb 500 37

GROSS STABILITY --> SECTION B

Method: SpencerFactor of Safety: 1.654Center: 151.662, 1082.425Radius: 125.964Left Slip Surface Endpoint: 65.223, 990.800Right Slip Surface Endpoint: 98.771, 968.104Left Slope Intercept: 65.223 995.800Right Slope Intercept: 98.771 968.104

1060

1040

1020

1000

980

960

940

-20 0 20 40 60 80 100 120 140 160 180

Slide Analysis Information

DOMAEN ‐ CALUS ‐ SUMMITRIDGE

Project Summary

8.018Slide Modeler Version:

00h:00m:02.62sCompute Time:

General Settings

Imperial UnitsUnits of Measurement:

daysTime Units:

feet/secondPermeability Units:

StandardData Output:

Left to RightFailure Direction:

Analysis Options

VerticalSlices Type:

Analysis Methods Used

Spencer

50Number of slices:

0.005Tolerance:

75Maximum number of iterations:

YesCheck malpha < 0.2:YesCreate Interslice boundaries at intersections

with water tables and piezos:

1Initial trial value of FS:

YesSteffensen Iteration:

Groundwater Analysis

Water SurfacesGroundwater Method:

62.4Pore Fluid Unit Weight [lbs/ft3]:

YesUse negative pore pressure cutoff:

0Maximum negative pore pressure [psf]:

NoneAdvanced Groundwater Method:

Random Numbers

10116Pseudo‐random Seed:

Park and Miller v.3Random Number Generation Method:

Surface Options

: Page 1 of 7SLIDEINTERPRET 8.018

SECTION B CALC.slim

CircularSurface Type:

Auto Refine SearchSearch Method:

20Divisions along slope:

10Circles per division:

10Number of iterations:

50%Divisions to use in next iteration:

DisabledComposite Surfaces:

Not DefinedMinimum Elevation:

Not DefinedMinimum Depth:

Not DefinedMinimum Area:

Not DefinedMinimum Weight:

Seismic Loading

NoAdvanced seismic analysis:

NoStaged pseudostatic analysis:

Loading

2 Distributed Loads present

Distributed Load 1

TriangularDistribution:

0Magnitude 1 [psf]:

600Magnitude 2 [psf]:

Normal to boundaryOrientation:

Distributed Load 2


0Magnitude 1 [psf]:



Tension Crack

Water level: dry

Materials

BEDROCKSOILFILLProperty

Color

Mohr‐CoulombMohr‐CoulombMohr‐CoulombStrength Type

143128134Unit Weight [lbs/ft3]

500170235Cohesion [psf]

372930Friction Angle [°]

NoneNoneNoneWater Surface

000Ru Value

Global Minimums

Method: spencer


SECTION B CALC.slim

1.654480FS

151.662, 1082.425Center:

125.964Radius:

65.223, 990.800Left Slip Surface Endpoint:

98.771, 968.104Right Slip Surface Endpoint:

65.223 995.800Left Slope Intercept:

98.771 968.104Right Slope Intercept:

2.84194e+06 lb‐ftResisting Moment:

1.71772e+06 lb‐ftDriving Moment:

18650.5 lbResisting Horizontal Force:

11272.7 lbDriving Horizontal Force:

225.789 ft2Total Slice Area:

33.5476 ftSurface Horizontal Width:

6.73041 ftSurface Average Height:

Valid/Invalid Surfaces

Method: spencer

8613Number of Valid Surfaces:

0Number of Invalid Surfaces:

Slice Data

Global Minimum Query (spencer) ‐ Safety Factor: 1.65448


SECTION B CALC.slim

Effective Vertical Stress [psf]

Base Vertical Stress [psf]

Effective Normal Stress [psf]

Pore Pressure [psf]

Base Normal Stress [psf]

Shear Strength [psf]

Shear Stress [psf]

Base Friction Angle

[degrees]

Base Cohesion

[psf]

Base Material

Angle of Slice Base

[degrees]

Weight [lbs]

Width [ft]

Slice Number

712.108712.108436.4460436.446486.983294.34230235FILL‐43.123477.8730.6710681

795.715795.715502.7040502.704525.237317.46330235FILL‐42.7062533.9790.6710682

878.113878.113568.4520568.452563.196340.40730235FILL‐42.2921589.2740.6710683

959.328959.328633.6910633.691600.862363.17330235FILL‐41.8808643.7750.6710684

1039.381039.38698.4230698.423638.235385.76230235FILL‐41.4722697.4970.6710685

1118.31118.3762.6510762.651675.316408.17430235FILL‐41.066750.4540.6710686

1196.091196.09826.3730826.373712.107430.41130235FILL‐40.6624802.6610.6710687

1272.791272.79889.5960889.596748.608452.47330235FILL‐40.2612854.1320.6710688

1291.951291.95908.5940908.594759.577459.10330235FILL‐39.8624866.9880.6710689

855.621855.621604.3220604.322504.981305.2229170SOIL‐39.4659574.060.67092710

568.42568.42381.290381.29381.352230.49729170SOIL‐39.0717381.3690.67092711

594.125594.125403.610403.61393.725237.97529170SOIL‐38.6797398.6150.67092712

619.879619.879426.0670426.067406.173245.49929170SOIL‐38.2898415.8940.67092713

644.687644.687447.8710447.871418.259252.80429170SOIL‐37.902432.5380.67092714

668.564668.564469.0250469.025429.985259.89129170SOIL‐37.5163448.5570.67092715

691.523691.523489.5350489.535441.353266.76229170SOIL‐37.1325463.9620.67092716

713.581713.581509.4040509.404452.367273.41929170SOIL‐36.7507478.760.67092717

734.749734.749528.6360528.636463.028279.86329170SOIL‐36.3707492.9620.67092718

755.039755.039547.2350547.235473.338286.09529170SOIL‐35.9926506.5760.67092719

774.468774.468565.2080565.208483.299292.11529170SOIL‐35.6163519.6110.67092720

793.044793.044582.5530582.553492.915297.92729170SOIL‐35.2418532.0740.67092721

810.78810.78599.2790599.279502.185303.5329170SOIL‐34.869543.9740.67092722

827.689827.689615.3860615.386511.114308.92729170SOIL‐34.4978555.3180.67092723

843.779843.779630.8790630.879519.702314.11829170SOIL‐34.1284566.1140.67092724

859.064859.064645.7610645.761527.951319.10429170SOIL‐33.7605576.3690.67092725

873.552873.552660.0350660.035535.864323.88729170SOIL‐33.3942586.090.67092726

887.254887.254673.7060673.706543.441328.46629170SOIL‐33.0294595.2830.67092727

900.181900.181686.7760686.776550.686332.84529170SOIL‐32.6662603.9560.67092728

912.34912.34699.2470699.247557.599337.02429170SOIL‐32.3044612.1140.67092729

923.743923.743711.1230711.123564.182341.00329170SOIL‐31.944619.7630.67092730

934.395934.395722.4070722.407570.437344.78329170SOIL‐31.5851626.9110.67092731

944.308944.308733.1010733.101576.365348.36629170SOIL‐31.2275633.5620.67092732

953.491953.491743.210743.21581.968351.75329170SOIL‐30.8713639.7220.67092733

961.948961.948752.7340752.734587.247354.94429170SOIL‐30.5164645.3970.67092734

969.69969.69761.6760761.676592.204357.9429170SOIL‐30.1628650.5920.67092735

976.726976.726770.040770.04596.84360.74229170SOIL‐29.8104655.3110.67092736

983.06983.06777.8270777.827601.156363.3529170SOIL‐29.4593659.5610.67092737

988.702988.702785.040785.04605.154365.76729170SOIL‐29.1094663.3470.67092738

993.657993.657791.680791.68608.836367.99229170SOIL‐28.7607666.6710.67092739

997.934997.934797.7520797.752612.201370.02629170SOIL‐28.4132669.5410.67092740

1001.541001.54803.2560803.256615.252371.8729170SOIL‐28.0668671.9590.67092741

1004.481004.48808.1930808.193617.989373.52529170SOIL‐27.7215673.9310.67092742

1006.761006.76812.5680812.568620.414374.9929170SOIL‐27.3773675.460.67092743

1008.381008.38816.3810816.381622.528376.26829170SOIL‐27.0341676.5510.67092744

1009.361009.36819.6350819.635624.331377.35829170SOIL‐26.692677.2070.67092745

1009.71009.7822.3310822.331625.825378.26129170SOIL‐26.3509677.4330.67092746

1009.41009.4824.470824.47627.011378.97829170SOIL‐26.0109677.2330.67092747

1008.471008.47826.0550826.055627.89379.50929170SOIL‐25.6718676.610.67092748

1006.921006.92827.0860827.086628.462379.85529170SOIL‐25.3337675.5670.67092749

509.162509.162398.940398.94391.136236.4129170SOIL‐24.9965341.6110.67092750

Interslice Data



SECTION B CALC.slim

Interslice Force Angle [degrees]

Interslice Shear Force

[lbs]

Interslice Normal Force

[lbs]

Y coordinate ‐ Bottom

[ft]

X coordinate

[ft]

Slice Number

000990.865.22291

0076.774990.17265.8942

00175.098989.55266.56513

00293.678988.94267.23624

00431.262988.3467.90725

00586.646987.74768.57836

00758.662987.16269.24947

00946.185986.58669.92048

00‐833.258986.01770.59159

00‐632.215985.45771.262610

00‐503.169984.90571.933511

00‐450.128984.3672.604412

00‐393.003983.82373.275313

00‐332.039983.29373.946314

00‐267.711982.77174.617215

00‐200.474982.25675.288116

00‐130.761981.74875.95917

00‐58.9855981.24776.6318

0014.4568980.75377.300919

0089.1898980.26577.971820

00164.855979.78578.642821

00241.109979.31179.313722

00317.628978.84379.984623

00394.101978.38280.655524

00470.234977.92781.326525

00545.747977.47981.997426

00620.375977.03682.668327

00693.865976.683.339228

00765.979976.1784.010229

00836.491975.74684.681130

00905.188975.32885.35231

00971.868974.91586.02332

001036.34974.50886.693933

001098.43974.10787.364834

001157.97973.71288.035735

001214.8973.32288.706736

001268.78972.93789.377637

001319.76972.55890.048538

001367.63972.18590.719439

001412.27971.81791.390440

001453.57971.45492.061341

001491.43971.09692.732242

001525.76970.74393.403143

001556.49970.39694.074144

001583.53970.05494.74545

001606.84969.71695.415946

001626.34969.38496.086947

001642969.05696.757848

001653.77968.73497.428749

0033.7987968.41698.099650

000968.10498.770651

Entity Information

Distributed Load


SECTION B CALC.slim

YX

975.98897.5364

969.60797.5364

968.32397.5364

966.15397.5364

Distributed Load

YX

995.68970.209

986.06970.209

983.78270.209

Tension Crack

YX

1021‐10.0151

102110.561

1020.2318.9014

990.819.9161

990.865.2868

External Boundary

YX

930‐20

930112.636

959.816112.636

968112.636

96898.7793

968.90398.7034

975.95698.1106

976.24397.5364

989.02571.9736

995.870.9736

995.870.209

995.853.4498

995.850.1464

995.824.7467

1011.3424.2107

1013.7124.1292

1024.823.7467

102610.792

10264.13355

10260

1026‐20

Material Boundary

YX

10264.13355

1019.5314.7218

1013.7124.1292

Material Boundary

YX

10260

1017.0314.7218

1011.3424.2107


SECTION B CALC.slim

Material Boundary

YX

995.850.1464

983.78270.209

982.72571.9736

968.32397.5364

959.816112.636

Material Boundary

YX

995.853.4498

986.06970.209

985.03271.9953

969.60797.5364

968.90398.7034

Material Boundary

YX

961.04797.5364

968.32397.5364

969.60797.5364

976.24397.5364

Material Boundary

YX

976.2870.209

983.78270.209

986.06970.209

995.870.209


SECTION B CALC.slim

1.7521.752

0.00 lbs/ft2

600.00 lbs/ft2

0.00 lbs/ft2

540.00 lbs/ft2

1.7521.752



Phi(deg)





1040

1020

1000

980

960

940

920

-20 0 20 40 60 80 100 120 140 160



Project Summary



General Settings


daysTime Units:




Analysis Options



Spencer

50Number of slices:

0.005Tolerance:












Random Numbers



Surface Options


SECTION B CALC.slim

Non‐Circular Block SearchSurface Type:

5000Number of Surfaces:

DisabledMultiple Groups:

EnabledPseudo‐Random Surfaces:

DisabledConvex Surfaces Only:

95Left Projection Angle (Start Angle) [°]:

210Left Projection Angle (End Angle) [°]:

45Right Projection Angle (Start Angle) [°]:

0Right Projection Angle (End Angle) [°]:





Seismic Loading



Loading


Distributed Load 1


0Magnitude 1 [psf]:



Distributed Load 2


0Magnitude 1 [psf]:



Tension Crack

Water level: dry

Materials


Color






000Ru Value

Global Minimums

Method: spencer


SECTION B CALC.slim

1.752410FS

108.575, 1016.301Axis Location:




598959 lb‐ftDriving Moment:






Global Minimum Coordinates

Method: spencer

YX

995.864.7786

983.55672.3848

968.87597.4378

968.96398.6983


Method: spencer



Error Codes:

Error Code ‐108 reported for 35 surfacesError Code ‐111 reported for 714 surfacesError Code ‐124 reported for 15 surfaces

Error Codes

The following errors were encountered during the computation:

‐108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number).‐111 = safety factor equation did not converge‐124 = A slice has a width less than the minimum acceptable value.

Slice Data



SECTION B CALC.slim




Pore Pressure [psf]



Shear Stress [psf]

Base Friction Angle

[degrees]

Base Cohesion

[psf]

Base Material

Angle of Slice Base

[degrees]

Weight [lbs]

Width [ft]

Slice Number

142.066142.066‐48.22190‐48.2219207.159118.21430235FILL‐58.1554.4080.7102681

261.618261.61829.8994029.8994252.262143.95230235FILL‐58.15163.2240.7102682

381.169381.169108.0210108.021297.366169.6930235FILL‐58.15272.040.7102683

500.72500.72186.1420186.142342.469195.42730235FILL‐58.15380.8560.7102684

620.271620.271264.2630264.263387.572221.16530235FILL‐58.15489.6720.7102685

739.824739.824342.3850342.385432.676246.90330235FILL‐58.15598.4880.7102686

859.375859.375420.5060420.506477.779272.64130235FILL‐58.15707.3040.7102687

1602.051602.05905.8120905.812757.97432.5330235FILL‐58.15816.120.7102688

1079.051079.05564.0520564.052560.656319.93430235FILL‐58.15907.2520.7102689

826.486826.486444.1720444.172416.209237.50729170SOIL‐58.15599.4340.60687510

588.534588.534286.5020286.502328.811187.63429170SOIL‐58.15413.3080.60687511

686.329686.329531.0440531.044464.362264.98529170SOIL‐30.371488.4140.69591712

693.861693.861537.3980537.398467.884266.99529170SOIL‐30.371494.0480.69591713

701.393701.393543.7510543.751471.407269.00529170SOIL‐30.371499.6820.69591714

708.924708.924550.1050550.105474.929271.01529170SOIL‐30.371505.3160.69591715

716.457716.457556.460556.46478.451273.02529170SOIL‐30.371510.950.69591716

723.988723.988562.8140562.814481.973275.03429170SOIL‐30.371516.5850.69591717

731.52731.52569.1680569.168485.495277.04429170SOIL‐30.371522.2190.69591718

739.052739.052575.5210575.521489.017279.05429170SOIL‐30.371527.8530.69591719

746.583746.583581.8750581.875492.539281.06429170SOIL‐30.371533.4870.69591720

754.115754.115588.2290588.229496.061283.07429170SOIL‐30.371539.1210.69591721

761.647761.647594.5840594.584499.583285.08329170SOIL‐30.371544.7550.69591722

769.179769.179600.9380600.938503.105287.09329170SOIL‐30.371550.3890.69591723

776.71776.71607.2920607.292506.627289.10329170SOIL‐30.371556.0230.69591724

784.242784.242613.6450613.645510.149291.11329170SOIL‐30.371561.6570.69591725

791.774791.774619.9990619.999513.671293.12329170SOIL‐30.371567.2910.69591726

799.305799.305626.3530626.353517.193295.13229170SOIL‐30.371572.9250.69591727

806.838806.838632.7080632.708520.715297.14229170SOIL‐30.371578.5590.69591728

814.369814.369639.0620639.062524.237299.15229170SOIL‐30.371584.1930.69591729

821.901821.901645.4150645.415527.759301.16229170SOIL‐30.371589.8270.69591730

829.433829.433651.7690651.769531.282303.17229170SOIL‐30.371595.4610.69591731

836.964836.964658.1230658.123534.804305.18229170SOIL‐30.371601.0950.69591732

844.496844.496664.4770664.477538.326307.19229170SOIL‐30.371606.7290.69591733

852.028852.028670.830670.83541.848309.20229170SOIL‐30.371612.3640.69591734

859.56859.56677.1860677.186545.37311.21129170SOIL‐30.371617.9980.69591735

867.092867.092683.5390683.539548.892313.22129170SOIL‐30.371623.6320.69591736

874.623874.623689.8930689.893552.414315.23129170SOIL‐30.371629.2660.69591737

882.155882.155696.2470696.247555.936317.24129170SOIL‐30.371634.90.69591738

889.687889.687702.6010702.601559.458319.25129170SOIL‐30.371640.5340.69591739

897.218897.218708.9540708.954562.98321.2629170SOIL‐30.371646.1680.69591740

904.751904.751715.3090715.309566.502323.2729170SOIL‐30.371651.8020.69591741

912.282912.282721.6630721.663570.024325.2829170SOIL‐30.371657.4360.69591742

919.814919.814728.0170728.017573.546327.2929170SOIL‐30.371663.070.69591743

927.345927.345734.3710734.371577.068329.329170SOIL‐30.371668.7040.69591744

934.877934.877740.7240740.724580.59331.30929170SOIL‐30.371674.3380.69591745

942.409942.409747.0780747.078584.112333.31929170SOIL‐30.371679.9720.69591746

949.942949.942753.4330753.433587.635335.3329170SOIL‐30.371685.6060.69591747

2133.382133.382188.7302188.731383.23789.3329170SOIL4.01128568.6980.58751148

723.858723.858747.2360747.236584.199333.36929170SOIL4.01128351.1040.58751149

211.902211.902226.5390226.539365.793208.73730235FILL4.011285.863290.085509450

Interslice Data



SECTION B CALC.slim



[lbs]


[lbs]


[ft]

X coordinate

[ft]

Slice Number

000995.864.77861

18.1313‐45.6014‐139.26994.65765.48892

18.1313‐67.9534‐207.52993.51366.19913

18.1313‐67.0558‐204.779992.3766.90944

18.1313‐42.9087‐131.037991.22767.61975

18.13134.4878613.7053990.08368.32996

18.131375.1339229.448988.9469.04027

18.1313169.03516.192987.79769.75058

18.1313‐145.68‐444.885986.65370.46089

18.1313‐9.06362‐27.679985.5171.17110

18.131385.73261.807984.53371.777911

18.1313140.018427.594983.55672.384812

18.1313150.431459.395983.14973.080713

18.1312161.234492.387982.74173.776614

18.1313172.427526.568982.33374.472515

18.1313184.01561.939981.92575.168416

18.1313195.982598.5981.51775.864417

18.1312208.343636.251981.10976.560318

18.1313221.095675.192980.70277.256219

18.1313234.236715.322980.29477.952120

18.1313247.766756.643979.88678.64821

18.1313261.687799.153979.47879.343922

18.1313275.996842.853979.0780.039923

18.1313290.696887.743978.66380.735824

18.1313305.785933.823978.25581.431725

18.1313321.264981.093977.84782.127626

18.1313337.1321029.55977.43982.823527

18.1313353.391079.2977.03183.519428

18.1313370.0371130.04976.62384.215429

18.1313387.0741182.07976.21684.911330

18.1313404.5011235.29975.80885.607231

18.1313422.3181289.7975.486.303132

18.1312440.5241345.3974.99286.99933

18.1313459.1191402.08974.58487.694934

18.1313478.1051460.06974.17788.390935

18.1313497.481519.23973.76989.086836

18.1313517.2441579.59973.36189.782737

18.1312537.3981641.14972.95390.478638

18.1313557.9421703.87972.54591.174539

18.1313578.8751767.8972.13791.870440

18.1313600.1981832.92971.7392.566441

18.1313621.9111899.23971.32293.262342

18.1313644.0131966.72970.91493.958243

18.1313666.5052035.41970.50694.654144

18.1313689.3872105.29970.09895.3545

18.1313712.6582176.35969.69196.045946

18.1313736.3192248.61969.28396.741947

18.1313760.3692322.06968.87597.437848

18.131374.2773226.832968.91698.025349

18.1313‐0.0634215‐0.19368968.95798.612850

000968.96398.698351

Entity Information

Distributed Load


SECTION B CALC.slim

YX

975.98897.5364

969.60797.5364

968.32397.5364

966.15397.5364

Distributed Load

YX

995.68970.209

986.06970.209

983.78270.209

Tension Crack

YX

1021‐10.0151

102110.561

1020.2318.9014

990.819.9161

990.865.2868

Block Search Window

YX

989.16271.048

994.18758.57

991.43757.4309

982.14972.9975

Block Search Window

YX

974.65194.598

968.32394.598

968.32397.5364

974.48497.5364

External Boundary


SECTION B CALC.slim

YX

930‐20

930112.636

959.816112.636

968112.636

96898.7793

968.90398.7034

975.95698.1106

976.24397.5364

989.02571.9736

995.870.9736

995.870.209

995.853.4498

995.850.1464

995.824.7467

1011.3424.2107

1013.7124.1292

1024.823.7467

102610.792

10264.13355

10260

1026‐20

Material Boundary

YX

10264.13355

1019.5314.7218

1013.7124.1292

Material Boundary

YX

10260

1017.0314.7218

1011.3424.2107

Material Boundary

YX

995.850.1464

983.78270.209

982.72571.9736

968.32397.5364

959.816112.636

Material Boundary

YX

995.853.4498

986.06970.209

985.03271.9953

969.60797.5364

968.90398.7034

Material Boundary


SECTION B CALC.slim

YX

961.04797.5364

968.32397.5364

969.60797.5364

976.24397.5364

Material Boundary

YX

976.2870.209

983.78270.209

986.06970.209

995.870.209


SECTION B CALC.slim

0.00 lbs/ft2

800.00 lbs/ft2

0.00 lbs/ft2

720.00 lbs/ft2



Phi(deg)






0.274

1060

1040

1020

1000

980

960

940

-20 0 20 40 60 80 100 120 140 160



Project Summary



General Settings


daysTime Units:




Analysis Options



Spencer

50Number of slices:

0.005Tolerance:












Random Numbers



Surface Options


SECTION B CALC.slim












Seismic Loading



0.274Seismic Load Coefficient (Horizontal):

Loading


Distributed Load 1


0Magnitude 1 [psf]:



Distributed Load 2


0Magnitude 1 [psf]:



Tension Crack

Water level: dry

Materials


Color






000Ru Value

Global Minimums

Method: spencer


SECTION B CALC.slim

1.049760FS

215.815, 1197.433Center:

257.558Radius:













Method: spencer



Slice Data



SECTION B CALC.slim




Pore Pressure [psf]



Shear Stress [psf]

Base Friction Angle

[degrees]

Base Cohesion

[psf]

Base Material

Angle of Slice Base

[degrees]

Weight [lbs]

Width [ft]

Slice Number

655.274655.274346.8090346.809435.23414.630235FILL‐36.649611.01780.01642441

646.111646.111378.1150378.115379.593361.629170SOIL‐36.5436530.5860.7489232

704.809704.809421.8480421.848403.834384.69229170SOIL‐36.3365585.5490.7489233

763.36763.36465.6470465.647428.112407.81929170SOIL‐36.13640.1120.7489234

821.765821.765509.5120509.512452.427430.98129170SOIL‐35.9239694.2790.7489235

880.018880.018553.4380553.438476.775454.17529170SOIL‐35.7185748.0530.7489236

938.121938.121597.4240597.424501.157477.40229170SOIL‐35.5135801.4360.7489237

996.074996.074641.4680641.468525.572500.65929170SOIL‐35.3091854.4330.7489238

1053.871053.87685.5670685.567550.016523.94529170SOIL‐35.1052907.0450.7489239

1111.521111.52729.7210729.721574.491547.25929170SOIL‐34.9018959.2760.74892310

1169.011169.01773.9250773.925598.994570.60129170SOIL‐34.69891011.130.74892311

3560.283560.282530.7102530.711572.791498.2429170SOIL‐34.49651062.610.74892312

1279.11279.1859.2240859.224646.275615.64129170SOIL‐34.29461109.590.74892313

996.842996.842653.6150653.615532.305507.07329170SOIL‐34.0932845.0230.74892314

663.347663.347409.3530409.353396.908378.09429170SOIL‐33.8923534.1280.74892315

666.871666.871413.3750413.375399.138380.21829170SOIL‐33.6918536.4270.74892316

681.064681.064425.3110425.311405.754386.52129170SOIL‐33.4918548.5650.74892317

694.923694.923437.0360437.036412.253392.71229170SOIL‐33.2922560.3430.74892318

708.448708.448448.5480448.548418.634398.7929170SOIL‐33.0931571.7630.74892319

721.642721.642459.8480459.848424.898404.75729170SOIL‐32.8945582.8280.74892320

734.5734.5470.9310470.931431.041410.60929170SOIL‐32.6963593.5410.74892321

747.026747.026481.7980481.798437.065416.34829170SOIL‐32.4986603.9030.74892322

759.218759.218492.4470492.447442.968421.97129170SOIL‐32.3012613.9180.74892323

771.075771.075502.8740502.874448.748427.47729170SOIL‐32.1043623.5860.74892324

782.599782.599513.0810513.081454.406432.86729170SOIL‐31.9079632.9120.74892325

793.79793.79523.0660523.066459.94438.13829170SOIL‐31.7118641.8960.74892326

804.645804.645532.8240532.824465.349443.29129170SOIL‐31.5162650.5410.74892327

815.167815.167542.3570542.357470.633448.32429170SOIL‐31.321658.8490.74892328

825.353825.353551.6610551.661475.791453.23829170SOIL‐31.1261666.8220.74892329

835.205835.205560.7360560.736480.821458.02929170SOIL‐30.9317674.4620.74892330

844.723844.723569.580569.58485.724462.729170SOIL‐30.7377681.7710.74892331

853.907853.907578.1930578.193490.498467.24829170SOIL‐30.544688.7520.74892332

862.755862.755586.5710586.571495.142471.67229170SOIL‐30.3508695.4060.74892333

871.267871.267594.7130594.713499.655475.97129170SOIL‐30.1579701.7350.74892334

879.446879.446602.620602.62504.038480.14629170SOIL‐29.9654707.7410.74892335

887.289887.289610.2880610.288508.288484.19429170SOIL‐29.7733713.4260.74892336

894.796894.796617.7150617.715512.405488.11629170SOIL‐29.5815718.7920.74892337

901.967901.967624.9010624.901516.388491.91129170SOIL‐29.3901723.840.74892338

908.803908.803631.8450631.845520.237495.57729170SOIL‐29.1991728.5730.74892339

915.303915.303638.5430638.543523.951499.11529170SOIL‐29.0084732.9920.74892340

921.467921.467644.9970644.997527.528502.52229170SOIL‐28.8181737.0990.74892341

927.295927.295651.2020651.202530.968505.79929170SOIL‐28.6281740.8950.74892342

932.787932.787657.160657.16534.27508.94529170SOIL‐28.4385744.3830.74892343

937.942937.942662.8660662.866537.433511.95829170SOIL‐28.2492747.5640.74892344

942.761942.761668.3220668.322540.457514.83929170SOIL‐28.0602750.4390.74892345

947.242947.242673.5230673.523543.34517.58529170SOIL‐27.8716753.0110.74892346

951.386951.386678.470678.47546.082520.19729170SOIL‐27.6833755.280.74892347

955.193955.193683.160683.16548.682522.67429170SOIL‐27.4953757.2490.74892348

2437.862437.861849.9201849.921195.421138.7629170SOIL‐27.3076758.9180.74892349

593.842593.842402.1430402.143392.911374.28729170SOIL‐27.1203419.1490.74892350

Interslice Data



SECTION B CALC.slim



[lbs]


[lbs]


[ft]

X coordinate

[ft]

Slice Number

000990.862.06551

26.78350.2165540.429011990.78862.08192

26.783642.475884.1477990.23362.83083

26.783594.9458188.095989.68263.57974

26.7836157.4311.821989.13564.32875

26.7835229.612454.879988.59365.07766

26.7836311.36616.828988.05465.82657

26.7835402.422797.229987.5266.57548

26.7836502.579995.646986.98967.32449

26.7835611.6111211.65986.46368.073310

26.7835729.3051444.81985.9468.822211

26.7836855.4441694.7985.42269.571112

26.7836‐657.25‐1302.06984.90770.3213

26.7835‐515.613‐1021.47984.39671.06914

26.7836‐423.696‐839.373983.88971.817915

26.7836‐389.181‐770.997983.38672.566816

26.7835‐354.923‐703.13982.88773.315717

26.7836‐319.177‐632.313982.39174.064718

26.7835‐282.04‐558.743981.89974.813619

26.7836‐243.612‐482.614981.41175.562520

26.7836‐203.988‐404.115980.92776.311421

26.7836‐163.262‐323.434980.44677.060422

26.7835‐121.526‐240.753979.96977.809323

26.7836‐78.8719‐156.251979.49678.558224

26.7836‐35.3876‐70.1055979.02679.307125

26.78368.8394117.5115978.55980.05626

26.783553.7238106.431978.09780.80527

26.783699.1817196.486977.63781.553928

26.7835145.131287.516977.18282.302829

26.7836191.492379.36976.7383.051730

26.7836238.185471.862976.28183.800731

26.7836285.133564.87975.83584.549632

26.7836332.261658.234975.39385.298533

26.7836379.495751.808974.95586.047434

26.7836426.763845.449974.5286.796435

26.7836473.994939.017974.08887.545336

26.7837521.1181032.37973.6688.294237

26.7836568.071125.39973.23489.043138

26.7835614.7811217.93972.81389.79239

26.7835661.1891309.87972.39490.54140

26.7835707.2311401.08971.97991.289941

26.7836752.8441491.44971.56792.038842

26.7835797.971580.84971.15892.787743

26.7836842.551669.15970.75293.536744

26.7835886.5261756.28970.3594.285645

26.7836929.8451842.09969.95195.034546

26.7836972.4521926.5969.55595.783447

26.78361014.32009.4969.16296.532448

26.78351055.322090.67968.77297.281349

26.7836‐18.7315‐37.1085968.38598.030250

000968.00298.779151

Entity Information

Distributed Load


SECTION B CALC.slim

YX

975.98897.5364

969.60797.5364

968.32397.5364

966.15397.5364

Distributed Load

YX

995.68970.209

986.06970.209

983.78270.209

Tension Crack

YX

1021‐10.0151

102110.561

1020.2318.9014

990.819.9161

990.865.2868

External Boundary

YX

930‐20

930112.636

959.816112.636

968112.636

96898.7793

968.90398.7034

975.95698.1106

976.24397.5364

989.02571.9736

995.870.9736

995.870.209

995.853.4498

995.850.1464

995.824.7467

1011.3424.2107

1013.7124.1292

1024.823.7467

102610.792

10264.13355

10260

1026‐20

Material Boundary

YX

10264.13355

1019.5314.7218

1013.7124.1292

Material Boundary

YX

10260

1017.0314.7218

1011.3424.2107


SECTION B CALC.slim

Material Boundary

YX

995.850.1464

983.78270.209

982.72571.9736

968.32397.5364

959.816112.636

Material Boundary

YX

995.853.4498

986.06970.209

985.03271.9953

969.60797.5364

968.90398.7034

Material Boundary

YX

961.04797.5364

968.32397.5364

969.60797.5364

976.24397.5364

Material Boundary

YX

976.2870.209

983.78270.209

986.06970.209

995.870.209


SECTION B CALC.slim

1.2281.228

0.00 lbs/ft2

800.00 lbs/ft2

0.00 lbs/ft2

720.00 lbs/ft2

1.2281.228



Phi(deg)





0.274

1040

1020

1000

980

960

940

920

-40 -20 0 20 40 60 80 100 120 140



Project Summary



General Settings


daysTime Units:




Analysis Options



Spencer

50Number of slices:

0.005Tolerance:












Random Numbers



Surface Options


SECTION B CALC.slim














Seismic Loading




Loading


Distributed Load 1


0Magnitude 1 [psf]:



Distributed Load 2


0Magnitude 1 [psf]:



Tension Crack

Water level: dry

Materials


Color






000Ru Value

Global Minimums

Method: spencer


SECTION B CALC.slim

1.228370FS

103.865, 1023.742Axis Location:






935739 lb‐ftDriving Moment:







Method: spencer

YX

990.863.5375

983.43571.9418

970.1595.695

970.15198.5985


Method: spencer



Error Codes:


Error Codes


‐108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number).‐111 = safety factor equation did not converge‐124 = A slice has a width less than the minimum acceptable value.

Slice Data



SECTION B CALC.slim




Pore Pressure [psf]



Shear Stress [psf]

Base Friction Angle

[degrees]

Base Cohesion

[psf]

Base Material

Angle of Slice Base

[degrees]

Weight [lbs]

Width [ft]

Slice Number

609.048609.048312.6220312.622415.492338.24730235FILL‐41.23516.5150.7248711

663.501663.501351.1890351.189437.759356.37430235FILL‐41.23578.2190.7248712

717.954717.954389.7560389.756460.026374.50130235FILL‐41.23639.9220.7248713

772.407772.407428.3230428.323482.293392.62830235FILL‐41.23701.6260.7248714

775.798775.798469.030469.03429.988350.04829170SOIL‐41.23722.7070.6881055

826.181826.181505.1360505.136450.001366.3429170SOIL‐41.23777.4690.6881056

876.566876.566541.2410541.241470.015382.63329170SOIL‐41.23832.2320.6881057

926.95926.95577.3470577.347490.029398.92629170SOIL‐41.23886.9950.6881058

977.335977.335613.4530613.453510.043415.21929170SOIL‐41.23941.7570.6881059

4234.414234.412947.502947.51803.831468.4729170SOIL‐41.23996.520.68810510

1045.351045.35662.1940662.194537.06437.21429170SOIL‐41.231015.680.68810511

769.776769.776464.7150464.715427.596348.129170SOIL‐41.23716.1620.68810512

653.818653.818460.2610460.261425.127346.0929170SOIL‐29.2169520.4050.69862313

657.581657.581463.2650463.265426.792347.44629170SOIL‐29.2169523.9850.69862314

661.791661.791466.6270466.627428.656348.96329170SOIL‐29.2169527.9920.69862315

666.001666.001469.9890469.989430.519350.4829170SOIL‐29.2169531.9990.69862316

670.213670.213473.3520473.352432.383351.99729170SOIL‐29.2169536.0060.69862317

674.424674.424476.7140476.714434.247353.51529170SOIL‐29.2169540.0130.69862318

678.634678.634480.0760480.076436.111355.03229170SOIL‐29.2169544.020.69862319

682.845682.845483.4390483.439437.974356.54929170SOIL‐29.2169548.0260.69862320

687.056687.056486.8010486.801439.838358.06629170SOIL‐29.2169552.0330.69862321

691.266691.266490.1620490.162441.702359.58429170SOIL‐29.2169556.040.69862322

695.478695.478493.5260493.526443.566361.10129170SOIL‐29.2169560.0470.69862323

699.688699.688496.8870496.887445.429362.61829170SOIL‐29.2169564.0540.69862324

703.899703.899500.2490500.249447.293364.13529170SOIL‐29.2169568.0610.69862325

708.11708.11503.6120503.612449.157365.65329170SOIL‐29.2169572.0680.69862326

712.32712.32506.9740506.974451.02367.1729170SOIL‐29.2169576.0750.69862327

716.531716.531510.3360510.336452.884368.68729170SOIL‐29.2169580.0820.69862328

720.742720.742513.6990513.699454.748370.20429170SOIL‐29.2169584.0890.69862329

724.953724.953517.0610517.061456.612371.72229170SOIL‐29.2169588.0960.69862330

729.164729.164520.4240520.424458.475373.23929170SOIL‐29.2169592.1030.69862331

733.375733.375523.7860523.786460.339374.75629170SOIL‐29.2169596.110.69862332

737.585737.585527.1480527.148462.203376.27329170SOIL‐29.2169600.1170.69862333

741.797741.797530.5110530.511464.067377.79129170SOIL‐29.2169604.1240.69862334

746.007746.007533.8720533.872465.93379.30829170SOIL‐29.2169608.1310.69862335

750.217750.217537.2340537.234467.794380.82529170SOIL‐29.2169612.1370.69862336

754.429754.429540.5970540.597469.658382.34229170SOIL‐29.2169616.1440.69862337

758.639758.639543.9590543.959471.521383.85929170SOIL‐29.2169620.1510.69862338

762.85762.85547.3210547.321473.385385.37729170SOIL‐29.2169624.1580.69862339

767.061767.061550.6840550.684475.249386.89429170SOIL‐29.2169628.1650.69862340

771.272771.272554.0460554.046477.113388.41129170SOIL‐29.2169632.1720.69862341

775.482775.482557.4080557.408478.976389.92829170SOIL‐29.2169636.1790.69862342

779.694779.694560.7710560.771480.84391.44629170SOIL‐29.2169640.1860.69862343

783.904783.904564.1330564.133482.704392.96329170SOIL‐29.2169644.1930.69862344

788.115788.115567.4940567.494484.568394.4829170SOIL‐29.2169648.20.69862345

792.326792.326570.8570570.857486.431395.99729170SOIL‐29.2169652.2070.69862346

1272.731272.731272.7701272.77875.509712.7429170SOIL0.00285146854.1310.94215747

1302.961302.96130301303987.29803.7430235FILL0.00285146558.8680.65379548

3856.783856.783856.8803856.882461.772004.0930235FILL0.00285146530.2260.65379549

880.502880.502880.5320880.532743.375605.17230235FILL0.00285146319.7540.65379550

Interslice Data



SECTION B CALC.slim



[lbs]


[lbs]


[ft]

X coordinate

[ft]

Slice Number

000990.863.53751

38.227974.396594.4465990.16564.26232

38.2278171.038217.134989.5364.98723

38.2279289.926368.061988.89465.71214

38.2279431.059547.23988.25966.4375

38.2279619.726786.743987.65667.12516

38.2279828.5141051.8987.05367.81327

38.22781057.421342.4986.4568.50138

38.22791306.461658.55985.84769.18949

38.22791575.612000.24985.24469.877510

38.2279‐351.636‐446.402984.64170.565611

38.2279‐55.3204‐70.2293984.03871.253712

38.2279130.942166.231983.43571.941813

38.228194.083246.388983.04472.640414

38.2279258.173327.751982.65373.33915

38.2279323.327410.464982.26374.037716

38.2279389.543494.526981.87274.736317

38.2279456.823579.937981.48175.434918

38.2279525.165666.698981.0976.133519

38.2279594.571754.809980.776.832220

38.2279665.04844.269980.30977.530821

38.2279736.571935.078979.91878.229422

38.2278809.1661027.24979.52878.92823

38.2278882.8241120.75979.13779.626724

38.228957.5441215.6978.74680.325325

38.2281033.331311.81978.35581.023926

38.22771110.171409.37977.96581.722527

38.22771188.081508.28977.57482.421128

38.2281267.061608.53977.18383.119829

38.22781347.091710.14976.79383.818430

38.22791428.191813.09976.40284.51731

38.22781510.351917.4976.01185.215632

38.22791593.582023.05975.6285.914333

38.22791677.872130.06975.2386.612934

38.22791763.222238.41974.83987.311535

38.22791849.632348.11974.44888.010136

38.22791937.112459.16974.05888.708837

38.22782025.652571.57973.66789.407438

38.22782115.252685.32973.27690.10639

38.22792205.922800.42972.88590.804640

38.22792297.652916.87972.49591.503241

38.22792390.443034.67972.10492.201942

38.22792484.33153.82971.71392.900543

38.22782579.213274.32971.32393.599144

38.22792675.23396.17970.93294.297745

38.22792772.243519.36970.54194.996446

38.22792870.353643.91970.1595.69547

38.22782524.643205.04970.1596.637148

38.22792230.482831.6970.1597.290949

38.2279218.884277.873970.1597.944750

000970.15198.598551

Entity Information

Distributed Load


SECTION B CALC.slim

YX

975.98897.5364

969.60797.5364

968.32397.5364

966.15397.5364

Distributed Load

YX

995.68970.209

986.06970.209

983.78270.209

Tension Crack

YX

1021‐10.0151

102110.561

1020.2318.9014

990.819.9161

990.865.2868

Block Search Window

YX

989.16271.048

994.18758.57

991.43757.4309

982.14972.9975

Block Search Window

YX

974.65194.598

968.32394.598

968.32397.5364

974.48497.5364

External Boundary


SECTION B CALC.slim

YX

930‐20

930112.636

959.816112.636

968112.636

96898.7793

968.90398.7034

975.95698.1106

976.24397.5364

989.02571.9736

995.870.9736

995.870.209

995.853.4498

995.850.1464

995.824.7467

1011.3424.2107

1013.7124.1292

1024.823.7467

102610.792

10264.13355

10260

1026‐20

Material Boundary

YX

10264.13355

1019.5314.7218

1013.7124.1292

Material Boundary

YX

10260

1017.0314.7218

1011.3424.2107

Material Boundary

YX

995.850.1464

983.78270.209

982.72571.9736

968.32397.5364

959.816112.636

Material Boundary

YX

995.853.4498

986.06970.209

985.03271.9953

969.60797.5364

968.90398.7034

Material Boundary


SECTION B CALC.slim

YX

961.04797.5364

968.32397.5364

969.60797.5364

976.24397.5364

Material Boundary

YX

976.2870.209

983.78270.209

986.06970.209

995.870.209


SECTION B CALC.slim

0.00 lbs/ft2

1110.00 lbs/ft2

0.00 lbs/ft2

912.00 lbs/ft2



Phi(deg)




GROSS STABILITY --> SECTION D

Method: SpencerFactor of Safety: 1.642Axis Location: 12.588, 1150.426Left Slip Surface Endpoint: 10.431, 962.343Right Slip Surface Endpoint: 161.760, 1035.851Left Slope Intercept: 10.431 962.343Right Slope Intercept: 161.760 1039.872

Safety Factor0.0000.2500.5000.7501.0001.2501.5001.7502.0002.2502.5002.7503.0003.2503.5003.7504.0004.2504.5004.7505.0005.2505.5005.7506.000+

1060

1040

1020

1000

980

960

940

0 20 40 60 80 100 120 140 160 180



Project Summary



General Settings


daysTime Units:



Right to LeftFailure Direction:

Analysis Options



Spencer

50Number of slices:

0.005Tolerance:












Random Numbers



Surface Options


SECTION D CALC.slim

Cuckoo SearchSearch Method:

8Initial # of Surface Vertices:

500Maximum Iterations:

50Number of Nests:





EnabledConvex Surfaces Only:

Seismic Loading



Loading


Distributed Load 1


0Magnitude 1 [psf]:



Distributed Load 2


0Magnitude 1 [psf]:



Tension Crack

Water level: dry

Materials


Color






000Ru Value

Global Minimums

Method: spencer


SECTION D CALC.slim

1.641590FS

12.588, 1150.426Axis Location:







151444 lbResisting Horizontal Force:






Method: spencer

YX

962.34310.431

963.77217.2358

965.27124.0408

966.82332.4068

968.78940.7732

970.70646.5168

973.1452.9551

975.75659.4368

977.49764.1257

979.07368.8145

980.5673.6845

982.49878.568

984.98184.4387

987.83490.3098

990.65796.1808

993.571101.389

996.756106.597

999.942111.805

1003.59117.531

1007.34123.256

1010.88128.888

1013.98134.101

1017.04139.581

1019.66144.459

1024.17150.14

1029.52155.822

1034.31160.476

1035.85161.76

1039.87161.761


Method: spencer



Error Codes:

Error Code ‐106 reported for 6 surfacesError Code ‐108 reported for 87 surfaces


SECTION D CALC.slim

Error Code ‐109 reported for 286 surfacesError Code ‐111 reported for 611 surfacesError Code ‐112 reported for 164 surfacesError Code ‐114 reported for 153 surfacesError Code ‐121 reported for 390 surfacesError Code ‐124 reported for 44 surfacesError Code ‐1000 reported for 4747 surfaces

Error Codes


‐106 = Average slice width is less than 0.0001 * (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region.‐108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number).‐109 = Soiltype for slice base not located. This error should occur very rarely, if at all. It may occur if a very low number of slices is combined with certain soil geometries, such that the midpoint of a slice base is actually outside the soil region,even though the slip surface is wholly within the soil region.‐111 = safety factor equation did not converge‐112 = The coefficient M‐Alpha = cos(alpha)(1+tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone.‐114 = Surface with Reverse Curvature.‐121 = Concave failure surface, only convex surfaces have been defined as being allowed.‐124 = A slice has a width less than the minimum acceptable value.‐1000 = No valid slip surface is generated

Slice Data



SECTION D CALC.slim




Pore Pressure [psf]



Shear Stress [psf]

Base Friction Angle

[degrees]

Base Cohesion

[psf]

Base Material

Angle of Slice Base

[degrees]

Weight [lbs]

Width [ft]

Slice Number

213.151213.151178.7380178.738269.076163.91229170SOIL11.8571549.9093.402381

521.03521.03466.2340466.234428.438260.9929170SOIL11.85711546.583.402382

733.729733.729661.6660661.666536.767326.9829170SOIL12.42874490.616.804983

1010.561010.56932.9280932.928687.13418.57629170SOIL10.50723809.014.183034

1255.771255.771163.6901163.69815.042496.49529170SOIL10.50724774.964.183035

1456.841456.841327.1701327.17905.664551.69929170SOIL13.22645685.584.183166

1669.451669.451524.1501524.151014.85618.21329170SOIL13.22646540.574.183167

1762.21762.21552.6801552.681030.67627.84629170SOIL18.45394933.082.87188

1866.371866.371646.3101646.311082.56659.4629170SOIL18.45395231.892.87189

1933.721933.721680.101680.11101.29670.8729170SOIL20.7096179.823.2191910

2015.082015.081752.2501752.251141.29695.23329170SOIL20.7096445.653.2191911

2072.042072.041786.701786.71160.39706.86729170SOIL21.98176736.283.2408512

3103.33103.32694.2702694.271663.461013.3229170SOIL21.98176967.223.2408513

2231.112231.111948.4601948.461250.05761.48729170SOIL20.36365195.52.3444414

2291.652291.652002.2602002.261279.87779.65329170SOIL20.36365339.22.3444415

2386.92386.92112.2502112.251340.84816.79329170SOIL18.58545495.022.3443716

2458.72458.72176.7302176.731376.58838.56529170SOIL18.58545663.282.3443717

2554.942554.942287.4602287.461437.96875.95629170SOIL16.98036046.012.4350318

2574.982574.982305.6302305.631448.03882.0929170SOIL16.98036094.232.4350319

2482.482482.482152.9902152.991363.42830.54829170SOIL21.63912173.94.8834620

2430.972430.972088.8802088.881327.88808.89929170SOIL22.92427227.522.9353521

2402.662402.662064.1102064.111314.15800.53529170SOIL22.92427141.862.9353522

2312.952312.951943.6701943.671247.39759.86729170SOIL25.91887013.612.9355323

2258.172258.171896.6101896.611221.31743.9829170SOIL25.91886844.372.9355324

2196.212196.211846.601846.61193.59727.09429170SOIL25.679913284.35.8710125

2120.172120.171734.5401734.541131.47689.25229170SOIL29.22675821.252.6040126

2094.32094.31712.7801712.781119.41681.90529170SOIL29.22675748.752.6040127

2030.942030.941630.801630.81073.97654.22429170SOIL31.45125653.892.6041428

1989.551989.551596.4901596.491054.95642.6429170SOIL31.45125536.122.6041429

1949.611949.611563.3601563.361036.58631.45129170SOIL31.45385422.582.6041430

1923.111923.111541.3901541.391024.41624.03329170SOIL31.45385347.172.6041431

1881.491881.491493.8901493.89998.075607.99329170SOIL32.51795788.112.8627632

1848.321848.321466.601466.6982.948598.77829170SOIL32.51795683.642.8627633

1805.851805.851423.7401423.74959.192584.30729170SOIL33.18265573.852.8627834

1768.411768.411393.0701393.07942.194573.95229170SOIL33.18265455.42.8627835

1746.361746.361386.601386.6938.604571.76529170SOIL32.17875262.682.8156936

2432.192432.191952.2501952.251252.15762.76729170SOIL32.17875173.22.8156937

1710.621710.621373.4601373.46931.322567.32929170SOIL30.72284724.822.606838

1696.911696.911362.0401362.04924.992563.47329170SOIL30.72284685.962.606839

1708.231708.231388.1101388.11939.444572.27729170SOIL29.22154909.582.7396240

1708.521708.521388.3601388.36939.582572.36129170SOIL29.22154910.452.7396241

1724.021724.021413.0801413.08953.285580.70829170SOIL28.16684381.612.4390842

1731.281731.281419.2301419.23956.69582.78329170SOIL28.16684400.522.4390843

1615.741615.741209.1901209.19840.262511.85929170SOIL38.45891449.280.80696644

1590.641590.641154.4501154.45901.52549.17530235FILL38.45894238.022.4371345

1482.311482.311069.7701069.77852.634519.39530235FILL38.45893937.322.4371346

1298.231298.23873.7320873.732739.45450.44730235FILL43.30084108.992.8410547

1121.041121.04740.6570740.657662.618403.64430235FILL43.30083517.322.8410548

853.952853.952518.9280518.928534.604325.66230235FILL45.81184356.094.6536549

624.774624.774318.6130318.613418.951255.2130235FILL50.186813.391.2845850

Interslice Data



SECTION D CALC.slim



[lbs]


[lbs]


[ft]

X coordinate

[ft]

Slice Number

000962.34310.4311

22.2609175.801429.482963.05713.83342

22.2609402.61983.577963.77217.23583

22.2609906.3572214.23965.27124.04084

22.26091326.123239.71966.04728.22385

22.26081805.884411.78966.82332.40686

22.26092215.555412.58967.80636.597

22.26082659.716497.69968.78940.77328

22.26092787.996811.07969.74843.6459

22.26082916.667125.42970.70646.516810

22.26092962.887238.33971.92349.73611

22.26093005.237341.79973.1452.955112

22.26082985.317293.13974.44856.19613

22.26096078.8514850.6975.75659.436814

22.26086114.8814938.7976.62761.781315

22.26096149.1715022.4977.49764.125716

22.26086250.6615270.4978.28566.470117

22.26096352.2315518.5979.07368.814518

22.26096528.2915948.6979.81771.249519

22.26086704.9316380.2980.5673.684520

22.26096656.2316261.2982.49878.56821

22.26096565.7716040.2983.73981.503322

22.26096477.8615825.4984.98184.438723

22.26096255.0515281.1986.40787.374224

22.26086040.6314757.3987.83490.309825

22.26085652.513809.1990.65796.180826

22.26095352.0613075.1992.11498.784827

22.26095056.7712353.7993.571101.38928

22.26094690.2511458.3995.163103.99329

22.26084333.7610587.4996.756106.59730

22.26083986.859739.9998.349109.20131

22.26093646.378908.1999.942111.80532

22.26083242.157920.591001.77114.66833

22.26092847.536956.531003.59117.53134

22.26092440.565962.291005.46120.39435

22.26092044.964995.841007.34123.25636

22.26091697.764147.631009.11126.07237

22.26093393.098289.321010.88128.88838

22.26083126.917639.061012.43131.49539

22.26092863.876996.441013.98134.10140

22.26082634.276435.541015.51136.84141

22.26082404.615874.481017.04139.58142

22.26092228.425444.041018.35142.0243

22.26092051.015010.621019.66144.45944

22.26081902.684648.261020.3145.26645

22.26091535.293750.711022.23147.70346

22.26091205.32944.551024.17150.1447

22.2608771.0991883.81026.84152.98148

22.2608428.3611046.491029.52155.82249

22.260931.206776.2381034.31160.47650

0001035.85161.7651

Entity Information

Distributed Load


SECTION D CALC.slim

YX

991.67159

975.61159

973.2559

Distributed Load

YX

1023.63128

1011.36128

1008.82128

Tension Crack

YX

1014.33118.438

1022.49133.565

1030.68148.224

1035.79161.143

1037.03173.124

1037.03188.351

External Boundary

YX

9300

930192.917

1041.03192.917

1041.03190.02

1041.03185.448

1041.03172.917

1039.71160.184

1034.3146.506

1026131.64

1024.03128

1013.31108.142

100693.0146

99869.9169

991.81959

985.4947.8212

971.25524.0511

96613.9016

963.39511.768

962.47610.7305

962.1159.9172

961.8569.33256

961.140

Material Boundary

YX

962.1159.9172

965.22824.0511

969.33648.8284

973.2559

982.93484.1616

1002.56116.312

1008.82128

1024.71157.657

1032.02172.917

1041.03190.02


SECTION D CALC.slim

Material Boundary

YX

963.39511.768

966.25524.0511

971.29547.2981

975.61159

984.89384.1616

1004.52114.781

1011.36128

1026.71157.657

1034.41172.917

1041.03185.448

Material Boundary

YX

96559

973.2559

975.61159

991.81959

Material Boundary

YX

1000128

1008.82128

1011.36128

1024.03128


SECTION D CALC.slim

0.00 lbs/ft2

1110.00 lbs/ft2

0.00 lbs/ft2

912.00 lbs/ft2



Phi(deg)




GROSS STABILITY --> SECTION D


0.202

Safety Factor0.0000.2500.5000.7501.0001.2501.5001.7502.0002.2502.5002.7503.0003.2503.5003.7504.0004.2504.5004.7505.0005.2505.5005.7506.000+

1060

1040

1020

1000

980

960

940

0 20 40 60 80 100 120 140 160 180



Project Summary


General Settings


daysTime Units:



Right to LeftFailure Direction:

Analysis Options



Spencer

50Number of slices:

0.005Tolerance:












Random Numbers



Surface Options


SECTION D CALC.slim




50Number of Nests:






Seismic Loading




Loading


Distributed Load 1


0Magnitude 1 [psf]:



Distributed Load 2


0Magnitude 1 [psf]:



Tension Crack

Water level: dry

Materials


Color






000Ru Value

Global Minimums

Method: spencer


SECTION D CALC.slim

1.042730FS

14.712, 1153.985Axis Location:







145153 lbResisting Horizontal Force:

139205 lbDriving Horizontal Force:





Method: spencer

YX

962.70510.989

963.80516.9852

965.26224.2121

966.47531.4422

967.79336.9671

969.69443.8886

972.12850.8574

974.69257.3063

977.14563.3885

979.8770.7764

981.31275.0925

983.06979.3964

985.9787.0339

990.62794.6745

995.027102.331

999.16109.988

1002.72116.046

1005.09120.094

1007.65124.143

1010.08128.19

1012.44132.379

1015.64138.415

1017.73142.64

1019.84146.288

1022.38150.704

1025.3155.12

1029.05158.805

1033.08162.499

1035.78165.057

1036.24165.503

1040.26165.504


Method: spencer



Error Codes:


SECTION D CALC.slim

Error Code ‐106 reported for 9 surfacesError Code ‐108 reported for 50 surfacesError Code ‐109 reported for 263 surfacesError Code ‐111 reported for 648 surfacesError Code ‐112 reported for 239 surfacesError Code ‐114 reported for 180 surfacesError Code ‐121 reported for 557 surfacesError Code ‐124 reported for 45 surfacesError Code ‐1000 reported for 4974 surfaces

Error Codes



Slice Data



SECTION D CALC.slim




Pore Pressure [psf]



Shear Stress [psf]

Base Friction Angle

[degrees]

Base Cohesion

[psf]

Base Material

Angle of Slice Base

[degrees]

Weight [lbs]

Width [ft]

Slice Number

307.909307.909253.2910253.291310.401297.68129170SOIL10.397524.0072.998131

593.032593.032513.0740513.074454.401435.7829170SOIL10.3971308.762.998132

711.051711.051612.5390612.539509.536488.65629170SOIL11.39791334.672.408963

820.171820.171711.0980711.098564.167541.04829170SOIL11.39791579.452.408964

929.351929.351809.7090809.709618.83593.47129170SOIL11.39791824.372.408965

1088.561088.56974.2710974.271710.047680.9529170SOIL9.527222118.622.410036

1241.311241.311114.5201114.52787.787755.50429170SOIL9.527222452.372.410037

1394.071394.071254.7601254.76865.527830.05929170SOIL9.527222786.122.410038

1462.671462.671263.5801263.58870.413834.74429170SOIL13.41463569.572.762469

1602.321602.321387.5201387.52939.113900.62929170SOIL13.41463939.042.7624610

1706.591706.591450.0701450.07973.785933.8829170SOIL15.35945428.343.4607311

1860.71860.71584.5401584.541048.331005.3729170SOIL15.35945952.733.4607312

1902.31902.31556.4801556.481032.77990.44729170SOIL19.2476465.393.4844213

2010.532010.531647.7601647.761083.371038.9729170SOIL19.2476855.313.4844214

2034.142034.141625.6301625.631071.11027.2129170SOIL21.68686625.163.2244215

2102.982102.981682.4601682.461102.61057.4229170SOIL21.68686861.713.2244216

3943.463943.463193.1103193.111939.981860.4829170SOIL21.96466685.063.0411117

2224.392224.391777.5401777.541155.31107.9629170SOIL21.96466888.823.0411118

2333.722333.721900.8701900.871223.671173.5329170SOIL20.24655741.172.4626519

2395.922395.921952.8701952.871252.491201.1629170SOIL20.24655901.532.4626520

2453.92453.92001.3502001.351279.361226.9329170SOIL20.24656051.022.4626521

2522.762522.762096.1602096.161331.921277.3429170SOIL18.46810668.94.3160922

2397.282397.281914.9701914.971231.491181.0229170SOIL22.213910577.44.3038823

2413.542413.541956.5301956.531254.521203.1129170SOIL20.79959286.583.8187624

2395.842395.841941.8101941.811246.361195.2929170SOIL20.79959215.353.8187625

2083.832083.831498.8201498.821000.81959.79929170SOIL31.36276002.12.5468726

2007.942007.941441.5101441.51969.041929.33129170SOIL31.36275772.152.5468727

1940.41940.41390.501390.5940.765902.21329170SOIL31.36275567.482.5468728

1928.271928.271405.3101405.31948.975910.08729170SOIL29.88288181.933.8282829

1886.981886.981373.6801373.68931.445893.27529170SOIL29.88287996.843.8282830

1887.271887.271398.1201398.12944.992906.26729170SOIL28.35765243.522.5524731

1869.181869.181384.0601384.06937.198898.79329170SOIL28.35765190.332.5524732

1855.481855.481373.4201373.42931.3893.13629170SOIL28.35765150.072.5524733

1805.591805.591302.601302.6892.04855.48529170SOIL30.45436075.913.0288834

1788.421788.421289.5101289.51884.785848.52729170SOIL30.45436014.63.0288835

1773.991773.991281.0701281.07880.111844.04529170SOIL30.28467954.754.0479236

1707.711707.711199.7601199.76835.036800.81729170SOIL32.38677812.674.0483337

2571.442571.441875.9901875.991209.881160.329170SOIL30.93737652.754.0478538

1707.231707.231242.4101242.41858.676823.48829170SOIL29.44277830.054.1886639

1736.161736.161287.4301287.43883.632847.42229170SOIL27.90265646.093.0182240

1746.531746.531295.5201295.52888.117851.72329170SOIL27.90265681.943.0182241

1797.681797.681359.5701359.57923.619885.7729170SOIL26.31758052.14.2240742

1740.271740.271259.2901259.29868.038832.46729170SOIL30.01817005.023.6486243

1696.941696.941227.1101227.11850.2815.3629170SOIL29.95138246.794.4153944

1533.381533.381055.4601055.46755.053724.11229170SOIL33.42497678.134.41645

1326.751326.75753.5140753.514587.68563.59729170SOIL45.4859329.1380.19895946

1264.371264.37662.2140662.214617.329592.03130235FILL45.48595233.133.4862447

996.543996.543467.6590467.659505.003484.30830235FILL47.51914267.33.6944948

708.76708.76296.7970296.797406.356389.70430235FILL46.59051936.522.5578849

547.42547.42202.460202.46351.89337.4730235FILL45.6289252.2140.44538450

Interslice Data



SECTION D CALC.slim



[lbs]


[lbs]


[ft]

X coordinate

[ft]

Slice Number

000962.70510.9891

32.4001411.178647.91963.25513.98712

32.4001893.9991408.71963.80516.98523

32.40021281.682019.59964.29119.39424

32.40011687.752659.46964.77621.80325

32.40012112.233328.33965.26224.21216

32.40012632.754148.53965.66726.62227

32.40013188.585024.38966.07129.03228

32.40013779.745955.89966.47531.44229

32.40014258.216709.84967.13434.204710

32.40014753.087489.63967.79336.967111

32.40015234.858248.77968.74440.427912

32.40015725.389021.72969.69443.888613

32.40015886.489275.57970.91147.37314

32.40016034.499508.8972.12850.857415

32.40015965.79400.4973.4154.081916

32.40015882.199268.81974.69257.306317

32.400211210.517664.8975.91960.347418

32.400111083.617464.9977.14563.388519

32.411087.117470.5978.05465.851120

32.400211083.417464.5978.96268.313821

32.400111072.817447.9979.8770.776422

32.400111288.717788.1981.31275.092523

32.400111024.717372.1983.06979.396424

32.410950.817255.7984.5283.215225

32.410880.617145.1985.9787.033926

32.40011018716052.1987.52389.580827

32.40029530.0715016.9989.07592.127728

32.48905.7514033.2990.62794.674529

32.40018107.5612775.4992.82798.502830

32.40027336.3711560.2995.027102.33131

32.46910.8210889.7996.405104.88432

32.40026492.2710230.1997.782107.43633

32.40016079.019578.94999.16109.98834

32.40015473.468624.761000.94113.01735

32.40014877.187685.181002.72116.04636

32.40014105.286468.871005.09120.09437

32.40013207.455054.121007.65124.14338

32.40015969.69406.551010.08128.1939

32.40015292.198339.131012.44132.37940

32.40014886.877700.441014.04135.39741

32.40014476.997054.581015.64138.41542

32.40014018.216331.661017.73142.6443

32.40013364.385301.391019.84146.28844

32.40012612.154116.071022.38150.70445

32.41706.322688.731025.3155.1246

32.41638.572581.971025.5155.31947

32.4001788.2751242.121029.05158.80548

32.4001180.127283.8341033.08162.49949

32.400155.605187.61921035.78165.05750

0001036.24165.50351

Entity Information

Distributed Load


SECTION D CALC.slim

YX

991.67159

975.61159

973.2559

Distributed Load

YX

1023.63128

1011.36128

1008.82128

Tension Crack

YX

1014.33118.438

1022.49133.565

1030.68148.224

1035.79161.143

1037.03173.124

1037.03188.351

External Boundary

YX

9300

930192.917

1041.03192.917

1041.03190.02

1041.03185.448

1041.03172.917

1039.71160.184

1034.3146.506

1026131.64

1024.03128

1013.31108.142

100693.0146

99869.9169

991.81959

985.4947.8212

971.25524.0511

96613.9016

963.39511.768

962.47610.7305

962.1159.9172

961.8569.33256

961.140

Material Boundary

YX

962.1159.9172

965.22824.0511

969.33648.8284

973.2559

982.93484.1616

1002.56116.312

1008.82128

1024.71157.657

1032.02172.917

1041.03190.02


SECTION D CALC.slim

Material Boundary

YX

963.39511.768

966.25524.0511

971.29547.2981

975.61159

984.89384.1616

1004.52114.781

1011.36128

1026.71157.657

1034.41172.917

1041.03185.448

Material Boundary

YX

96559

973.2559

975.61159

991.81959

Material Boundary

YX

1000128

1008.82128

1011.36128

1024.03128


SECTION D CALC.slim

1.5861.586

0.00 lbs/ft2

1020.00 lbs/ft2

0.00 lbs/ft2

600.00 lbs/ft2

1.5861.586



Phi(deg)




GROSS STABILITY --> SECTION E


1060

1040

1020

1000

980

960

940

-20 0 20 40 60 80 100 120 140 160



Project Summary



General Settings


daysTime Units:




Analysis Options



Spencer

50Number of slices:

0.005Tolerance:












Random Numbers



Surface Options


SECTION E CALC.slim












Seismic Loading



Loading


Distributed Load 1


0Magnitude 1 [psf]:



Distributed Load 2


0Magnitude 1 [psf]:



Tension Crack

Water level: dry

Materials


Color






000Ru Value

Global Minimums

Method: spencer


SECTION E CALC.slim

1.586140FS

127.222, 1060.634Center:

92.006Radius:













Method: spencer



Slice Data



SECTION E CALC.slim




Pore Pressure [psf]



Shear Stress [psf]

Base Friction Angle

[degrees]

Base Cohesion

[psf]

Base Material

Angle of Slice Base

[degrees]

Weight [lbs]

Width [ft]

Slice Number

620.852620.852301.4290301.429409.03257.87830235FILL‐51.0852692.2931.028581

1023.631023.63589.9650589.965575.617362.90430235FILL‐50.0763777.3111.028582

752.45752.45409.4850409.485471.416297.2130235FILL‐49.0882855.6261.028583

812.571812.571460.4220460.422500.824315.7530235FILL‐48.1194928.2911.028584

869.305869.305509.450509.45529.131333.59730235FILL‐47.1686995.6231.028585

922.793922.793556.5890556.589556.347350.75530235FILL‐46.23451057.911.028586

973.155973.155601.8520601.852582.479367.23130235FILL‐45.3161115.391.028587

1020.51020.5645.2530645.253607.537383.02930235FILL‐44.41221168.321.028588

1064.931064.93686.8020686.802631.525398.15230235FILL‐43.52211216.91.028589

1106.521106.52726.510726.51654.45412.60530235FILL‐42.6451261.311.0285810

1145.351145.35764.3810764.381676.314426.3930235FILL‐41.78011301.741.0285811

1181.491181.49800.420800.42697.121439.50830235FILL‐40.92671338.351.0285812

1215.011215.01834.6310834.631716.874451.96130235FILL‐40.08431371.281.0285813

1245.951245.95867.0220867.022735.573463.7530235FILL‐39.25211400.661.0285814

1274.361274.36897.580897.58753.22474.87630235FILL‐38.42961426.641.0285815

1300.311300.31926.3260926.326769.813485.33730235FILL‐37.61651449.311.0285816

1323.811323.81953.2390953.239785.354495.13530235FILL‐36.81211468.81.0285817

1344.921344.92978.330978.33799.839504.26830235FILL‐36.01611485.191.0285818

1363.651363.651001.5801001.58813.266512.73330235FILL‐35.22811498.591.0285819

1380.061380.061023.0101023.01825.634520.5330235FILL‐34.44761509.081.0285820

1394.981394.981043.2601043.26837.322527.89930235FILL‐33.67441517.691.0285821

1408.481408.481062.3601062.36848.353534.85430235FILL‐32.90811524.531.0285822

1419.731419.731079.6401079.64858.33541.14430235FILL‐32.14831528.691.0285823

1428.771428.771095.0901095.09867.248546.76630235FILL‐31.39481530.241.0285824

1435.591435.591108.6901108.69875.101551.71730235FILL‐30.64741529.241.0285825

1440.221440.221120.4301120.43881.883555.99330235FILL‐29.90561525.751.0285826

1442.661442.661130.3101130.31887.586559.58930235FILL‐29.16941519.821.0285827

1442.941442.941138.3101138.31892.204562.530235FILL‐28.43841511.521.0285828

1441.051441.051144.4101144.41895.727564.72130235FILL‐27.71241500.881.0285829

1437.011437.011148.601148.6898.147566.24730235FILL‐26.99121487.961.0285830

1430.821430.821150.8701150.87899.455567.07230235FILL‐26.27461472.81.0285831

1422.481422.481151.1901151.19899.64567.18830235FILL‐25.56241455.441.0285832

141214121149.5501149.55898.693566.59130235FILL‐24.85441435.921.0285833

1399.381399.381145.9301145.93896.601565.27230235FILL‐24.15051414.281.0285834

1384.621384.621140.301140.3893.352563.22430235FILL‐23.45041390.551.0285835

1367.71367.71132.6501132.65888.935560.43930235FILL‐22.7541364.771.0285836

1348.641348.641122.9501122.95883.335556.90930235FILL‐22.06111336.961.0285837

1327.431327.431111.1701111.17876.539552.62430235FILL‐21.37161307.171.0285838

1304.051304.051097.301097.3868.531547.57530235FILL‐20.68531275.411.0285839

1278.511278.511081.3101081.31859.296541.75330235FILL‐20.00221241.721.0285840

1250.81250.81063.1601063.16848.817535.14630235FILL‐19.3221206.121.0285841

1220.891220.891042.8201042.82837.077527.74530235FILL‐18.64461168.631.0285842

1188.791188.791020.2801020.28824.059519.53730235FILL‐17.96991129.271.0285843

1154.471154.47995.4830995.483809.742510.51130235FILL‐17.29771088.081.0285844

1117.971117.97968.4460968.446794.131500.66930235FILL‐16.6281045.111.0285845

1079.631079.63939.4540939.454777.392490.11630235FILL‐15.96071000.741.0285846

1039.121039.12908.1960908.196759.347478.73930235FILL‐15.2955954.6781.0285847

1820.841820.841627.4901627.491174.63740.5630235FILL‐14.6325905.581.0285848

900.992900.992792.3720792.372692.476436.57930235FILL‐13.9714808.1821.0285849

466.985466.985397.6780397.678464.599292.91230235FILL‐13.3123382.3771.0285850

Interslice Data



SECTION E CALC.slim



[lbs]


[lbs]


[ft]

X coordinate

[ft]

Slice Number

0001003.4855.12221

25.729157.4013119.1161002.256.15082

25.729‐250.54‐519.9091000.9857.17933

25.729‐163.461‐339.207999.78958.20794

25.7292‐65.2529‐135.409998.64259.23655

25.729141.99187.1377997.53260.26516

25.729156.38324.513996.45861.29377

25.7291276.206573.169995.41862.32228

25.7291399.918829.89994.4163.35089

25.729526.111091.76993.43464.379410

25.729653.5031356.12992.48665.40811

25.7291780.9331620.55991.56766.436612

25.7291907.3421882.87990.67567.465213

25.72921031.772141.07989.8168.493714

25.72911153.332393.33988.96969.522315

25.72911271.242638.01988.15370.550916

25.72911384.772873.6987.36171.579517

25.72911493.273098.76986.59172.608118

25.72921596.163312.26985.84373.636719

25.72921692.93513.01985.11774.665220

25.7291783.023700.04984.41175.693821

25.72911866.213872.67983.72676.722422

25.72911942.194030.34983.0677.75123

25.7292010.614172.33982.41478.779624

25.72912071.194298.03981.78679.808125

25.72912123.674406.93981.17780.836726

25.72912167.844498.59980.58581.865327

25.72912203.534572.66980.01182.893928

25.7292230.624628.88979.45483.922529

25.72912249.024667.06978.91484.951130

25.72912258.674687.08978.3985.979631

25.72912259.564688.92977.88287.008232

25.72912251.694672.6977.3988.036833

25.7292235.134638.24976.91389.065434

25.72912209.974586.02976.45290.09435

25.72912176.324516.19976.00691.122536

25.72912134.334429.06975.57592.151137

25.72912084.214325.04975.15893.179738

25.72912026.164204.58974.75594.208339

25.72911960.444068.2974.36795.236940

25.72911887.343916.51973.99396.265541

25.72911807.183750.17973.63297.29442

25.72921720.323569.91973.28598.322643

25.72911627.143376.56972.95199.351244

25.72911528.073170.97972.631100.3845

25.72921423.572954.11972.324101.40846

25.72911314.112726.97972.03102.43747

25.72911200.222490.63971.748103.46648

25.7291231.558480.518971.48104.49449

25.7291113.142234.786971.224105.52350

000970.98106.55151

Entity Information

Distributed Load


SECTION E CALC.slim

YX

1006.6557.126

992.98557.126

990.45757.126

Distributed Load

YX

977.954104.3

970.614104.3

Tension Crack

YX

1020.385.21056

1020.311.1508

1019.9317.5637

1012.2133.5656

1009.0742.9448

1006.0450.4559

1004.5153.4588

1003.1855.5987

External Boundary

YX

9400

940121.406

945.068121.406

947.597121.406

970.477121.406

970.98106.551

976.614105.551

978104.3

980100.992

995.38775.7033

1006.9457.126

100855.427

1009.6952.1145

1012.8244.3285

1015.9235.0757

1023.8718.588

1024.311.2923

1024.338.91058

1024.440.0486169

Material Boundary

YX

1024.338.91058

1005.935.0757

990.45757.126

98072.0603

957.678103.509

957.121104.3

945.068121.406

Material Boundary


SECTION E CALC.slim

YX

1023.6313.4967

1008.4235.0757

992.98557.126

982.52972.0603

960.207103.509

959.65104.3

947.597121.406

Material Boundary

YX

1024.311.2923

1023.6313.4967

Material Boundary

YX

950.219104.3

957.121104.3

959.65104.3

978104.3

Material Boundary

YX

978.08157.126

990.45757.126

992.98557.126

1006.9457.126


SECTION E CALC.slim

0.00 lbs/ft2

1020.00 lbs/ft2

0.00 lbs/ft2

600.00 lbs/ft2Material Name ColorUnit Weight(lbs/ 3)


Phi(deg)






1080

1060

1040

1020

1000

980

960

940

-20 0 20 40 60 80 100 120 140 160



Project Summary



General Settings


daysTime Units:




Analysis Options



Spencer

50Number of slices:

0.005Tolerance:












Random Numbers



Surface Options


SECTION E CALC.slim














Seismic Loading



Loading


Distributed Load 1


0Magnitude 1 [psf]:



Distributed Load 2


0Magnitude 1 [psf]:



Tension Crack

Water level: dry

Materials


Color






000Ru Value

Global Minimums

Method: spencer


SECTION E CALC.slim

1.738110FS

113.505, 1088.536Axis Location:













Method: spencer

YX

1017.8821.8062

1009.2530.3182

1005.935.0757

990.45757.126

98072.0603

971.42484.1451

971.623106.437


Method: spencer



Error Codes:

Error Code ‐108 reported for 43 surfacesError Code ‐111 reported for 728 surfacesError Code ‐112 reported for 23 surfacesError Code ‐124 reported for 9 surfaces

Error Codes


‐108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number).‐111 = safety factor equation did not converge‐112 = The coefficient M‐Alpha = cos(alpha)(1+tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone.‐124 = A slice has a width less than the minimum acceptable value.

Slice Data



SECTION E CALC.slim




Pore Pressure [psf]



Shear Stress [psf]

Base Friction Angle

[degrees]

Base Cohesion

[psf]

Base Material

Angle of Slice Base

[degrees]

Weight [lbs]

Width [ft]

Slice Number

569.496569.496323.3870323.387421.707242.62430235FILL‐45.4086212.1570.3492221

602.165602.165380.0180380.018380.648219.00129170SOIL‐45.40861104.681.632562

693.909693.909449.3370449.337419.073241.10829170SOIL‐45.40861289.781.632563

785.659785.659518.6620518.662457.498263.21629170SOIL‐45.40861474.891.632564

877.404877.404587.9830587.983495.923285.32329170SOIL‐45.40861659.991.632565

969.15969.15657.3040657.304534.348307.4329170SOIL‐45.40861845.11.632566

1108.361108.36848.7340848.734640.461368.48129170SOIL‐35.16821919.71.585867

1149.811149.81882.580882.58659.223379.27629170SOIL‐35.16821994.651.585868

1191.271191.27916.4310916.431677.986390.07129170SOIL‐35.16822069.61.585869

1252.871252.87968.1970968.197706.68406.5829170SOIL‐34.99872524.031.8375210

1331.821331.821032.7301032.73742.453427.16129170SOIL‐34.99872689.21.8375211

1410.771410.771097.2701097.27778.226447.74329170SOIL‐34.99872854.371.8375212

1489.711489.711161.801161.8813.999468.32429170SOIL‐34.99873019.541.8375213

1568.661568.661226.3401226.34849.772488.90629170SOIL‐34.99873184.721.8375214

1640.811640.811285.3201285.32882.465507.71529170SOIL‐34.99873335.671.8375215

1705.151705.151337.9201337.92911.622524.4929170SOIL‐34.99873470.291.8375216

1769.491769.491390.5101390.51940.775541.26329170SOIL‐34.99873604.91.8375217

1833.831833.831443.1101443.11969.927558.03529170SOIL‐34.99873739.51.8375218

1892.041892.041490.701490.7996.306573.21229170SOIL‐34.99873861.31.8375219

1934.11934.11525.0701525.071015.36584.17529170SOIL‐34.99873949.281.8375220

3718.963718.962984.1302984.131824.131049.4929170SOIL‐34.99874013.741.8375221

1981.041981.041563.4501563.451036.63596.41529170SOIL‐34.99873655.111.6593722

1996.31996.31575.9201575.921043.55600.39229170SOIL‐34.99873683.931.6593723

2011.562011.561588.3901588.391050.46604.36929170SOIL‐34.99873712.751.6593724

2026.812026.811600.8601600.861057.37608.34629170SOIL‐34.99873741.581.6593725

2042.072042.071613.3301613.331064.28612.32329170SOIL‐34.99873770.41.6593726

2057.322057.321625.801625.81071.2616.329170SOIL‐34.99873799.221.6593727

2072.572072.571638.2701638.271078.11620.27729170SOIL‐34.99873828.041.6593728

2087.832087.831650.7401650.741085.02624.25529170SOIL‐34.99873856.871.6593729

2103.082103.081663.2101663.211091.93628.23129170SOIL‐34.99873885.691.6593730

2114.142114.141667.3701667.371094.24629.55629170SOIL‐35.36184075.111.7263931

2131.892131.891681.8501681.851102.26634.17329170SOIL‐35.36184110.091.7263932

2150.732150.731697.2101697.211110.78639.07329170SOIL‐35.36184147.231.7263933

2171.232171.231713.9201713.921120.04644.40229170SOIL‐35.36184187.621.7263934

2191.732191.731730.6401730.641129.31649.73529170SOIL‐35.36184228.041.7263935

2212.242212.241747.3701747.371138.58655.06829170SOIL‐35.36184268.471.7263936

2232.752232.751764.0901764.091147.85660.40129170SOIL‐35.36184308.891.7263937

2905.322905.322914.4802914.481785.521027.2829170SOIL0.5105864287.41.7580938

2743.962743.962752.6502752.651695.82975.66929170SOIL0.5105864045.031.7580939

2618.12618.12627.0902627.091751.751007.8530235FILL0.5105863689.121.7069240

2451.682451.682460.1702460.171655.38952.40230235FILL0.5105863448.091.7069241

2285.252285.252293.2402293.241559896.95130235FILL0.5105863207.061.7069242

2118.822118.822126.3202126.321462.63841.50630235FILL0.5105862966.031.7069243

1952.391952.391959.401959.41366.26786.06130235FILL0.51058627251.7069244

1785.961785.961792.4701792.471269.89730.61530235FILL0.5105862483.971.7069245

1619.541619.541625.5501625.551173.51675.16630235FILL0.5105862242.941.7069246

1453.131453.131458.6501458.651077.15619.72530235FILL0.5105862001.941.7069247

1287.391287.391292.4201292.42981.179564.50930235FILL0.5105861761.911.7069248

1620.391620.391626.4101626.411174.01675.45330235FILL0.5105861516.131.7069249

706.525706.525709.8310709.831644.82370.98930235FILL0.510586897.1671.7069250

Interslice Data



SECTION E CALC.slim



[lbs]


[lbs]


[ft]

X coordinate

[ft]

Slice Number

0001017.8821.80621

23.902213.177529.73361017.5322.15542

23.9022133.454301.1251015.8723.78793

23.9022288.594651.1811014.2225.42054

23.9023478.5971079.91012.5627.05315

23.9022703.4631587.291010.928.68566

23.9022963.1922173.341009.2530.31827

23.90231124.232536.71008.1331.9048

23.90221294.432920.741007.0133.48999

23.90221473.83325.471005.935.075710

23.90231694.43823.221004.6136.913311

23.90221935.014366.141003.3238.750812

23.90232195.654954.231002.0440.588313

23.90232476.35587.491000.7542.425814

23.90232776.976265.92999.46344.263315

23.90233095.946985.64998.17646.100916

23.90223431.227742.17996.8947.938417

23.90233782.828535.51995.60349.775918

23.90234150.739365.66994.31651.613419

23.90234533.410229.1993.0353.450920

23.90234926.7411116.6991.74355.288421

23.90232112.614766.86990.45757.12622

23.90222478.565592.6989.29558.785323

23.90222848.016426.22988.13360.444724

23.90223220.957267.72986.97162.104125

23.90223597.388117.1985.80963.763526

23.90223977.318974.37984.64765.422827

23.90224360.739839.51983.48667.082228

23.90234747.6510712.5982.32468.741629

23.90225138.0611593.5981.16270.40130

23.90235531.9612482.298072.060331

23.90225955.0813437978.77573.786732

23.90226382.5214401.5977.5575.513133

23.90226814.5615376.3976.32577.239534

23.90237251.5916362.4975.09978.965935

23.90227693.6117359.8973.87480.692336

23.90238140.6318368.4972.64982.418737

23.90238592.6419388.3971.42484.145138

23.90227771.1117534.7971.4485.903139

23.90236990.9715774.3971.45587.661240

23.90226210.0114012.2971.47189.368141

23.90235472.1612347.3971.48691.075142

23.90234777.4310779.7971.50192.78243

23.90234125.829309.45971.51694.488944

23.90233517.327936.44971.53196.195845

23.90232951.946660.72971.54797.902746

23.90232429.675482.28971.56299.609647

23.90221950.514401.12971.577101.31748

23.90221514.293416.83971.592103.02349

23.9023261.349589.705971.607104.7350

000971.623106.43751

Entity Information

Distributed Load


SECTION E CALC.slim

YX

1006.6557.126

992.98557.126

990.45757.126

Distributed Load

YX

977.954104.3

970.614104.3

Tension Crack

YX

1020.385.21056

1020.311.1508

1019.9317.5637

1012.2133.5656

1009.0742.9448

1006.0450.4559

1004.5153.4588

1003.1855.5987

Block Search Polyline

YX

957.121104.3

98072.0603

990.45757.126

1005.935.0757

1017.6318.4152

External Boundary

YX

9400

940121.406

945.068121.406

947.597121.406

970.477121.406

970.98106.551

976.614105.551

978104.3

980100.992

995.38775.7033

1006.9457.126

100855.427

1009.6952.1145

1012.8244.3285

1015.9235.0757

1023.8718.588

1024.311.2923

1024.338.91058

1024.440.0486169

Material Boundary


SECTION E CALC.slim

YX

1024.338.91058

1005.935.0757

990.45757.126

98072.0603

957.678103.509

957.121104.3

945.068121.406

Material Boundary

YX

1023.6313.4967

1008.4235.0757

992.98557.126

982.52972.0603

960.207103.509

959.65104.3

947.597121.406

Material Boundary

YX

1024.311.2923

1023.6313.4967

Material Boundary

YX

950.219104.3

957.121104.3

959.65104.3

978104.3

Material Boundary

YX

978.08157.126

990.45757.126

992.98557.126

1006.9457.126


SECTION E CALC.slim

0.00 lbs/ft2

1020.00 lbs/ft2

0.00 lbs/ft2



Phi(deg)






0.202

1010

6010

4010

2010

0098

096

094

0

-20 0 20 40 60 80 100 120 140 160



Project Summary



General Settings


daysTime Units:




Analysis Options



Spencer

50Number of slices:

0.005Tolerance:












Random Numbers



Surface Options


SECTION E CALC.slim




50Number of Nests:






Seismic Loading




Loading


Distributed Load 1


0Magnitude 1 [psf]:



Distributed Load 2


0Magnitude 1 [psf]:



Tension Crack

Water level: dry

Materials


Color






000Ru Value

Global Minimums

Method: spencer


SECTION E CALC.slim

1.057690FS

115.331, 1085.703Axis Location:













Method: spencer

YX

1019.2219.029

1015.623.0741

1012.5127.117

1010.0230.2595

1007.5233.402

1005.4136.5369

1002.9241.0425

1000.3745.5547

998.90448.0563

997.35750.5542

994.91954.2822

993.07856.954

991.14459.6258

989.11762.2976

987.33664.6242

985.62467.0813

984.11469.4448

982.7471.6681

981.11175.0528

979.24279.1134

978.03582.2878

976.82385.4685

975.66488.6576

974.80991.8549

973.91695.2261

973.16598.5974

972.119102.655

970.98106.551


Method: spencer



Error Codes:



SECTION E CALC.slim

Error Code ‐111 reported for 595 surfacesError Code ‐112 reported for 43 surfacesError Code ‐114 reported for 174 surfacesError Code ‐121 reported for 2504 surfacesError Code ‐124 reported for 382 surfacesError Code ‐1000 reported for 5542 surfaces

Error Codes



Slice Data



SECTION E CALC.slim




Pore Pressure [psf]



Shear Stress [psf]

Base Friction Angle

[degrees]

Base Cohesion

[psf]

Base Material

Angle of Slice Base

[degrees]

Weight [lbs]

Width [ft]

Slice Number

583.978583.978299.7750299.775336.168317.83229170SOIL‐41.80281307.942.022541

661.121661.121352.3030352.303365.285345.36129170SOIL‐41.80281529.122.022542

755.903755.903451.7450451.745420.407397.47729170SOIL‐37.42411715.562.021433

812.398812.398492.0690492.069442.758418.60829170SOIL‐37.42411869.042.021434

856.193856.193514.6420514.642455.272430.4429170SOIL‐38.43171563.291.571265

903.746903.746548.2290548.229473.888448.04129170SOIL‐38.43171664.961.571266

951.294951.294581.8060581.806492.5465.63729170SOIL‐38.43241766.631.571267

998.849998.849615.3930615.393511.118483.2429170SOIL‐38.43241868.31.571268

1087.51087.5723.3880723.388570.979539.83629170SOIL‐33.9991946.341.567439

1129.481129.48754.4090754.409588.174556.09329170SOIL‐33.9992031.11.5674310

1256.781256.78906.2990906.299672.37635.69729170SOIL‐28.86973075.432.2528211

1312.621312.62949.6140949.614696.381658.39829170SOIL‐28.86973227.022.2528212

1348.891348.89969.5340969.534707.422668.83729170SOIL‐29.56112241.171.5040813

1388.331388.33999.9410999.941724.276684.77229170SOIL‐29.56112313.321.5040814

1424.051424.051027.4801027.48739.54699.20329170SOIL‐29.56112378.681.5040815

1451.021451.021039.0101039.01745.93705.24429170SOIL‐30.29424078.072.5015816

1480.11480.11042.3601042.36747.793707.00629170SOIL‐31.76324242.282.4979117

1509.021509.021045.5101045.51749.538708.65629170SOIL‐33.18713292.641.8639718

1545.061545.061072.3501072.35764.415722.72129170SOIL‐33.18713378.271.8639719

1547.031547.031055.2601055.26754.938713.76129170SOIL‐34.56612466.861.3359120

1562.021562.021066.2701066.27761.047719.53729170SOIL‐34.56612492.851.3359121

4633.024633.023274.4203274.421985.041876.7729170SOIL‐35.90082512.961.3359122

1563.691563.691049.2701049.27751.621710.62529170SOIL‐35.90082537.061.3359123

1557.11557.11026.801026.8739.163698.84729170SOIL‐37.1922565.151.3359124

1575.021575.021039.6201039.62746.269705.56529170SOIL‐37.1922597.231.3359125

1596.171596.171051.4801051.48752.846711.78329170SOIL‐37.42514602.092.3265926

1668.841668.841140.3301140.33802.095758.34629170SOIL‐34.87384944.192.4570427

1726.371726.371216.3601216.36844.24798.19229170SOIL‐32.57684792.552.3635228

1746.951746.951244.7601244.76859.982813.07629170SOIL‐31.70124514.872.2232929

1882.671882.671441.5401441.54969.06916.20429170SOIL‐25.7097582.1750.28705530

1940.791940.791452.1601452.161073.41014.8630235FILL‐25.70973114.741.5488631

1915.161915.161431.8701431.871061.691003.7830235FILL‐25.70973069.551.5488632

1909.511909.511444.4401444.441068.951010.6430235FILL‐24.71043951.012.0302633

1873.411873.411415.5901415.591052.29994.89530235FILL‐24.71043868.722.0302634

1939.221939.221536.0101536.011121.811060.6330235FILL‐20.81512953.971.5872435

1893.41893.41498.0601498.061099.91039.9130235FILL‐20.81512876.911.5872436

1846.111846.111457.9701457.971076.761018.0330235FILL‐20.87012805.451.5903537

1800.461800.461420.1801420.181054.94997.40330235FILL‐20.87012728.451.5903538

1777.111777.111415.6601415.661052.33994.93430235FILL‐19.96562655.291.5945539

1727.011727.011373.8601373.861028.2972.11430235FILL‐19.96562571.761.5945540

1809.431809.431527.1701527.171116.711055.830235FILL‐14.96772478.071.5986441

1733.491733.491460.901460.91078.451019.6330235FILL‐14.96772361.261.5986442

1658.671658.671397.5101397.511041.85985.02630235FILL‐14.84952362.781.6856143

1577.921577.921326.9601326.961001.12946.51630235FILL‐14.84952232.071.6856144

1556.211556.211343.4101343.411010.62955.49530235FILL‐12.55522093.281.6856145

1461.581461.581259.0401259.04961.908909.44230235FILL‐12.55521946.411.6856146

1315.781315.781103.3701103.37872.033824.46930235FILL‐14.44672157.682.0289247

1216.11216.11015.9801015.98821.578776.76630235FILL‐14.44671964.872.0289248

2128.082128.081778.9901778.991262.11193.2630235FILL‐16.30671712.231.9481149

760.047760.047599.340599.34581.03549.33930235FILL‐16.30671085.661.9481150

Interslice Data



SECTION E CALC.slim



[lbs]


[lbs]


[ft]

X coordinate

[ft]

Slice Number

0001019.2219.0291

37.7914126.803163.5241017.4121.05152

37.7915318.742411.0461015.623.07413

37.7915506.279652.8921014.0625.09554

37.7914733.099945.3971012.5127.1175

37.7915951.0721226.491011.2628.68826

37.79141195.991542.341010.0230.25957

37.79151467.881892.961008.7731.83078

37.79151766.712278.331007.5233.4029

37.79152008.472590.11006.4734.969410

37.79142269.172926.31005.4136.536911

37.79142513.283241.11004.1738.789712

37.79152783.23589.181002.9241.042513

37.79152995.5338631002.0742.546614

37.79143220.694153.371001.2244.050715

37.79143457.474458.721000.3745.554716

37.79153905.685036.72998.90448.056317

37.79144450.785739.68997.35750.554218

37.79144930.646358.51996.13852.418219

37.79155428.967001.13994.91954.282220

37.79155829.137517.18993.99955.618121

37.79146235.248040.91993.07856.95422

37.79152558.973300.01992.11158.289923

37.79143007.063877.88991.14459.625824

37.79153492.054503.31990.1360.961725

37.79143985.185139.25989.11762.297626

37.79144873.586284.92987.33664.624227

37.79155717.347373.02985.62467.081328

37.79156429.568291.49984.11469.444829

37.79157060.459105.08982.7471.668130

37.79157102.199158.91982.60271.955131

37.79147210.939299.14981.85773.50432

37.79147314.159432.26981.11175.052833

37.79157388.369527.95980.17777.083134

37.79147453.579612.05979.24279.113435

37.79157329.569452.12978.63980.700636

37.79157201.219286.6978.03582.287837

37.79157070.79118.29977.42983.878238

37.79146935.798944.33976.82385.468539

37.79146757.48714.28976.24387.063140

37.79156575.378479.52975.66488.657641

37.79146160.827944.93975.23790.256342

37.79145750.857416.24974.80991.854943

37.79155317.746857.7974.36293.540544

37.79144890.046306.15973.91695.226145

37.79144360.065622.69973.5496.911846

37.79143842.714955.52973.16598.597447

37.79153330.764295.31972.642100.62648

37.79152828.243647.26972.119102.65549

37.7915394.507508.751971.549104.60350

000970.98106.55151

Entity Information

Distributed Load


SECTION E CALC.slim

YX

1006.6557.126

992.98557.126

990.45757.126

Distributed Load

YX

977.954104.3

970.614104.3

Tension Crack

YX

1020.385.21056

1020.311.1508

1019.9317.5637

1012.2133.5656

1009.0742.9448

1006.0450.4559

1004.5153.4588

1003.1855.5987

External Boundary

YX

9400

940121.406

945.068121.406

947.597121.406

970.477121.406

970.98106.551

976.614105.551

978104.3

980100.992

995.38775.7033

1006.9457.126

100855.427

1009.6952.1145

1012.8244.3285

1015.9235.0757

1023.8718.588

1024.311.2923

1024.338.91058

1024.440.0486169

Material Boundary

YX

1024.338.91058

1005.935.0757

990.45757.126

98072.0603

957.678103.509

957.121104.3

945.068121.406

Material Boundary


SECTION E CALC.slim

YX

1023.6313.4967

1008.4235.0757

992.98557.126

982.52972.0603

960.207103.509

959.65104.3

947.597121.406

Material Boundary

YX

1024.311.2923

1023.6313.4967

Material Boundary

YX

950.219104.3

957.121104.3

959.65104.3

978104.3

Material Boundary

YX

978.08157.126

990.45757.126

992.98557.126

1006.9457.126


SECTION E CALC.slim

0.00 lbs/ft2

1020.00 lbs/ft2

0.00 lbs/ft2



Phi(deg)






0.202

1080

1060

1040

1020

1000

980

960

940

-20 0 20 40 60 80 100 120 140 160



Project Summary



General Settings


daysTime Units:




Analysis Options



Spencer

50Number of slices:

0.005Tolerance:












Random Numbers



Surface Options


SECTION E CALC.slim












Seismic Loading




Loading


Distributed Load 1


0Magnitude 1 [psf]:



Distributed Load 2


0Magnitude 1 [psf]:



Tension Crack

Water level: dry

Materials


Color






000Ru Value

Global Minimums

Method: spencer


SECTION E CALC.slim

1.074060FS

183.075, 1218.235Center:

258.826Radius:













Method: spencer



Slice Data



SECTION E CALC.slim




Pore Pressure [psf]



Shear Stress [psf]

Base Friction Angle

[degrees]

Base Cohesion

[psf]

Base Material

Angle of Slice Base

[degrees]

Weight [lbs]

Width [ft]

Slice Number

578.035578.035312.4060312.406343.17319.50729170SOIL‐39.73911154.451.851141

684.958684.958391.1470391.147386.816360.14429170SOIL‐39.20821411.31.851142

748.245748.245439.8040439.804413.787385.25529170SOIL‐38.68131558.941.851143

809.455809.455487.4310487.431440.187409.83529170SOIL‐38.15821699.921.851144

868.645868.645534.0360534.036466.022433.88829170SOIL‐37.63891834.441.851145

925.842925.842579.6140579.614491.286457.4129170SOIL‐37.12321962.641.851146

981.063981.063624.1480624.148515.971480.39329170SOIL‐36.6112084.661.851147

1034.331034.33667.6290667.629540.072502.83229170SOIL‐36.10212200.61.851148

1085.661085.66710.040710.04563.581524.7229170SOIL‐35.59662310.61.851149

1128.021128.02745.4330745.433583.2542.98629170SOIL‐35.16821689.181.3028410

1175.11175.1784.3770784.377604.788563.08629170SOIL‐34.75672356.851.745111

1245.21245.2841.2490841.249636.312592.43629170SOIL‐34.28782499.241.745112

1314.71314.7898.1130898.113667.831621.78229170SOIL‐33.82152638.761.745113

1382.81382.8954.3590954.359699.009650.8129170SOIL‐33.35782773.71.745114

1449.521449.521009.9801009.98729.84679.51529170SOIL‐32.89652904.121.745115

1513.541513.541063.9701063.97759.77707.38129170SOIL‐32.43763027.271.745116

1566.571566.571110.0301110.03785.3731.15129170SOIL‐31.9813125.431.745117

1616.181616.181153.801153.8809.566753.74429170SOIL‐31.52673215.171.745118

1664.311664.311196.7301196.73833.359775.89629170SOIL‐31.07453300.661.745119

1710.951710.951238.7901238.79856.671797.60129170SOIL‐30.62463381.961.745120

1745.881745.881272.101272.1875.137814.79329170SOIL‐30.17673437.671.745121

1768.491768.491296.0901296.09888.435827.17429170SOIL‐29.73083466.911.745122

4353.374353.373307.2703307.272003.251865.1229170SOIL‐29.28693465.321.745123

1773.561773.561313.1301313.13897.879835.96729170SOIL‐28.84493440.931.745124

1768.681768.681315.8301315.83899.374837.35929170SOIL‐28.40483412.631.745125

1761.841761.841316.9301316.93899.987837.9329170SOIL‐27.96653380.461.745126

1813.731813.731327.8601327.861001.64932.57730235FILL‐27.51913509.181.8325327

1800.631800.631324.9701324.97999.973931.02230235FILL‐27.06263461.431.8325328

1785.211785.211320.1301320.13997.18928.42130235FILL‐26.6083409.171.8325329

1767.461767.461313.3201313.32993.248924.7630235FILL‐26.15523352.451.8325330

1747.371747.371304.5101304.51988.157920.0230235FILL‐25.70413291.331.8325331

1724.91724.91293.6501293.65981.889914.18430235FILL‐25.25473225.851.8325332

1700.051700.051280.7201280.72974.424907.23430235FILL‐24.8073156.061.8325333

1673.861673.861266.5201266.52966.228899.60330235FILL‐24.36093084.141.8325334

1647.21647.21251.7601251.76957.708891.67130235FILL‐23.91643011.911.8325335

1618.191618.191234.9101234.91947.975882.60930235FILL‐23.47342935.61.8325336

1586.761586.761215.8801215.88936.99872.38130235FILL‐23.03182855.161.8325337

1552.891552.891194.6501194.65924.73860.96730235FILL‐22.59172770.641.8325338

1516.561516.561171.1601171.16911.173848.34530235FILL‐22.1532682.061.8325339

1477.751477.751145.401145.4896.294834.49230235FILL‐21.71572589.471.8325340

1436.431436.431117.301117.3880.071819.38730235FILL‐21.27972492.911.8325341

1392.581392.581086.8201086.82862.478803.00730235FILL‐20.8452392.411.8325342

1346.181346.181053.9401053.94843.49785.32930235FILL‐20.41152288.011.8325343

1297.191297.191018.5901018.59823.081766.32730235FILL‐19.97932179.741.8325344

1245.61245.6980.7290980.729801.224745.97730235FILL‐19.54822067.631.8325345

1191.371191.37940.3180940.318777.892724.25430235FILL‐19.11831951.711.8325346

1134.481134.48897.2990897.299753.057701.13130235FILL‐18.68951832.021.8325347

1075.381075.38852.0460852.046726.928676.80430235FILL‐18.26181709.491.8325348

1922.81922.81579.2701579.271146.791067.7230235FILL‐17.83521578.131.8325349

701.851701.851541.9040541.904547.869510.09230235FILL‐17.4095986.8731.8325350

Interslice Data



SECTION E CALC.slim



[lbs]


[lbs]


[ft]

X coordinate

[ft]

Slice Number

0001019.9816.68581

34.730684.9004122.4721018.4418.5372

34.7305229.814331.5161016.9320.38813

34.7305405.534584.9991015.4522.23934

34.7306609.079878.621013.9924.09045

34.7306837.6091208.281012.5725.94166

34.73061088.411570.071011.1627.79277

34.73051358.861960.211009.7929.64388

34.73061646.482375.111008.4431.4959

34.73061948.862811.31007.1133.346110

34.73052169.33129.311006.234.64911

34.73052476.513572.471004.9936.394112

34.73062803.624044.331003.838.139213

34.73053148.784542.241002.6339.884314

34.73053509.845063.091001.4841.629415

34.73063884.715603.841000.3543.374516

34.73054270.86160.8999.2445.119617

34.73054662.356725.63998.1546.864718

34.73065056.897294.76997.07948.609819

34.73065452.817865.89996.02850.354920

34.73055848.548436.75994.99552.121

34.73066238.968999.94993.9853.845122

34.73056619.119548.33992.98355.590223

34.73062483.833583.02992.00557.335324

34.73062829.194081.21991.04359.080425

34.73063154.834550.96990.160.825526

34.73063460.314991.63989.17362.570627

34.73063645.725259.09988.21864.403128

34.73053807.525492.5987.28266.235729

34.73063945.465691.48986.36468.068230

34.73054059.345855.76985.46469.900731

34.73054149.055985.17984.58271.733232

34.73064214.566079.66983.71873.565833

34.73054255.886139.28982.87175.398334

34.73064273.356164.47982.04177.230835

34.73054267.476156981.22879.063336

34.73054238.466114.15980.43280.895937

34.73064186.596039.31979.65382.728438

34.73064112.195931.99978.89184.560939

34.73064015.695792.79978.14586.393540

34.73063897.595622.42977.41588.22641

34.73053758.465421.73976.70190.058542

34.73063598.975191.65976.00391.89143

34.73053419.844933.26975.32193.723644

34.73053221.94647.72974.65595.556145

34.73053006.054336.35974.00597.388646

34.73052773.274000.56973.36999.221247

34.73062524.643641.89972.749101.05448

34.73052261.323262.05972.145102.88649

34.7305289.018416.92971.555104.71950

000970.98106.55151

Entity Information

Distributed Load


SECTION E CALC.slim

YX

1006.6557.126

992.98557.126

990.45757.126

Distributed Load

YX

977.954104.3

970.614104.3

Tension Crack

YX

1020.385.21056

1020.311.1508

1019.9317.5637

1012.2133.5656

1009.0742.9448

1006.0450.4559

1004.5153.4588

1003.1855.5987

External Boundary

YX

9400

940121.406

945.068121.406

947.597121.406

970.477121.406

970.98106.551

976.614105.551

978104.3

980100.992

995.38775.7033

1006.9457.126

100855.427

1009.6952.1145

1012.8244.3285

1015.9235.0757

1023.8718.588

1024.311.2923

1024.338.91058

1024.440.0486169

Material Boundary

YX

1024.338.91058

1005.935.0757

990.45757.126

98072.0603

957.678103.509

957.121104.3

945.068121.406

Material Boundary


SECTION E CALC.slim

YX

1023.6313.4967

1008.4235.0757

992.98557.126

982.52972.0603

960.207103.509

959.65104.3

947.597121.406

Material Boundary

YX

1024.311.2923

1023.6313.4967

Material Boundary

YX

950.219104.3

957.121104.3

959.65104.3

978104.3

Material Boundary

YX

978.08157.126

990.45757.126

992.98557.126

1006.9457.126


SECTION E CALC.slim

L

P

L

P

PROPOSED

RESIDENCE

FILL

SOIL

A A

PROPOSED

RETAINING WALL

PROPOSED

RETAINING WALL

PROPOSED

PATIO

RECOMMENDED

FRICTION PILES

B C

FILL

SANTA MONICA FM.

SLATE

PROPOSED BASEMENT

SECTION A - A

CONSULTANT: CA

PROJECT: IC17188 DOMAEN SUMMIT RIDGE

SCALE: 1" = 16'

AutoCAD SHX Text

960

AutoCAD SHX Text

970

AutoCAD SHX Text

980

AutoCAD SHX Text

990

AutoCAD SHX Text

1000

AutoCAD SHX Text

1010

AutoCAD SHX Text

1020

AutoCAD SHX Text

1030

AutoCAD SHX Text

1040

AutoCAD SHX Text

1050

AutoCAD SHX Text

960

AutoCAD SHX Text

970

AutoCAD SHX Text

980

AutoCAD SHX Text

990

AutoCAD SHX Text

1000

AutoCAD SHX Text

1010

AutoCAD SHX Text

1020

AutoCAD SHX Text

1030

AutoCAD SHX Text

1040

AutoCAD SHX Text

1050

L

P

L

P

PROPOSED

RESIDENCE

S

O

I

L

FILL

B

B

PROPOSED

RETAINING WALL

PROPOSED

POOL

PROPOSED

DECK

TYPICAL

SHORING PILES

EXISTING

RETAINING

WALL

EXISTING

RETAINING WALL

PROPOSED BASEMENT

SU

MM

IT

RID

GE

D

RIV

E

SU

MM

IT

RID

GE

D

RIV

E

RECOMMENDED

SOLDIER PILE

SUPPORTED

RETAINING WALL

GH3

FILL

A

SANTA MONICA FM.

SLATE

RECOMMENDED

2:1 TRIM

S

O

I

L

RECOMMENDED

SOLDIER PILES

TO STABILIZE

TOE OF SLOPE

WALL

SECTION B - B

CONSULTANT: CA


SCALE: 1" = 16'

AutoCAD SHX Text

930

AutoCAD SHX Text

940

AutoCAD SHX Text

950

AutoCAD SHX Text

960

AutoCAD SHX Text

970

AutoCAD SHX Text

980

AutoCAD SHX Text

990

AutoCAD SHX Text

1000

AutoCAD SHX Text

1010

AutoCAD SHX Text

1020

AutoCAD SHX Text

1030

AutoCAD SHX Text

1040

AutoCAD SHX Text

1050

AutoCAD SHX Text

930

AutoCAD SHX Text

940

AutoCAD SHX Text

950

AutoCAD SHX Text

960

AutoCAD SHX Text

970

AutoCAD SHX Text

980

AutoCAD SHX Text

990

AutoCAD SHX Text

1000

AutoCAD SHX Text

1010

AutoCAD SHX Text

1020

AutoCAD SHX Text

1030

L

P

L

P

PROPOSED

RESIDENCE

FILL

C

C

PROPOSED

DECK

EXISTING

RETAINING

WALL

EXISTING

RETAINING WALL

PROPOSED

RETAINING WALL

PROPOSED BASEMENT

SU

MM

IT

RID

GE

D

RIV

E

SU

MM

IT

RID

GE

D

RIV

E

A

SANTA MONICA FM.

SLATE

TYPICAL

SHORING/

SOLDIER PILES

FILL

FILL

RECOMMENDED

2:1 TRIM

RECOMMENDED

SOLDIER PILE

SUPPORTED

RETAINING WALL

RECOMMENDED

SOLDIER PILES

TO STABILIZE

TOE OF SLOPE

WALL

SECTION C - C

CONSULTANT: CA


SCALE: 1" = 16'

AutoCAD SHX Text

930

AutoCAD SHX Text

940

AutoCAD SHX Text

950

AutoCAD SHX Text

960

AutoCAD SHX Text

970

AutoCAD SHX Text

980

AutoCAD SHX Text

990

AutoCAD SHX Text

1000

AutoCAD SHX Text

1010

AutoCAD SHX Text

1020

AutoCAD SHX Text

1030

AutoCAD SHX Text

1040

AutoCAD SHX Text

1050

AutoCAD SHX Text

1060

AutoCAD SHX Text

930

AutoCAD SHX Text

940

AutoCAD SHX Text

950

AutoCAD SHX Text

960

AutoCAD SHX Text

970

AutoCAD SHX Text

980

AutoCAD SHX Text

990

AutoCAD SHX Text

1000

AutoCAD SHX Text

1010

AutoCAD SHX Text

1020

AutoCAD SHX Text

1030

D

D

L

P

L

P

GH1

TP1

TP3

RECOMMENDED

SOLDIER PILES

SU

MM

IT

RID

GE

D

RIV

E

SU

MM

IT

RID

GE

DR

IV

E

FILL

S

O

I

L

S

O

I

L

SANTA MONICA FM.

SLATE

FILL

FILL

SECTION D - D

CONSULTANT: CA


SCALE: 1" = 16'

AutoCAD SHX Text

930

AutoCAD SHX Text

940

AutoCAD SHX Text

950

AutoCAD SHX Text

960

AutoCAD SHX Text

970

AutoCAD SHX Text

980

AutoCAD SHX Text

990

AutoCAD SHX Text

1000

AutoCAD SHX Text

1010

AutoCAD SHX Text

1020

AutoCAD SHX Text

1030

AutoCAD SHX Text

1040

AutoCAD SHX Text

1050

AutoCAD SHX Text

930

AutoCAD SHX Text

940

AutoCAD SHX Text

950

AutoCAD SHX Text

960

AutoCAD SHX Text

970

AutoCAD SHX Text

980

AutoCAD SHX Text

990

AutoCAD SHX Text

1000

AutoCAD SHX Text

1010

E

SU

MM

IT

RID

GE

D

RIV

E

E

L

P

L

P

TP4

TP7

SU

MM

IT

RID

GE

D

RIV

E

SANTA MONICA FM.

SLATE

S

O

I

L

FILL

S

O

I

L

FILL

FILL

RECOMMENDED

SOLDIER PILES

RECOMMENDED

SOLDIER PILES

TO STABILIZE

TOE OF SLOPE

WALL

SECTION E - E

CONSULTANT: CA


SCALE: 1" = 16'

AutoCAD SHX Text

940

AutoCAD SHX Text

950

AutoCAD SHX Text

960

AutoCAD SHX Text

970

AutoCAD SHX Text

980

AutoCAD SHX Text

990

AutoCAD SHX Text

1000

AutoCAD SHX Text

1010

AutoCAD SHX Text

1020

AutoCAD SHX Text

1030

AutoCAD SHX Text

1040

AutoCAD SHX Text

1050

AutoCAD SHX Text

940

AutoCAD SHX Text

950

AutoCAD SHX Text

960

AutoCAD SHX Text

970

AutoCAD SHX Text

980

AutoCAD SHX Text

990

AutoCAD SHX Text

1000

AutoCAD SHX Text

1010

--- NUMBER & LOCATION OF TEST PIT (IRVINE)

--- NUMBER & LOCATION OF TEST PIT (GHA)

--- STRIKE & DIP OF FOLIATION

--- STRIKE & DIP OF JOINT

--- GEOLOGIC CONTACT

--- TYPICAL SOLDIER PILES

LEGEND

TP1

GH1

35

50

45

65

35

GH2

GH5

GH4

TP2

TP1

40

38

A

B

C

B

C

A

TP8

TP5

TP6

TP4

TP7

PROPOSED

RESIDENCE

PROPOSED

POOL ON

MAIN LEVEL

PROPOSED

BASEMENT

45

40

35

20

46

36

40

25

30

GH3

GH1

TP3

E

E

D

D

SANTA MONICA FM.

SLATE

(FILL & SOIL COVER)

SANTA MONICA FM.

SLATE

(FILL & SOIL COVER)

GEOLOGIC MAP

CONSULTANT: CA


SCALE: 1" = 16'

AutoCAD SHX Text

30

AutoCAD SHX Text

30

AutoCAD SHX Text

1027.25 EG

AutoCAD SHX Text

pp290922m

AutoCAD SHX Text

974.97

AutoCAD SHX Text

973.22

AutoCAD SHX Text

975.08

AutoCAD SHX Text

973.30

AutoCAD SHX Text

970.46

AutoCAD SHX Text

970.78

AutoCAD SHX Text

968.15

AutoCAD SHX Text

967.25

AutoCAD SHX Text

966.45

AutoCAD SHX Text

1021.34

AutoCAD SHX Text

1022.62

AutoCAD SHX Text

1024.80

AutoCAD SHX Text

1027.13

AutoCAD SHX Text

1029.19

AutoCAD SHX Text

1031.64

AutoCAD SHX Text

1034.49

AutoCAD SHX Text

1037.34

AutoCAD SHX Text

1040.14

AutoCAD SHX Text

1043.15

AutoCAD SHX Text

1045.23

AutoCAD SHX Text

1031.81

AutoCAD SHX Text

1030.23

AutoCAD SHX Text

1028.13

AutoCAD SHX Text

1034.85

AutoCAD SHX Text

1020.72

AutoCAD SHX Text

1021.94

AutoCAD SHX Text

1023.24

AutoCAD SHX Text

1025.83

AutoCAD SHX Text

975.35

AutoCAD SHX Text

981.18

AutoCAD SHX Text

988.12

AutoCAD SHX Text

1004.80

AutoCAD SHX Text

1005.86

AutoCAD SHX Text

1006.27

AutoCAD SHX Text

1006.65

AutoCAD SHX Text

998.08

AutoCAD SHX Text

1005.37

AutoCAD SHX Text

1004.00

AutoCAD SHX Text

1001.66

AutoCAD SHX Text

1001.73

AutoCAD SHX Text

1004.24

AutoCAD SHX Text

1006.64

AutoCAD SHX Text

1009.32

AutoCAD SHX Text

1009.00

AutoCAD SHX Text

998.96

AutoCAD SHX Text

999.81

AutoCAD SHX Text

1006.31

AutoCAD SHX Text

999.54

AutoCAD SHX Text

1004.42

AutoCAD SHX Text

987.82

AutoCAD SHX Text

985.66

AutoCAD SHX Text

966.60

AutoCAD SHX Text

1010.52

AutoCAD SHX Text

1012.84

AutoCAD SHX Text

1027.49

AutoCAD SHX Text

1027.85

AutoCAD SHX Text

1014.77

AutoCAD SHX Text

1012.90

AutoCAD SHX Text

965.55

AutoCAD SHX Text

966.11

AutoCAD SHX Text

964.83

AutoCAD SHX Text

963.69

AutoCAD SHX Text

963.28

AutoCAD SHX Text

961.40

AutoCAD SHX Text

961.32

AutoCAD SHX Text

1036.27

AutoCAD SHX Text

1041.27

AutoCAD SHX Text

1046.32

AutoCAD SHX Text

960.14

AutoCAD SHX Text

959.98

AutoCAD SHX Text

969.35

AutoCAD SHX Text

967.22

AutoCAD SHX Text

967.28

AutoCAD SHX Text

964.22

AutoCAD SHX Text

961.90

AutoCAD SHX Text

960.51

AutoCAD SHX Text

972.39

AutoCAD SHX Text

977.27 TW

AutoCAD SHX Text

975.99 TW

AutoCAD SHX Text

975.17 TW

AutoCAD SHX Text

973.91 TW

AutoCAD SHX Text

968.65 TW

AutoCAD SHX Text

966.79 TW

AutoCAD SHX Text

964.84 TW

AutoCAD SHX Text

964.24 TW

AutoCAD SHX Text

979.68 TW

AutoCAD SHX Text

1023.88 TW

AutoCAD SHX Text

1023.38 TW

AutoCAD SHX Text

1025.94 TW

AutoCAD SHX Text

1028.08 TW

AutoCAD SHX Text

1030.94 TW

AutoCAD SHX Text

1032.54 TW

AutoCAD SHX Text

x

AutoCAD SHX Text

x

AutoCAD SHX Text

x

AutoCAD SHX Text

1023.18 EG

AutoCAD SHX Text

1024.84 EG

AutoCAD SHX Text

1029.53 EG

AutoCAD SHX Text

1031.68 EG

AutoCAD SHX Text

1033.73 EG

AutoCAD SHX Text

1036.75 EG

AutoCAD SHX Text

1039.61 EG

AutoCAD SHX Text

1042.17 EG

AutoCAD SHX Text

LANDCADD 1987

AutoCAD SHX Text

1027.57 TC

AutoCAD SHX Text

1029.93 TC

AutoCAD SHX Text

1023.58 TC

AutoCAD SHX Text

1023.20 fl

AutoCAD SHX Text

1025.20 TC

AutoCAD SHX Text

1032.01 TC

AutoCAD SHX Text

1034.03 TC

AutoCAD SHX Text

1037.03 TC

AutoCAD SHX Text

1039.91 TC

AutoCAD SHX Text

1042.51 TC

AutoCAD SHX Text

1022.66 FL

AutoCAD SHX Text

1024.70 FL

AutoCAD SHX Text

1027.08 FL

AutoCAD SHX Text

1029.45 FL

AutoCAD SHX Text

1031.53 FL

AutoCAD SHX Text

1033.56 FL

AutoCAD SHX Text

1036.52 FL

AutoCAD SHX Text

1039.44 FL

AutoCAD SHX Text

1042.02 FL

AutoCAD SHX Text

1041.25

AutoCAD SHX Text

1043.04

AutoCAD SHX Text

1044.24

AutoCAD SHX Text

1043.66

AutoCAD SHX Text

1043.20

AutoCAD SHX Text

1045.63

AutoCAD SHX Text

1045.98

AutoCAD SHX Text

1028.41

AutoCAD SHX Text

1032.22

AutoCAD SHX Text

1035.03

AutoCAD SHX Text

1038.06

AutoCAD SHX Text

959.84

AutoCAD SHX Text

980.07

AutoCAD SHX Text

1023.26

AutoCAD SHX Text

1023.38

AutoCAD SHX Text

2 prong 8" tree

AutoCAD SHX Text

6"tree

AutoCAD SHX Text

12" tree

AutoCAD SHX Text

18" tree

AutoCAD SHX Text

10" tree

AutoCAD SHX Text

8" tree

AutoCAD SHX Text

2 prong 20" tree

AutoCAD SHX Text

30" palm

AutoCAD SHX Text

15'

AutoCAD SHX Text

15'

AutoCAD SHX Text

15'

AutoCAD SHX Text

C

AutoCAD SHX Text

L

AutoCAD SHX Text

summitridge drive

AutoCAD SHX Text

15'

AutoCAD SHX Text

N27°11'22"E

AutoCAD SHX Text

170.17'

AutoCAD SHX Text

N18°46'16"W

AutoCAD SHX Text

41.00'

AutoCAD SHX Text

N 71°13'44" E

AutoCAD SHX Text

131.58'

AutoCAD SHX Text

D

AutoCAD SHX Text

=

AutoCAD SHX Text

6

AutoCAD SHX Text

6

AutoCAD SHX Text

°

AutoCAD SHX Text

2

AutoCAD SHX Text

5

AutoCAD SHX Text

'

AutoCAD SHX Text

1

AutoCAD SHX Text

6

AutoCAD SHX Text

"

AutoCAD SHX Text

R

AutoCAD SHX Text

=

AutoCAD SHX Text

1

AutoCAD SHX Text

1

AutoCAD SHX Text

4

AutoCAD SHX Text

.

AutoCAD SHX Text

9

AutoCAD SHX Text

7

AutoCAD SHX Text

'

AutoCAD SHX Text

L

AutoCAD SHX Text

=

AutoCAD SHX Text

1

AutoCAD SHX Text

3

AutoCAD SHX Text

3

AutoCAD SHX Text

.

AutoCAD SHX Text

2

AutoCAD SHX Text

8

AutoCAD SHX Text

'

AutoCAD SHX Text

D

AutoCAD SHX Text

=

AutoCAD SHX Text

3

AutoCAD SHX Text

°

AutoCAD SHX Text

5

AutoCAD SHX Text

0

AutoCAD SHX Text

'

AutoCAD SHX Text

3

AutoCAD SHX Text

3

AutoCAD SHX Text

"

AutoCAD SHX Text

R

AutoCAD SHX Text

=

AutoCAD SHX Text

9

AutoCAD SHX Text

8

AutoCAD SHX Text

2

AutoCAD SHX Text

.

AutoCAD SHX Text

4

AutoCAD SHX Text

8

AutoCAD SHX Text

'

AutoCAD SHX Text

L

AutoCAD SHX Text

=

AutoCAD SHX Text

6

AutoCAD SHX Text

5

AutoCAD SHX Text

.

AutoCAD SHX Text

8

AutoCAD SHX Text

9

AutoCAD SHX Text

'

AutoCAD SHX Text

C

AutoCAD SHX Text

L

AutoCAD SHX Text

C

AutoCAD SHX Text

L

AutoCAD SHX Text

ferrari drive

AutoCAD SHX Text

S

AutoCAD SHX Text

U

AutoCAD SHX Text

M

AutoCAD SHX Text

M

AutoCAD SHX Text

I

AutoCAD SHX Text

T

AutoCAD SHX Text

R

AutoCAD SHX Text

I

AutoCAD SHX Text

D

AutoCAD SHX Text

G

AutoCAD SHX Text

E

AutoCAD SHX Text

D

AutoCAD SHX Text

R

AutoCAD SHX Text

I

AutoCAD SHX Text

V

AutoCAD SHX Text

E

AutoCAD SHX Text

top

AutoCAD SHX Text

of

AutoCAD SHX Text

slope

AutoCAD SHX Text

top

AutoCAD SHX Text

of

AutoCAD SHX Text

slope

AutoCAD SHX Text

12" conc. retaining wall

AutoCAD SHX Text

guard rail

AutoCAD SHX Text

conc. curb

AutoCAD SHX Text

& gutter

AutoCAD SHX Text

ac berm

AutoCAD SHX Text

6' wood fence

AutoCAD SHX Text

p.p. # 290921m

AutoCAD SHX Text

guy anchor

AutoCAD SHX Text

conc. curb

AutoCAD SHX Text

& gutter

AutoCAD SHX Text

1014.43

AutoCAD SHX Text

1037.79

AutoCAD SHX Text

5' chainlink fence

AutoCAD SHX Text

4' wood fence

AutoCAD SHX Text

guy anchor

AutoCAD SHX Text

guy anchor

AutoCAD SHX Text

p.p. # 290922m

AutoCAD SHX Text

wv

AutoCAD SHX Text

wv

AutoCAD SHX Text

wv

AutoCAD SHX Text

wv

AutoCAD SHX Text

heavy vegetation

AutoCAD SHX Text

8" conc.

AutoCAD SHX Text

retaining wall

AutoCAD SHX Text

ac paved

AutoCAD SHX Text

ac paved

AutoCAD SHX Text

mirror for

AutoCAD SHX Text

traffic

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980

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990

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1000

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1010

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1020

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1030

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1040

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970

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fd. n&t "

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per r.s.

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115 - 73

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fd. pk per

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r.s. 115 -

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73

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147.00'

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fd. l&t tie on top of

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retaining wall

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per c.e.f.b. 17706 pg. 45 on

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c/l prod.

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D

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=

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7

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8

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'

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r.r. tie wall

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N 71°13'44" E

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185.79'

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7.00'

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7.00'

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7.00'

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7.00'

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overhead power and

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utility lines

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p.p. # 88240m

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7 foot wide irrevocable offer to dedicate

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per doc. rec. 04-25-12 as inst. no. 2012061173, o.r.

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12" conc. retaining wall

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7 foot wide irrevocable offer to

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dedicate per doc. rec. 04-25-12 as

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inst. no. 2012061173, o.r.

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city engineer

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right of way line

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city engineer

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right of way line

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D

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2

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9

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7

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3

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3

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3

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1

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'

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N 71°13'44" E

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131.58'

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D

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3

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5

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5

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.

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4

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2

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'

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N 75°04'17" E

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11.12'

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7.00'

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10.69'

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54.25'

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7.00'

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153.73'

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9.44'

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N 09°56'06" E

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64.93'

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34.00'

CONSULTANT: CA


SCALE: 1" = 50'

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GEOLOGIC AND SOILS ENGINEERING EXPLORATION PROPOSED … · 2019-07-15 · geologic and soils engineering exploration proposed residence and pool lot 3, arb 1, tract 7996 1540 summitridge