HomeMy WebLinkAboutPA2023-0127_20230719_Request Letter and Preliminary Title ReportJuly 11, 2023 File No. 34461-01
Callahan & Blaine 3 Hutton Center Drive, 9th Floor Santa Ana, CA 92707
Attention: Mr. Peter Bauman
Subject: REQUEST FOR EMERGENCY COASTAL DEVELOPMENT PERMIT (ECDP) AND PERMISSION TO REOCCUPY PROPERTY AT 1924 GALAXY DRIVE
1924 Galaxy Drive Galaxy Drive Landslide Newport Beach, CA 92660
Dear Mr. Bauman;
This report has been prepared for the specific purpose of requesting from the City of Newport Beach an
emergency coastal development permit (ECDP) as well as a request to allow the property owners, the
Welbourn family, to reoccupy their home located at 1924 Galaxy Drive in the city of Newport Beach, California.
1.0 INTRODUCTION
As all are aware, a moderate to large landslide occurred behind/below the home at 1930 Galaxy Drive on
March 3rd, 2023. Apparently, indications of landslide mass soil movement were noticed in the preceding week
on or about February 27, 2023 when an approximately 1-foot wide separation and/or drop of the soil ground in
the backyard was noted by the property owners. The landslide behind the home at 1930 Galaxy Drive resulted
in the need to completely demolish the home and site improvements. Small portions of the landslide carried
over into the adjoining properties at 1924 Galaxy Drive, the subject of this report, as well as 1936 Galaxy Drive.
For those two properties a small corner of each was undermined, the back-left corner of 1924 Galaxy Drive
(reference facing the property from the street) and the back-right corner of 1936 Galaxy Drive. Site Vicinity
Map and Aerial View Map of the site are shown in Figure 1 and Figure 2, respectively.
As an almost immediate response to the landslide occurrence, emergency measures were undertaken by the
contractor to save the corner of the 1924 Galaxy Drive property and the immediately adjacent home. The
emergency measures implemented at the back-left corner of the Welbourn home and property included
installation of seven (7) temporary soldier piles roughly installed along the property line of 1924 Galaxy Drive
and ten (10) push piers to depths of 15 to 39 feet below ground surface (bgs) that were added for direct
SITE LOCATION MAP
34461-01JULY 2023N.T.S
FIGUREAMERICAN GEOTECHNICAL, INC.122725 Old Canal Road, Yorba Linda, CA 92887
(714) 685-3900 (714) 685-3909www.amgt.com
TITLE:
1924 GALAXY DRIVE, NEWPORT BEACH, CA
FILE NO.:DATE:SCALE:
N
SITE
AERIAL VIEW MAP
34461-01JULY 2023N.T.S
FIGUREAMERICAN GEOTECHNICAL, INC.222725 Old Canal Road, Yorba Linda, CA 92887
(714) 685-3900 (714) 685-3909www.amgt.com
TITLE:
1924 GALAXY DRIVE, NEWPORT BEACH, CA
FILE NO.:DATE:SCALE:
N
SITE
File No. 34461-01 July 11, 2023 Page 2
foundation support. Inspection reports for these improvements are included in Appendix A to this report.
Similar soldier pile support with lagging was later added to the back-right corner of the 1936 Galaxy Drive
property.
2.0 OFF-PROPERTY CONSIDERATIONS
Due to the emergency nature of the installations of temporary soldier piles and push piers to protect the
Welbourn property and house at 1924 Galaxy Drive, the locations of the soldier piles were approximate. While
the locations are essentially along the property line, the precise locations of the seven (7) soldier piles for
temporary shoring are presented on the House & Temporary Piles Location boundary survey map prepared by
Matthew P. Arrington, Licensed Land Surveyor, dated July 6, 2023, in Appendix A. In the back-left corner of
the property at 1924 Galaxy Drive (again, reference facing the property from the street), the temporary shoring
is maintained within the property and does not encroach into the City of Newport Beach storm drain easement.
At the back of the property, three (3) of the soldier piles for the temporary shoring extend into property owned
by the State of California. We pray that the City of Newport Beach and the State of California will recognize
both the emergency nature of these soldier pile installations as well as their temporary nature and allow them to
remain temporarily. Calculations pertaining to the temporary shoring soldier piles are included within the
appendix to this report.
The storm drain has been completely disrupted by the March 3, 2023 landslide and will need replacement in
conjunction with restoration of the 1930 Galaxy Drive property. In order to accomplish this restoration, an
excavation will have to be made to remove and replace the existing storm drain. Shoring will be necessary to
install a new drain and to provide that the Welbourn property at 1924 Galaxy Drive will not be undermined.
Accordingly, the existence of the temporary soldier piles and lagging system are of great benefit to the City of
Newport Beach. With respect to the three soldier piles extending into the State of California property, we pray
that the State will allow them to remain temporarily until the greater landslide stabilization is accomplished.
Thereafter, the three temporary soldier piles on the State property can be cut down and the surface soil
contoured to blend to the adjacent grades.
3.0 NEW GEOTECHNICAL ENGINEER OF RECORD
After the landslide occurrence on March 3, 2023, the geotechnical engineering firm, Stoney Miller Consultants,
Inc. (SMC) was retained by the property owners at both 1924 and 1930 Galaxy Drive to assess the landslide
conditions and provide landslide repair recommendations. Stoney Miller Consultants (SMC) preceded to
File No. 34461-01 July 11, 2023 Page 3
conduct subsurface exploration, geologic interpretations, and geotechnical analyses. SMC prepared
geotechnical emergency protection recommendations reports, dated March 22, 2023 and March 30, 2023,
respectively, for foundation underpinning and temporary shoring at 1924 Galaxy Drive. Both reports by SMC
and Plan of Temp/Emergency Shoring plans for 1924 Galaxy Drive prepared by Samara Engineering, Inc.
dated May 16, 2023 were apparently submitted to and reviewed by the City of Newport Beach. Appendix A for
our subject report herein includes field investigation and laboratory testing data and the objective findings by
SMC, City of Newport Beach plan check review/correction lists, and other documents by others pertaining to
the property at 1924 Galaxy Drive are also included in Appendix A of this report for reference.
American Geotechnical, Inc. (AGI) and its professionals signing below have now been retained by both
property owners at 1924 and 1930 Galaxy Drive to take over from Stoney Miller Consultants, Inc. (SMC) in the
role of geotechnical engineer of record. AGI fully accepts and endorses the objective findings by SMC. Stoney
Miller Consultants (SMC)’s conclusions and recommendations, however, will be superseded by AGI’s
conclusions and recommendations contained within this report and subsequent reports to follow. On a parallel
path, AGI is in the process of conducting detailed geologic/engineering analysis of the landslide condition and
preparing appropriate remedial measures necessary to restore the 1930 Galaxy Drive property to a buildable
condition. AGI will reserve comments on the major stabilization measures for inclusion within a subsequent
substantial report.
4.0 GENERAL SITE GEOLOGY
The near-surface soil underlying the affected properties consists of Quaternary terrace deposits (Qvop) which
sit atop the Capistrano Formation (Tc) bedrock. The terrace deposits are poorly sorted and moderately
permeable silts and sands with minor clay components. The Capistrano Formation is lower Pliocene to upper
Miocene in age, about 3.6 to 11.6 million years old. The site lies between branches of the Newport-Inglewood-
Rose Canyon Fault Hazard Zone.
The Capistrano Formation (Tc) is widespread, predominantly covering San Clemente, Dana Point, and San
Juan Capistrano and extending into Newport Beach. A significant aspect of the Capistrano Formation is the
presence of ancient landslides. These are generally very old landslides that are often many feet deep and
often quite large. The ancient landslides may remain apparently stable for many years and then suddenly fail
with little or no warning. Most landslides in Capistrano Formations (Tc) have initiated or reactivated following
the introduction of water. Groundwater definitely has a destabilizing effect on landslides.
File No. 34461-01 July 11, 2023 Page 4
There are many ways of preliminarily identifying the features within landslides such as aerial photo research
and field mapping; however, the only absolute way to identify subsurface conditions is through various
nondestructive and destructive techniques such as by advancing large diameter borings with subsurface
logging to identify the slip surface and laboratory testing to estimate the strength of materials. Various
monitoring devices such as inclinometers and tiltmeters may be employed to monitor landside deformation and
rates of movement. Excavation of large diameter borings and subsurface logging were conducted by Stoney
Miller Consultants (SMC) at the properties of 1924 and 1930 Galaxy Drive. Field exploration data including
boring logs conducted by SMC during their investigations at the site have been included in the appendix to this
report along with SMC’s laboratory testing data. Geologic map and geologic cross sections interpreted by SMC
based on their findings of the subsurface geotechnical and/or geologic conditions are included in Appendix A.
4.1 Bedrock Structure
In general, the sedimentary rocks of the Capistrano Formation (Tc) possess poor strength characteristics,
which are a major contributing factor in the activation of numerous landslides in the region. Fresh formational
Capistrano bedrock will tend to be grey to black in color with some slightly greenish tones particularly in more
weathered bedrock. Capistrano formation tends to exhibit poor bedding characteristics. When assessing
stability in Capistrano bedrock, the fact that the material tends to be massive is a very favorable feature.
Stability analyses out of an abundance of cautions commonly assumes and infinite number of potential failure
surface. This assumption on the other hand is extremely conservative but necessary if one is interested in the
possible worst-case scenario. This worst-case approach was taken in assessing stability for the Galaxy
landslide and for adjacent areas.
The Capistrano Formation (Tc) material is often oxidized in the upper 5 to 20 feet, being more soil-like and
posing moderate risk of landsliding in slope areas. Our professional experience and judgment indicate that the
contact between oxidized and unoxidized material within the Capistrano Formation (Tc) is a problematic zone
where slope failure is most common. The soils developed by the weathering of the Capistrano Formation (Tc)
are typically fine-grained and very clayey in nature. These soils are prone to creep, expansiveness, and slope
instability due to their poor inherent low strength characteristics and high clay contents.
It is common with significant wetting for the upper 3 to 4 feet of clayey, expansive soils to retain water and
cause swelling of the soil and surficial instability. Deeper landslides usually correspond to deeper wetting.
Expansive soils are soils which swell and expand when wet and shrink when dry. The expansiveness of the
soil is usually of greatest concern with respect to the long-term performance of foundations, but is worthy of
note that along with swell, there is a corresponding increase in the soil permeability, particularly parallel to the
File No. 34461-01 July 11, 2023 Page 5
zone of swelling. These properties, weak strength, expansiveness, and permeability contribute to slope creep.
Creep is the process where soil through seasonal moisture changes and the influence of gravity moves down
slope. Expansive soils are soils which swell when wetted and shrink when dried. Whether swelling or
shrinking, gravity nearly always contributes to downslope creep. Capistrano Formation (Tc) bedrock and soil
derived from the Capistrano Formation (Tc) bedrock also tend to be moderate to severely corrosive to common
construction materials like concrete and steel.
5.0 YELLOW-TAG STATUS
Presently, the Welbourn home at 1924 Galaxy Drive has been given “yellow tag” status which limits entry into
the home. One objective by AGI in recent weeks has been to assess the conditions of the 1924 Galaxy Drive
property and home to determine whether it would be reasonable to remove the yellow tag status and allow the
Welbourn family to reoccupy their home. Very high sensitivity monitoring instrumentation device, tiltmeters,
have currently been installed at 1924 Galaxy Drive to monitor earth movement for signs of any continuing
landslide undermining. The results from those instruments (see appendix), fortunately, do not reveal any
ongoing adverse influence of the landslide on the Welbourn home at 1924 Galaxy Drive.
6.0 INVESTIGATION BY AGI AT 1924 GALAXY DRIVE
6.1 High Sensitivity Instrumentation
The high-sensitivity tiltmeters have been installed at the back-left and back-right corners of the building at 1924
Galaxy Drive. World Sensing model, Tilt 90i wireless sensing devices, were physically attached to the rear of
the house foundation, one at left end (reference facing the home from the street). The second tiltmeter was
anchored at the rear on the right side of the house foundation. These tiltmeter instruments have a resolution of
0.0001 degrees, about 1.75 microradians. The tiltmeter instruments have been recording data every hour
since installation. Readings that might indicate ongoing landslide influence would typically be tilts downward in
the direction of the undermining. The tiltmeter data do not indicate any ongoing adverse influence by the
Galaxy Drive landside on the Welbourn home at 1924 Galaxy Drive. The temporary support measures which
were undertaken clearly are doing their job. We expect the tiltmeter instruments will remain in place until the
stabilization below 1930 Galaxy Drive is complete. Recent results of the tiltmeter monitoring to date are
included in Appendix B to this report.
It has visually apparent that the main mass of the landslide has been creeping toward the bay. The installation
of tiltmeters at 1924 Galaxy Drive show no evidence of creep related to the landslide is adversely influencing
File No. 34461-01 July 11, 2023 Page 6
the Welbourn home, but the instruments placed on the home’s foundation are so extremely sensitive that they
can detect extremely low-level angular variations associated with other, non-problematic earth movements.
For example, while most people are aware that the moon passing over the earth is responsible for ocean tides
on the order of a few to several feet daily, the moon passing over the earth’s crust similarly causes earth’s crust
to move on a very tiny scale. A view of the tiltmeter data in Appendix B of this report reveals on a daily basis,
slight angular distortions associated with the microscopic rise and fall of the earth when the moon passes over.
The movement reflected by the tiltmeter records is so small as to be non-damaging and non-threatening. Of
greater significance is the fact that none of the movement detected by the tiltmeters is in the direction of the
landslide.
6.2 Floor-level (Manometer) Survey
AGI conducted floor-level (manometer) surveys of the house first floor and garage at 1924 Galaxy Drive to
evaluate deformation of the existing slab-on-grade foundation system at the house. A manometer is a single-
reservoir, direct-reading device commonly used for the purpose of measuring floor elevations. At the free end
of the manometer device, water within clear plastic tubing moves up and down with respect to an inverted scale
to allow for direct reading of elevation changes. All point readings are based on the same datum and corrected
for varying floor covering thicknesses, such as wood, tile, carpet, etc. Result of the contoured floor-level
(manometer) survey with 3-D wire diagram plot is presented in Appendix B. The threshold for foundation
deformation damage is typically around a 1 to 300 ratio of vertical change across horizontal distance (i.e., 0.5-
inch vertical change across 12.5 feet of distance) while the threshold for perception of foundation deformation
is around a 1 to 240 ratio of vertical change across horizontal distance (i.e., 0.5-inch vertical change across 10
feet of distance). These areas are shown as the light and dark orange shaded areas, respectively, in the
contoured floor-level (manometer) survey plot.
As shown in Appendix B, only minor soil influences are indicated by the shape of the floor slab at 1924 Galaxy
Drive. The slab has not been negatively affected by the landslide. The ten (10) push piers placed under the
back-left corner of the Welbourn foundation are doing their job. The slight floor slab difference in the rear left
portion of the home is likely due to the added support to the corner of the foundation by the push piles. This
corner of the foundation is illustrated as the high point of the slab. Of course, being high is not consistent with
landslide influence.
6.3 Slope Stability Analysis
In order to further evaluate the landslide risk associated with the 1924 Galaxy Drive property, AGI has
evaluated the geologic profile underlying the property and further conducted conventional slope stability
File No. 34461-01 July 11, 2023 Page 7
analyses. Stability analyses are presented in Appendix C to this report. Considering the fact that a moderate
to large landslide occurred next door, one might reasonably expect that the level of stability under 1924 Galaxy
Drive might not be as high as one might reasonably expect to justify new construction. Our analysis of the
stability at the 1924 Galaxy Drive property was found to be consistent with this expectation. Whereas for new
construction the generally accepted factor-of-safety against gross instability is 1.5, the factor of safety
calculated in this case utilizing SMC’s Cross-Section A-A’ and their interpreted subsurface geologic profile,
materials strength parameters, and groundwater conditions, is 1.420. If the storm drain is not replaced with a
watertight equivalent drain, reasonably adding water 5 feet above the ground water level interpreted by SMC in
their cross-section A-A’ to the stability analysis reduces the factor-of-safety to 1.287. Accordingly, it is essential
that the storm drain be properly removed and replaced to provide a new, watertight storm drain system.
The fact that our estimated factor-of-safety is below the minimum required factor-of-safety of 1.5 is not a
justifiable reason for excluding the Welbourns from reoccupying their home. We are not looking at a new
construction. Our estimated factor-of-safety simply indicates that we know more about the geologic
environment today than was understood at the time of original construction in the 1960s. If the same project
was built today, more effort would be undertaken to improve overall site stability before the homes would be
built. The currently estimated factor-of-safety does indicate a reasonable margin of safety against gross
instability, but the margin is simply not as large as one would expect for new construction today. This level of
factor-of-safety would most likely be about the same for all of the other occupied homes along this stretch of
Galaxy and the Newport Back Bay bluff.
7.0 SUMMARY AND PRAYER
In summary, we have not identified any unusual risk associated with the reoccupation of the Welbourn home at
1924 Galaxy Drive. In our judgement, while the site stability factor-of-safety is slightly lower than we would
expect for new construction, i.e., factor-of-safety of 1.5, the 1.42 factor-of-safety is sufficient to justify
reoccupation of the home. We pray that the City and the State will understand the urgent reasons for the
emergency measures undertaken to protect the property and home at 1924 Galaxy Drive. We further pray that
the City of Newport Beach will issue the emergency coastal development permit (ECDP) with respect to the
emergency measures undertaken. As indicated previously, leaving the temporary soldier piles and shoring
system in place along the left property line adjacent to the city storm drain easement will be of great benefit to
the City of Newport Beach when they move forward with removing and replacing their damaged storm drain.
We also pray that the State of California will understand the circumstances whereby three soldier piles were
File No. 34461-01 July 11, 2023 Page 8
placed on State property but allow them to remain temporarily for the purpose of temporary stability while a
greater stabilization effort is undertaken to improve the property at 1930 Galaxy Drive.
8.0 CLOSURE
Our evaluation of the site has been based on our site review, literature review, subsurface investigation,
geologic and engineering analyses, and our experience and judgment. Should any concerned parties,
including the City of Newport Beach and/or the State of California representatives, have any questions with
respect to the information contained in the report, please do not hesitate to contact the undersigned.
Respectively submitted,
AMERICAN GEOTECHNICAL, INC.
Gregory W. Axten
Principal engineer/CEO R.C.E. 26098, G.E. 103
Reviewed by:
Andrew Suarez Fei-chiu (Jerry) Huang, Ph.D. Staff Geologist Principal Engineer G.E. 2601
Craig Chase Engineering Geologist
C.E.G. 2225
Enclosures: Appendix A – Documents by Others Pertaining to Property at 1924 Galaxy Dr.
Appendix B – Investigation Data by AGI at 1924 Galaxy Dr. Appendix C – Results of Slope Stability Analyses
Distribution: Addressee (Email: pbauman@callahan-law.com) plus 4 hard copies attached by mail
SP/34461-01 Welborn ECDP Report GWA JH AD CC 7-11-23 DL
File No. 34461-01 July 11, 2023
REFERENCES
1.Stoney Miller Consultants, Inc, 2023, Geotechnical Emergency Protection Recommendations, FoundationUnderpinning for Existing Single-Family Residence, Recommendations, 1924 Galaxy Drive, Newport Beach, California, Project No. 72716-00, Report No. 23-9342, dated March 22, 2023.
2.Stoney Miller Consultants, Inc., 2023, Field Memorandum, Observation of Push Piers Installation at 1924Galaxy Drive, dated from March 22, 2023 to March 28, 2023.
3.Stoney Miller Consultants, Inc., 2023, Geotechnical Emergency Protection Shoring Recommendations,1924 Galaxy Drive, Newport Beach, California, Project No. 72716-00, Report No. 23-9348R, dated March 30, 2023.
4.RDM Surveying, Inc., 2023, Topographic Survey of the Galaxy Drive Landslide, Lot 20 and 21 of Tract No.4224, dated May 8, 2023.
5.Samara Engineering, 2023, Plans of Temporary/Emergency Shoring, 1924 Galaxy Drive, Sheets C1-C4,dated May 16, 2023.
6.Samara engineering, 2023, Design of Temporary Shoring Piles to Protect in Place Existing home and HomeSite, prepared for: Rob and Christi Welbourn, 1924 Galaxy Drive, Newport Beach, California, 92660, dated May 16, 2023.
7.Stoney Miller Consultants, Inc. (SMC), 2023, “Geotechnical Emergency Hydrauger Recommendations, 1924and 1930 Galaxy Drive, Newport Beach, California,” prepared for Christi and Rob Welbourn and Zen Yieh, Project No: 72716-00, Project No: 72717-00, Report No: 23-9382, dated May 24, 2023 (DRAFT).
8.City of Newport Beach, 2023, Public Works Department, “Plan Check Correction List, Plan Check No. PC2023-1202, 1924 Galaxy Drive,” dated May 24, 2023.
9.City of Newport Beach, 2023, Community Development Department, Building Division, “GeotechnicalReport Review Checklist, 1924 Galaxy Drive, Plan Check No.: PC2023-1202,” dated May 31, 2023 (1st Review). The City’s Checklist referenced report by Stoney Miller Consultants, Inc. dated March 30, 2023.
10.City of Newport Beach, 2023, Community Development Department, Building Division, “Grading/Drainage
Plan Review Comments, 1924 Galaxy Drive,” Plan Check No.: PC2023-1202, dated May 31, 2023 (1st Review)
11.City of Newport Beach, 2023, Letter to Bob Holcomb, Holcomb Engineering, Subject: EmergencyHydraugers at 1924 and 1930 Galaxy Drive, dated June 8, 2023. The City’s letter referenced report by Stoney Miller Consultants, Inc., dated May 24, 2023.
12.American Geotechnical, Inc. (AGI), 2023, “Request for Emergency Coastal Development Permit (ECDP)and Permission to Reoccupy Property at 1924 Galaxy Drive,” File No.: 34461-01, dated July 10, 2023.
13.City of Newport Beach, 2023, Community Development Department, Building Division, “Residential Plan
Review Comments & Corrections, 1924 Galaxy Drive,” Plan Check No.: PC2023-1202, dated June 14, 2023 (1st Review).
File No. 34461-01 July 11, 2023
14.City of Newport Beach, 2023, Community Development Department, Planning Division, “Plan CheckCorrections, Plan Check No. PC2023-1202, 1924 Galaxy Drive,” dated June 14, 2023.
15.Arrington, M.P., 2023, House & Temporary Pile Location 1924 & 1930 Galaxy Drive, Project No. 1924-23,dated 7-6-2023.
16.California Geological Survey, 1997, Seismic Hazard Zone Report for the Anaheim and Newport Beach7.5-Minute Quadrangles, Orange County, California, Seismic Hazard Zone Report 03.
17.California Geological Survey, 1998, Earthquake Zones of Required Investigation Newport BeachQuadrangle, Scale 1:24,000.
18. Morton, D.M., and Miller, F.K., 2006, Geologic Map of the San Bernardino and Santa Ana 30 x 60Quadrangles, California, U.S. Geological Survey, Scale 1:100,000.
19.California Department of Conservation, 1976, Environmental Geology of Orange County, California,
Division of Mines and Geology, Open File Report 76-08.
APPENDIX A
DOCUMENTS BY OTHERS PERTAININGTO PROPERTY AT 1924 GALAXY DRIVE
CLTA Preliminary Report Form Order Number: O-SA-5715045
(Rev. 11/06) Page Number: 1
First American Title
Page 1 of 15
First American Title Company
4 First American Way
Santa Ana, CA 92707
California Department of Insurance License No. 151
Julie McMillan
Granite Escrow and Settlement Servic
450 Newport Center Drive, Suite 600
Newport Beach, CA 92660
Phone: (949)415-5760
Fax: (949)258-3386
Customer Reference: 04-41003 -JAM
Order Number: O-SA-5715045 (bdaa)
Title Officer: Bob Davies / Ashley Aegerter
Phone: (714)250-3094
Fax No.: (714)913-6388
E-Mail: FAHQ-RA-octitle2@firstam.com
Buyer: Welbourn
. Property: 1924 Galaxy Drive
Newport Beach, CA 92660
PRELIMINARY REPORT
In response to the above referenced application for a policy of title insurance, this company hereby reports that it is prepared to
issue, or cause to be issued, as of the date hereof, a Policy or Policies of Title Insurance describing the land and the estate or
interest therein hereinafter set forth, insuring against loss which may be sustained by reason of any defect, lien or encumbrance not shown or referred to as an Exception below or not excluded from coverage pursuant to the printed Schedules, Conditions and
Stipulations of said Policy forms.
The printed Exceptions and Exclusions from the coverage and Limitations on Covered Risks of said policy or policies are set forth in
Exhibit A attached. The policy to be issued may contain an arbitration clause. When the Amount of Insurance is less than that set forth in the arbitration clause, all arbitrable matters shall be arbitrated at the option of either the Company or the Insured as the
exclusive remedy of the parties. Limitations on Covered Risks applicable to the CLTA and ALTA Homeowner's Policies of Title
Insurance which establish a Deductible Amount and a Maximum Dollar Limit of Liability for certain coverages are also set forth in Exhibit A. Copies of the policy forms should be read. They are available from the office which issued this report.
Please read the exceptions shown or referred to below and the exceptions and exclusions set forth in Exhibit A of
this report carefully. The exceptions and exclusions are meant to provide you with notice of matters which are not
covered under the terms of the title insurance policy and should be carefully considered.
It is important to note that this preliminary report is not a written representation as to the condition of title and
may not list all liens, defects, and encumbrances affecting title to the land.
This report (and any supplements or amendments hereto) is issued solely for the purpose of facilitating the issuance of a policy of title insurance and no liability is assumed hereby. If it is desired that liability be assumed prior to the issuance of a policy of title
insurance, a Binder or Commitment should be requested.
Order Number: O-SA-5715045
Page Number: 2
First American Title
Page 2 of 15
Dated as of May 23, 2018 at 7:30 A.M.
The form of Policy of title insurance contemplated by this report is:
ALTA/CLTA Homeowner's (EAGLE) Policy of Title Insurance (2013) and ALTA Ext Loan Policy 1056.06
(06-17-06) if the land described is an improved residential lot or condominium unit on which there is
located a one-to-four family residence; or ALTA Standard Owner's Policy 2006 (WRE 06-17-06) and the
ALTA Loan Policy 2006 (06-17-06) if the land described is an unimproved residential lot or condominium
unit
A specific request should be made if another form or additional coverage is desired.
Title to said estate or interest at the date hereof is vested in:
Ken Koestner And Lisa Koestner, Husband And Wife, As Community Property, Subject To Exception
No. 11 And 16
The estate or interest in the land hereinafter described or referred to covered by this Report is:
FEE
The Land referred to herein is described as follows:
(See attached Legal Description)
At the date hereof exceptions to coverage in addition to the printed Exceptions and Exclusions in said
policy form would be as follows:
1. General and special taxes and assessments for the fiscal year 2018-2019, a lien not yet due or
payable.
2. The lien of supplemental taxes, if any, assessed pursuant to Chapter 3.5 commencing with Section 75
of the California Revenue and Taxation Code.
3. Any easements or servitudes appearing in the public records.
Affects: Common Area.
4. The terms and provisions contained in the document entitled "A MEMORANDUM OF AGREEMENT"
recorded JULY 17, 1963 as BOOK 6633, PAGE 928 of Official Records.
Order Number: O-SA-5715045
Page Number: 3
First American Title
Page 3 of 15
5. An easement for A PERPETUAL AIR OR FLIGHT EASEMENT, SOMETIMES REFERRED TO AS
AVIGATION RIGHTS, IN AND TO ALL THE AIR SPACE ABOVE THOSE PORTIONS OF PARTICULAR
PLANES OR IMAGINARY SURFACES THAT OVERLIE
SAID LAND FOR USE BY AIRCRAFT, PRESENT OR FUTURE, FROM OR TO
THE ORANGE COUNTY AIRPORT and incidental purposes, recorded MARCH 17, 1964 as BOOK 6965,
PAGE 721 of Official Records.
In Favor of: COUNTY OF ORANGE
Affects: SAID LAND
The location of the easement cannot be determined from record information.
6. Covenants, conditions, restrictions, easements, assessments, liens, charges, terms and provisions in
the document recorded as BOOK 9554, PAGE 484 of Official Records, which provide that a violation
thereof shall not defeat or render invalid the lien of any first mortgage or deed of trust made in good
faith and for value, but deleting any covenant, condition, or restriction indicating a preference,
limitation or discrimination based on race, color, religion, sex, sexual orientation, familial status,
disability, handicap, national origin, genetic information, gender, gender identity, gender expression,
source of income (as defined in California Government Code § 12955(p)) or ancestry, to the extent
such covenants, conditions or restrictions violation 42 U.S.C. § 3604(c) or California Government
Code § 12955. Lawful restrictions under state and federal law on the age of occupants in senior
housing or housing for older persons shall not be construed as restrictions based on familial status.
Document(s) declaring modifications thereof recorded MAY 05, 1988 as INSTRUMENT NO. 88-209175
of Official Records.
7. Easements, Covenants and Conditions contained in the deed from THE IRVINE COMPANY, A WEST
VIRGINIA CORPORATION, as Grantor, to JACK S. LEIDER AND SHARON E. LEIDER, HUSBAND AND
WIFE AS COMMUNITY PROPERTY, as Grantee, recorded JUNE 11, 1976 as BOOK 11768, PAGE
1297 of Official Records. Reference being made to the document for full particulars, but deleting any
covenant, condition, or restriction indicating a preference, limitation or discrimination based on race,
color, religion, sex, sexual orientation, familial status, disability, handicap, national origin, genetic
information, gender, gender identity, gender expression, source of income (as defined in California
Government Code § 12955(p)) or ancestry, to the extent such covenants, conditions or restrictions
violation 42 U.S.C. § 3604(c) or California Government Code § 12955. Lawful restrictions under state
and federal law on the age of occupants in senior housing or housing for older persons shall not be
construed as restrictions based on familial status.
8. Notice that no transfer of title shall be made until requirements for transfer of membership in
the DOVER SHORES COMMUNITY ASSOCIATION Homeowners Association have been complied with
and any unpaid assessments and transfer fees have been paid.
Recorded: JULY 15, 1980 as BOOK 13665, PAGE 1713 of Official Records.
9. Covenants, conditions, restrictions and easements in the document recorded MAY 15,
1995 as INSTRUMENT NO. 95-0208911 of Official Records, but deleting any covenant, condition, or
restriction indicating a preference, limitation or discrimination based on race, color, religion, sex,
sexual orientation, familial status, disability, handicap, national origin, genetic information, gender,
gender identity, gender expression, source of income (as defined in California Government Code §
12955(p)) or ancestry, to the extent such covenants, conditions or restrictions violation 42 U.S.C. §
3604(c) or California Government Code § 12955. Lawful restrictions under state and federal law on
the age of occupants in senior housing or housing for older persons shall not be construed as
restrictions based on familial status.
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10. A deed of trust to secure an original indebtedness of $595,800.00 recorded JUNE 26, 2017 as
INSTRUMENT NO. 17-262458 OF OFFICIAL RECORDS.
Dated: JUNE 09, 2017
Trustor: LISA KOESTNER, A MARRIED WOMAN, AS HER SOLE AND
SEPARATE PROPERTY
Trustee: VERDUGO TRUSTEE SERVICE CORPORATION
Beneficiary: MORTGAGE ELECTRONIC REGISTRATION SYSTEMS, INC.
LENDER: CITIBANK, N.A.
11. The effect of a deed dated December 21, 2017, executed by KEN KOESTNER AND LISA KOESTNER,
HUSBAND AND WIFE AS COMMUNITY PROPERTY, as Grantor, to KEN KOESTNER, AS TRUSTEE OF
THE KEN AND LISA KOESTNER FAMILY TRUST DATED DECEMBER 21, 2017, as Grantee, recorded
December 29, 2017, as INSTRUMENT NO. 17-564912 of Official Records.
The requirement that this office be furnished with the evidence that the deed was an absolute
conveyance for value, and that there are no other agreements, oral or written, regarding the
ownership of the land described herein.
NOTE: Unable to verify if the above referenced "uninsured" deed is a valid transfer.
12. Rights of the public in and to that portion of the land lying within any Road, Street, Alley or Highway.
13. Water rights, claims or title to water, whether or not shown by the public records.
14. Any claim that any portion of the land is below the ordinary high water mark where it was located
prior to any artificial or avulsive changes in the location of the shoreline or riverbank.
15. Any rights, interests, or easements in favor of the public, which exist or are claimed to exist over any
portion of said land covered by water, including a public right of access to the water.
16. Any claim that any portion of the land is or was formerly tidelands or submerged lands.
Prior to the issuance of any policy of title insurance, the Company will require:
17. With respect to THE KEN AND LISA KOESTNER FAMILY TRUST DATED DECEMBER 21, 2017 :
a. A certification pursuant to Section 18100.5 of the California Probate Code in a form satisfactory to
the Company.
b. Copies of those excerpts from the original trust documents and amendments thereto which
designate the trustee and confer upon the trustee the power to act in the pending transaction.
c. Other requirements which the Company may impose following its review of the material required
herein and other information which the Company may require.
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INFORMATIONAL NOTES
Note: The policy to be issued may contain an arbitration clause. When the Amount of Insurance is less
than the certain dollar amount set forth in any applicable arbitration clause, all arbitrable matters shall be
arbitrated at the option of either the Company or the Insured as the exclusive remedy of the parties. If
you desire to review the terms of the policy, including any arbitration clause that may be included,
contact the office that issued this Commitment or Report to obtain a sample of the policy jacket for the
policy that is to be issued in connection with your transaction.
1. General and special taxes and assessments for the fiscal year 2017-2018.
First Installment: $8,853.03, PAID
Penalty: $0.00
Second Installment: $8,853.03, PAID
Penalty: $0.00
Tax Rate Area: 07-028
A. P. No.: 117-641-07
2. This report is preparatory to the issuance of an ALTA Loan Policy. We have no knowledge of any fact
which would preclude the issuance of the policy with CLTA endorsement forms 100 and 116 and if
applicable, 115 and 116.2 attached.
When issued, the CLTA endorsement form 116 or 116.2, if applicable will reference a(n) Single
Family Residence LYING WITHIN A PLANNED UNIT DEVELOPMENT known as 1924 GALAXY
DRIVE, NEWPORT BEACH, CA.
3. According to the public records, there has been no conveyance of the land within a period of twenty
four months prior to the date of this report, except as follows:
A document recorded JUNE 26, 2017 as INSTRUMENT NO. 17-262457 OF OFFICIAL RECORDS
From: KEN KOESTNER AND LISA KOESTNER, HUSBAND AND WIFE AS JOINT TENANTS
To: LISA KOESTNER, A MARRIED WOMAN, AS HER SOLE AND SEPARATE PROPERTY
A document recorded DECEMBER 29, 2017 as INSTRUMENT NO. 17-564911 OF OFFICIAL RECORDS
From: LISA KOESTNER, A MARRIED WOMAN, AS HER SOLE AND SEPARATE PROPERTY
To: KEN KOESTNER AND LISA KOESTNER, HUSBAND AND WIFE AS COMMUNITY PROPERTY
A document recorded DECEMBER 29, 2017 as INSTRUMENT NO. 17-564912 OF OFFICIAL RECORDS
From: KEN KOESTNER AND LISA KOESTNER, HUSBAND AND WIFE AS COMMUNITY PROPERTY
To: KEN KOESTNER, AS TRUSTEE OF THE KEN AND LISA KOESTNER FAMILY TRUST DATED
DECEMBER 21, 2017
NOTE to proposed insured lender only: No Private transfer fee covenant, as defined in Federal
Housing Finance Agency Final Rule 12 CFR Part 1228, that was created and first appears in the Public
Records on or after February 8, 2011, encumbers the Title except as follows: None
The map attached, if any, may or may not be a survey of the land depicted hereon. First American
expressly disclaims any liability for loss or damage which may result from reliance on this map except to
the extent coverage for such loss or damage is expressly provided by the terms and provisions of the title
insurance policy, if any, to which this map is attached.
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LEGAL DESCRIPTION
Real property in the City of Newport Beach, County of Orange, State of California, described as follows:
LOT 21 OF TRACT NO. 4224, IN THE CITY OF NEWPORT BEACH, COUNTY OF ORANGE, STATE OF
CALIFORNIA, AS SHOWN ON A MAP RECORDED IN BOOK 157, PAGES I TO 14 INCLUSIVE OF
MISCELLANEOUS MAPS, RECORDS OF ORANGE COUNTY, CALIFORNIA.
EXCEPTING THEREFROM; ALL OIL, OIL RIGHTS, NATURAL GAS RIGHTS, MINERAL RIGHTS, AND OTHER
HYDROCARBON SUBSTANCES BY WHATEVER NAME KNOWN, TOGETHER WITH APPURTENANT RIGHTS
THERETO, WITHOUT, HOWEVER, ANY RIGHT TO ENTER UPON THE SURFACE OF SAID LAND NOR ANY
PORTION OF THE SUBSURFACE LYING ABOVE A DEPTH OF 500 FEET, AS EXCEPTED OR RESERVED IN
INSTRUMENTS OF RECORD.
EXCEPT ALL WATER, CLAIMS OR RIGHTS TO WATER, IN OR UNDER SAID LAND.
APN: 117-641-07
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NOTICE
Section 12413.1 of the California Insurance Code, effective January 1, 1990, requires that any title insurance
company, underwritten title company, or controlled escrow company handling funds in an escrow or sub-
escrow capacity, wait a specified number of days after depositing funds, before recording any documents in
connection with the transaction or disbursing funds. This statute allows for funds deposited by wire transfer
to be disbursed the same day as deposit. In the case of cashier's checks or certified checks, funds may be
disbursed the next day after deposit. In order to avoid unnecessary delays of three to seven days, or more,
please use wire transfer, cashier's checks, or certified checks whenever possible.
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EXHIBIT A LIST OF PRINTED EXCEPTIONS AND EXCLUSIONS (BY POLICY TYPE)
CLTA STANDARD COVERAGE POLICY – 1990
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees or expenses which arise by reason of:
1. (a) Any law, ordinance or governmental regulation (including but not limited to building or zoning laws, ordinances, or regulations)
restricting, regulating, prohibiting or relating (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of any improvement now or hereafter erected on the land; (iii) a separation in ownership or a change in the
dimensions or area of the land or any parcel of which the land is or was a part; or (iv) environmental protection, or the effect
of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien, or encumbrance resulting from a violation or alleged violation affecting the land has been
recorded in the public records at Date of Policy.
(b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the
public records at Date of Policy.
2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser
for value without knowledge.
3. Defects, liens, encumbrances, adverse claims or other matters: (a) whether or not recorded in the public records at Date of Policy, but created, suffered, assumed or agreed to by the insured
claimant;
(b) not known to the Company, not recorded in the public records at Date of Policy, but known to the insured claimant and not disclosed in writing to the Company by the insured claimant prior to the date the insured claimant became an insured under
this policy;
(c) resulting in no loss or damage to the insured claimant;
(d) attaching or created subsequent to Date of Policy; or
(e) resulting in loss or damage which would not have been sustained if the insured claimant had paid value for the insured
mortgage or for the estate or interest insured by this policy.
4. Unenforceability of the lien of the insured mortgage because of the inability or failure of the insured at Date of Policy, or the inability or failure of any subsequent owner of the indebtedness, to comply with the applicable doing business laws of the state in which the
land is situated.
5. Invalidity or unenforceability of the lien of the insured mortgage, or claim thereof, which arises out of the transaction evidenced by the insured mortgage and is based upon usury or any consumer credit protection or truth in lending law.
6. Any claim, which arises out of the transaction vesting in the insured the estate of interest insured by this policy or the transaction
creating the interest of the insured lender, by reason of the operation of federal bankruptcy, state insolvency or similar creditors' rights laws.
EXCEPTIONS FROM COVERAGE - SCHEDULE B, PART I
This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by
reason of: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments
on real property or by the public records.
Proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the public, records.
2. Any facts, rights, interests, or claims which are not shown by the public records but which could be ascertained by an inspection of
the land or which may be asserted by persons in possession thereof. 3. Easements, liens or encumbrances, or claims thereof, not shown by the public records.
4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would
disclose, and which are not shown by the public records.
5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water, whether or not the matters excepted under (a), (b) or (c) are shown by the public records.
6. Any lien or right to a lien for services, labor or material not shown by the public records.
CLTA/ALTA HOMEOWNER'S POLICY OF TITLE INSURANCE (12-02-13) EXCLUSIONS
In addition to the Exceptions in Schedule B, You are not insured against loss, costs, attorneys' fees, and expenses resulting from:
1. Governmental police power, and the existence or violation of those portions of any law or government regulation concerning:
a. building; b. zoning;
c. land use;
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d. improvements on the Land;
e. land division; and f. environmental protection.
This Exclusion does not limit the coverage described in Covered Risk 8.a., 14, 15, 16, 18, 19, 20, 23 or 27.
2. The failure of Your existing structures, or any part of them, to be constructed in accordance with applicable building codes. This Exclusion does not limit the coverage described in Covered Risk 14 or 15.
3. The right to take the Land by condemning it. This Exclusion does not limit the coverage described in Covered Risk 17.
4. Risks: a. that are created, allowed, or agreed to by You, whether or not they are recorded in the Public Records;
b. that are Known to You at the Policy Date, but not to Us, unless they are recorded in the Public Records at the Policy Date;
c. that result in no loss to You; or d. that first occur after the Policy Date - this does not limit the coverage described in Covered Risk 7, 8.e., 25, 26, 27 or 28.
5. Failure to pay value for Your Title.
6. Lack of a right: a. to any land outside the area specifically described and referred to in paragraph 3 of Schedule A; and
b. in streets, alleys, or waterways that touch the Land.
This Exclusion does not limit the coverage described in Covered Risk 11 or 21. 7. The transfer of the Title to You is invalid as a preferential transfer or as a fraudulent transfer or conveyance under federal bankruptcy, state
insolvency, or similar creditors' rights laws.
8. Contamination, explosion, fire, flooding, vibration, fracturing, earthquake, or subsidence. 9. Negligence by a person or an Entity exercising a right to extract or develop minerals, water, or any other substances.
LIMITATIONS ON COVERED RISKS
Your insurance for the following Covered Risks is limited on the Owner's Coverage Statement as follows: For Covered Risk 16, 18, 19, and 21 Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A.
The deductible amounts and maximum dollar limits shown on Schedule A are as follows:
Your Deductible Amount Our Maximum Dollar Limit of Liability
Covered Risk 16: 1% of Policy Amount Shown in Schedule A or $2,500 $10,000
(whichever is less)
Covered Risk 18: 1% of Policy Amount Shown in Schedule A or $5,000 $25,000
(whichever is less)
Covered Risk 19: 1% of Policy Amount Shown in Schedule A or $5,000 $25,000
(whichever is less)
Covered Risk 21: 1% of Policy Amount Shown in Schedule A or $2,500 $5,000
(whichever is less)
2006 ALTA LOAN POLICY (06-17-06)
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy, and the Company will not pay loss or damage, costs, attorneys' fees, or expenses that arise by reason of:
1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating, prohibiting, or relating to
(i) the occupancy, use, or enjoyment of the Land;
(ii) the character, dimensions, or location of any improvement erected on the Land;
(iii) the subdivision of land; or
(iv) environmental protection; or the effect of any violation of these laws, ordinances, or governmental regulations. This Exclusion 1(a) does not modify or limit the coverage
provided under Covered Risk 5. (b) Any governmental police power. This Exclusion 1(b) does not modify or limit the coverage provided under Covered Risk 6.
2. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided under Covered Risk 7 or 8.
3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed, or agreed to by the Insured Claimant;
(b) not Known to the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured Claimant and not disclosed in
writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy;
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(c) resulting in no loss or damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risk 11, 13, or 14); or (e) resulting in loss or damage that would not have been sustained if the Insured Claimant had paid value for the Insured Mortgage.
4. Unenforceability of the lien of the Insured Mortgage because of the inability or failure of an Insured to comply with applicable doing-business laws of the state where the Land is situated.
5. Invalidity or unenforceability in whole or in part of the lien of the Insured Mortgage that arises out of the transaction evidenced by the
Insured Mortgage and is based upon usury or any consumer credit protection or truth-in-lending law. 6. Any claim, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that the transaction creating the
lien of the Insured Mortgage, is (a) a fraudulent conveyance or fraudulent transfer, or (b) a preferential transfer for any reason not stated in Covered Risk 13(b) of this policy.
7. Any lien on the Title for real estate taxes or assessments imposed by governmental authority and created or attaching between Date of Policy
and the date of recording of the Insured Mortgage in the Public Records. This Exclusion does not modify or limit the coverage provided under Covered Risk 11(b).
The above policy form may be issued to afford either Standard Coverage or Extended Coverage. In addition to the above Exclusions from
Coverage, the Exceptions from Coverage in a Standard Coverage policy will also include the following Exceptions from Coverage:
EXCEPTIONS FROM COVERAGE
[Except as provided in Schedule B - Part II,[ t[or T]his policy does not insure against loss or damage, and the Company will not pay costs,
attorneys' fees or expenses, that arise by reason of: [PART I
[The above policy form may be issued to afford either Standard Coverage or Extended Coverage. In addition to the above Exclusions from Coverage, the Exceptions from Coverage in a Standard Coverage policy will also include the following Exceptions from Coverage:
1. (a) Taxes or assessments that are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real
property or by the Public Records; (b) proceedings by a public agency that may result in taxes or assessments, or notices of such
proceedings, whether or not shown by the records of such agency or by the Public Records. 2. Any facts, rights, interests, or claims that are not shown by the Public Records but that could be ascertained by an inspection of the Land or
that may be asserted by persons in possession of the Land. 3. Easements, liens or encumbrances, or claims thereof, not shown by the Public Records.
4. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Title that would be disclosed by an accurate and complete land survey of the Land and not shown by the Public Records.
5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or
title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the Public Records. 6. Any lien or right to a lien for services, labor or material not shown by the public records.
PART II
In addition to the matters set forth in Part I of this Schedule, the Title is subject to the following matters, and the Company insures against loss
or damage sustained in the event that they are not subordinate to the lien of the Insured Mortgage:]
2006 ALTA OWNER'S POLICY (06-17-06)
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy, and the Company will not pay loss or damage, costs, attorneys'
fees, or expenses that arise by reason of:
1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating, prohibiting,
or relating to
(i) the occupancy, use, or enjoyment of the Land;
(ii) the character, dimensions, or location of any improvement erected on the Land;
(iii) the subdivision of land; or
(iv) environmental protection;
or the effect of any violation of these laws, ordinances, or governmental regulations. This Exclusion 1(a) does not modify or limit the coverage
provided under Covered Risk 5. (b) Any governmental police power. This Exclusion 1(b) does not modify or limit the coverage provided under Covered Risk 6.
2. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided under Covered Risk 7 or 8. 3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed, or agreed to by the Insured Claimant; (b) not Known to the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured Claimant and not disclosed in writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy;
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(c) resulting in no loss or damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risk 9 or 10); or (e) resulting in loss or damage that would not have been sustained if the Insured Claimant had paid value for the Title.
4. Any claim, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that the transaction vesting the Title as shown in Schedule A, is (a) a fraudulent conveyance or fraudulent transfer, or (b) a preferential transfer for any reason not stated in Covered Risk 9 of this policy. 5. Any lien on the Title for real estate taxes or assessments imposed by governmental authority and created or attaching between Date of Policy
and the date of recording of the deed or other instrument of transfer in the Public Records that vests Title as shown in Schedule A.
The above policy form may be issued to afford either Standard Coverage or Extended Coverage. In addition to the above Exclusions from
Coverage, the Exceptions from Coverage in a Standard Coverage policy will also include the following Exceptions from Coverage:
EXCEPTIONS FROM COVERAGE
This policy does not insure against loss or damage, and the Company will not pay costs, attorneys' fees or expenses, that arise by reason of:
[The above policy form may be issued to afford either Standard Coverage or Extended Coverage. In addition to the above Exclusions from Coverage, the Exceptions from Coverage in a Standard Coverage policy will also include the following Exceptions from Coverage:
1. (a) Taxes or assessments that are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the Public Records; (b) proceedings by a public agency that may result in taxes or assessments, or notices of such
proceedings, whether or not shown by the records of such agency or by the Public Records.
2. Any facts, rights, interests, or claims that are not shown by the Public Records but that could be ascertained by an inspection of the Land or that may be asserted by persons in possession of the Land.
3. Easements, liens or encumbrances, or claims thereof, not shown by the Public Records.
4. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Title that would be disclosed by an accurate and
complete land survey of the Land and not shown by the Public Records.
5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the Public Records.
6. Any lien or right to a lien for services, labor or material not shown by the Public Records.
7. [Variable exceptions such as taxes, easements, CC&R's, etc. shown here.]
ALTA EXPANDED COVERAGE RESIDENTIAL LOAN POLICY (07-26-10)
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy, and the Company will not pay loss or damage, costs, attorneys'
fees, or expenses that arise by reason of:
1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating, prohibiting,
or relating to
(i) the occupancy, use, or enjoyment of the Land;
(ii) the character, dimensions, or location of any improvement erected on the Land;
(iii) the subdivision of land; or
(iv) environmental protection;
or the effect of any violation of these laws, ordinances, or governmental regulations. This Exclusion 1(a) does not modify or limit the coverage provided under Covered Risk 5, 6, 13(c), 13(d), 14 or 16.
(b) Any governmental police power. This Exclusion 1(b) does not modify or limit the coverage provided under Covered Risk 5, 6, 13(c), 13(d),
14 or 16. 2. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided under Covered Risk 7 or 8.
3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed, or agreed to by the Insured Claimant; (b) not Known to the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured Claimant and not disclosed in
writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy; (c) resulting in no loss or damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risk 11,
16, 17, 18, 19, 20, 21, 22, 23, 24, 27 or 28); or (e) resulting in loss or damage that would not have been sustained if the Insured Claimant had paid value for the Insured Mortgage. 4. Unenforceability of the lien of the Insured Mortgage because of the inability or failure of an Insured to comply with applicable doing-business
laws of the state where the Land is situated.
5. Invalidity or unenforceability in whole or in part of the lien of the Insured Mortgage that arises out of the transaction evidenced by the Insured Mortgage and is based upon usury or any consumer credit protection or truth-in-lending law. This Exclusion does not modify or limit
the coverage provided in Covered Risk 26.
6. Any claim of invalidity, unenforceability or lack of priority of the lien of the Insured Mortgage as to Advances or modifications made after the
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Insured has Knowledge that the vestee shown in Schedule A is no longer the owner of the estate or interest covered by this policy. This
Exclusion does not modify or limit the coverage provided in Covered Risk 11. 7. Any lien on the Title for real estate taxes or assessments imposed by governmental authority and created or attaching subsequent to Date of
Policy. This Exclusion does not modify or limit the coverage provided in Covered Risk 11(b) or 25.
8. The failure of the residential structure, or any portion of it, to have been constructed before, on or after Date of Policy in accordance with applicable building codes. This Exclusion does not modify or limit the coverage provided in Covered Risk 5 or 6.
9. Any claim, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that the transaction creating the
lien of the Insured Mortgage, is (a) a fraudulent conveyance or fraudulent transfer, or
(b) a preferential transfer for any reason not stated in Covered Risk 27(b) of this policy.
10. Contamination, explosion, fire, flooding, vibration, fracturing, earthquake, or subsidence.
11. Negligence by a person or an Entity exercising a right to extract or develop minerals, water, or any other substances.
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Privacy Information We Are Committed to Safeguarding Customer Information In order to better serve your needs now and in the future, we may ask you to provide us with certain information. We understand that you may be concerned about what we will do with such information - particularly any personal or financial information. We agree that you have a right to know how we will utilize the personal information you provide to us. Therefore, together with our subsidiaries we have adopted this Privacy Policy to govern the use and handling of your personal information. Applicability This Privacy Policy governs our use of the information that you provide to us. It does not govern the manner in which we may use information we have obtained from any other source, such as information obtained from a public record or from another person or entity. First American has also adopted broader guidelines that govern our use of personal information regardless of its source. First American calls these guidelines its Fair Information Values. Types of Information Depending upon which of our services you are utilizing, the types of nonpublic personal information that we may collect include: Information we receive from you on applications, forms and in other communications to us, whether in writing, in person, by telephone or any other means; Information about your transactions with us, our affiliated companies, or others; and Information we receive from a consumer reporting agency. Use of Information We request information from you for our own legitimate business purposes and not for the benefit of any nonaffiliated party. Therefore, we will not release your information to nonaffiliated parties except: (1) as necessary for us to provide the product or service you have requested of us; or (2) as permitted by law. We may, however, store such information indefinitely, including the period after which any customer relationship has ceased. Such information may be used for any internal purpose, such as quality control efforts or customer analysis. We may also provide all of the types of nonpublic personal information listed above to one or more of our affiliated companies. Such affiliated companies include financial service providers, such as title insurers, property and casualty insurers, and trust and investment advisory companies, or companies involved in real estate services, such as appraisal companies, home warranty companies and escrow companies. Furthermore, we may also provide all the information we collect, as described above, to companies that perform marketing services on our behalf, on behalf of our affiliated companies or to other financial institutions with whom we or our affiliated companies have joint marketing agreements. Former Customers Even if you are no longer our customer, our Privacy Policy will continue to apply to you. 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The goal of this technology is to better serve you when visiting our site, save you time when you are here and to provide you with a more meaningful and productive Web site experience. -------------------------------------------------------------------------------- Fair Information Values Fairness We consider consumer expectations about their privacy in all our businesses. We only offer products and services that assure a favorable balance between consumer benefits and consumer privacy. Public Record We believe that an open public record creates significant value for society, enhances consumer choice and creates consumer opportunity. We actively support an open public record and emphasize its importance and contribution to our economy. Use We believe we should behave responsibly when we use information about a consumer in our business. We will obey the laws governing the collection, use and dissemination of data. 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Form 50-PRIVACY (9/1/10) Page 1 of 1 Privacy Information (2001-2010 First American Financial Corporation)
March 22, 2023
Christi and Rob Welbourn Project No: 72716-00
1924 Galaxy Drive Report No: 23-9342
Newport Beach, California
Subject: Geotechnical Emergency Protection Recommendations
Foundation Underpinning for Existing Single-Family Residence
1924 Galaxy Drive
Newport, California
Dear Mr. and Ms. Welbourn:
This letter presents emergency recommendations for the protection of the existing single-family
residence from the adverse impacts of the adjacent descending slope failure that occurred on
March 3, 2023. Since the failure, continued retreat of the southern margin of the headscarp has
encroached beneath the northeastern corner of the subject structure. This condition appears
likely to continue. The proposed underpinning is an interim effort to protect the existing
residence while global repairs are being evaluated and designed. The recommendations provided
below are intended to provide temporary and immediate vertical support for the subject structure.
Additional evaluation and forthcoming stabilization recommendations will be provided for the
support of the overall subject property.
Foundation and Slab Underpinning
The building foundations may be underpinned and embedded into bedrock with push piers. Based
on our review of the previous geotechnical reporting, underpinning foundations may range from
approximately 50-80 feet deep with depth-dependent upon the resistance of the underlying
materials. The underpinning elements should be located as near to the unsupported corner as
reasonably possible and spaced at approximately 6 feet on center and should extend a minimum of
about 20 feet west and 25 feet south from the northeastern building corner, respectively. The actual
number and location of piers can be adapted in the field based on observed site conditions. We
recommend the pipe piles consist of three-inch diameter carbon steel tubing with a minimum
50,000 psi tensile and yield strength and should be installed to a minimum of 10 kips driving
resistance. Remedial structural reinforcement may be necessary.
After slope stabilization measures are constructed and completed, the on grade concrete floor
slab can be evaluated with a manometer survey to determine if the slab is requires re-leveling.
Voids under the existing slab-on-grade and foundations should be filled by injecting cement
grout materials as determined by the structural engineer. The slab should be evaluated by a
structural engineer and strengthened, as necessary.
March 22, 2023 Project No: 72716-00
Report No: 23-9342
Page No: 2
CONSTRUCTION, INSTALLATION AND TESTING RECOMMENDATIONS
Construction
1. Contractor shall verify all dimensions and conditions at the site.
2. All construction shall conform to requirements of Industrial Safety Division of the State of
California and to the local Building Code.
3. Contractor shall locate all existing utility lines prior to drilling. Excavation utilizing hand
tools of the near-surface soils is recommended where located near existing utility lines.
Installation of Push Piers
1. The Geotechnical Engineer’s representative shall observe the placement of push piers and
keep a record of placement pressures and depths. This record should be kept on the job site
and be made available for inspection by the Building Inspector.
2. Upon completion of push pier installation, the Geotechnical Engineer shall submit a report
to the Building Department stating whether the installation was in conformance with the
recommendations of the geotechnical report and any supplements.
LIMITATIONS
This investigation is being conducted in accordance with generally accepted practice in the
engineering geologic and soils engineering field. No further warranty is offered or implied.
Recommendations presented are based on subsurface conditions encountered and are not meant
to imply a control of nature. As site geotechnical conditions are being observed to change with
time, the recommendations presented herein are considered valid for the conditions present as of
this report date. Also, independent use of this report in any form cannot be approved unless
specific written verification of the applicability of the recommendations is obtained from this
firm.
Respectfully submitted,
GEOFIRM
Jesse D. Bearfield, P.E. 84335 Kevin A. Trigg, P.G.
Associate Engineer Principal Engineer Geologist, E.G. 1619
JDB/KAT: mr
Distribution: Addressees via email
Western Pacific Contractors via email mikeamolinaro@aol.com
March 30, 2023
Christi and Rob Welbourn Project No: 72716-00
1924 Galaxy Drive Report No: 23-9348R
Newport Beach, California
Attention: Sam Samara, SE
Subject: Geotechnical Emergency Protection Shoring Recommendations
1924 Galaxy Drive
Newport Beach, California
Dear Mr. and Ms. Welbourn:
This letter presents geotechnical recommendations for the design of pile-supported temporary or
permanent shoring walls to be located along the northern property boundary and side yard at the
subject site. Details of the shoring design are the purview of the structural engineer. Plans and
details should be reviewed by our firm once available.
This letter revises and replaces the previously issued letter dated March 28, 2023, to expand and
clarify the provided geotechnical recommendations based on a review with the project structural
engineer.
Emergency Shoring Design
Shoring may be designed in accordance with the recommendations presented herein. In addition,
the design and construction should consider that onsite sandy soil and wet zones are prone to
caving and/or settlement. Vibratory techniques for placement of piles or steel sheet lagging
should therefore not be utilized, as damage to adjoining property improvements may otherwise
occur.
Cantilever shoring may be designed using an equivalent fluid pressure of 65 for the onsite
material. Piles embedded as deep as 60 feet a minimum of 20 feet into Capistrano bedrock may
be designed for a dead plus live load end bearing value of 3,000 pounds per square foot and a
skin friction of 300 pounds per square foot. For a permanent design, a seismic increment of 20
pounds per cubic foot equivalent fluid pressure should be applied as an inverted triangle to the
active pressure acting at 0.4H from the point of fixity. These values may be increased by one-
third for wind and seismic forces. Lateral resistance may be computed utilizing 150 pounds per
cubic foot equivalent fluid pressure for bedrock, acting on a tributary area of twice the pile
diameter with a maximum allowable earth pressure of 6,000 pounds per square foot.
March 30, 2023 Project No: 72716-00
Report No: 23-9348R
Page No: 2
Settlement is anticipated to be less than about 1 inch total. Cast-In-Drilled-Hole (CIDH) piles
should be a minimum 24-inch diameter to verify proper cleanout by the contractor and to allow
visual observation and confirmation by the engineering geologist.
Vibratory techniques for placement of piles or steel sheet lagging should not be utilized, as
damage to adjoining property improvements may otherwise occur. It is the contractor’s
responsibility to develop appropriate means and methods of construction to avoid damage to
adjacent properties. If incorporated, it is recommended that temporary shoring elements be
abandoned in place and not be removed, as the builder and homeowner must be aware that such
removal could result in settlement and possible damage to existing improvements on the adjacent
property. The contractor should also recognize the risk of leaving voids during removal of
shoring elements. Lagging, plates and piles should therefore be removed slowly and the voids
created should be filled immediately. Consideration should be given to continuously injecting
grout at the base of the piles and plates as they are being removed to fill the resultant voids.
Temporary Construction Slopes
A. Protection of Property
In order to reduce the risk to adjoining properties from temporary slope failures,
temporary construction slopes exposing existing landslide materials, terrace deposits
and bedrock materials should be laid-back no steeper than 1:1 (horizontal:vertical),
pending field review by the geologist during grading.
B. Worker Safety
As the safety of onsite personnel affected by the performance of temporary
construction slopes is the responsibility of the general contractor, the contractor is
recommended to implement the safety practices as defined in Section 1541,
Subchapter 4, of Cal/OSHA T8 Regulations (2006). The materials exposed in
temporary excavations should be evaluated by the contractor during construction.
Elevation variances from within the proposed property may be accommodated by retaining
walls. Reconstruction of the existing pad is anticipated after installation of shoring. Temporary
construction slopes will expose loose to medium dense, soft to stiff landslide deposits, terrace
deposits, and/or bedrock that may be cut and be laid back to a 1:1 (horizontal: vertical) ratio.
Concrete
Onsite derived soils may have a severe soluble sulfate content due to exposure to the marine
climate. It is recommended that a concrete expert be retained to design an appropriate concrete
mix to address soil soluble sulfate content and the structural requirements. In lieu of retaining a
concrete expert, the 2022 California Building Code, Section 1904.1 should be utilized, which
refers to ACI 318.
March 30, 2023 Project No: 72716-00
Report No: 23-9348R
Page No: 3
Jobsite Safety
Neither the professional activities of Geofirm, nor the presence of Geofirm’s employees and
subconsultants at a construction/project site, shall relieve the General Contractor of its
obligations, duties and responsibilities including, but not limited to, construction means,
methods, sequence, techniques or procedures necessary for performing, superintending and
coordination the work in accordance with the contract documents and any health or safety
precautions required by any regulatory agencies. Geofirm and its personnel have no authority to
exercise any control over any construction contractor or its employees in connection with their
work or any health or safety programs or procedures. The General Contractor shall be solely
responsible for jobsite safety.
Observation and Testing
The 2022 CBC, Section 1705.6, requires geotechnical observation and testing during
construction to verify proper removal of unsuitable materials, that foundation excavations are
clean and founded in competent material, and to confirm design assumptions. It is noted that the
CBC requires continuous verification and testing during placement of pile/caisson drilling. A
Geofirm representative shall visit the site at intervals appropriate to the stage of construction, as
notified by the Contractor, in order to observe the progress and quality of the work completed by
the Contractor. Such visits and observation are not intended to be an exhaustive check or a
detailed inspection of the Contractor’s work but rather are to allow Geofirm, as an experienced
professional, to become generally familiar with the work in progress and to determine, in
general, if the work is proceeding in accordance with the recommendations of this report.
Geofirm shall not supervise, direct, or have control over the Contractor’s work nor have any
responsibility for the construction means, methods, techniques, sequences, or procedures selected
by the Contractor nor the Contractor’s safety precautions or programs in connection with the
work. These rights and responsibilities are solely those of the Contractor.
Geofirm shall not be responsible for any acts or omission of the Contractor, subcontractor, any
entity performing any portion of the work, or any agents or employees of any of them. Geofirm
does not guarantee the performance of the Contractor and shall not be responsible for the
Contractor’s failure to perform its work in accordance with the Contractor documents or any
applicable law, codes, rules or regulations.
These observations are beyond the scope of this investigation and budget and are conducted on a
time and material basis. The responsibility for timely notification of the start of construction and
ongoing geotechnically involved phases of construction is that of the owner and his contractor.
Typically, at least 24 hours’ notice is required.
March 30, 2023 Project No: 72716-00
Report No: 23-9348R
Page No: 4
LIMITATIONS
This letter has been prepared in accordance with generally accepted practice in the engineering
geologic and soils engineering field. No further warranty is offered or implied.
Recommendations presented are based on subsurface conditions encountered and are not meant
to imply a control of nature. As site geotechnical conditions are being observed to change with
time, the recommendations presented herein are considered valid for the conditions present as of
this report date. Also, independent use of this report in any form cannot be approved unless
specific written verification of the applicability of the recommendations is obtained from this
firm.
This opportunity to be of continued service is appreciated. If you have any additional questions,
please contact our office.
Respectfully submitted,
GEOFIRM
Jesse D. Bearfield, P.E. 84335 Kevin A. Trigg, P.G.
Associate Engineer Principal Engineer Geologist, E.G. 1619
JDB/KAT: mr
Distribution: Addressees via email
Attachment: Figure 1 – Conceptual Shoring/Retaining Wall Subdrain Detail
JOB NO.:DATE:FIGURE:
Conceptual Shoring/Retaining Wall Subdrain Detail
72716-00 MARCH 2023 1
Caisson
Waterproofing per Architectural Plan
Finished Reinforced Retaining Wall and/or Shotcrete Wall between Caissons
Native Soil
Shoring Lagging
Mirafi Quickdrain, or approved equivalent, outletted to sump pump
Miradrain or approved equivalent
Retained Earth Material
Embedded Reinforcement per Structural
May 24, 2023
Christi and Rob Welbourn Project No: 72716-00 1924 Galaxy Drive Project No: 72717-00 Newport Beach, California Report No: 23-9382
Zen Yieh
1924 Galaxy Drive Newport Beach, California
Attention: Bob Holcomb, Holcomb Engineering
Subject: Geotechnical Emergency Hydrauger Recommendations 1924 and 1930 Galaxy Drive Newport Beach, California
Dear Mr. and Ms. Welbourn & Mr. Yieh:
This letter presents geotechnical recommendations for the emergency design of temporary or permanent hydraugers to be located within the property boundary at 1930 Galaxy Drive and if permits are obtained and permission allows at the slope below the subject properties. Details,
profiles, and plans of the horizontal drain system are within the purview of the Civil Engineer.
Plans and details should be reviewed by our firm once available.
It should be noted that any horizontal drains or hydraugers installed prior to stabilizing shear pins or tiebacks, may result in degradation of the drainage system if there is the continued movement of
the slide mass. The final stabilization measures which include shear pins and tiebacks is
recommended to include a fully functioning horizontal drain/hydrauger system. Drainage controls installed prior to structural stabilization measures may be required to be abandoned, removed, and/or modified and repaired for the final design. Any work performed impacting areas outside the property boundaries, within any easement, or right-of-way, should be reviewed and approved by
the associated agencies prior to the commencement of the work.
Horizontal Drains/ Hydraugers
A horizontal drain system/hydrauger array is proposed for the property extending from the
southeast corner of the lot. The hydraugers should consist of a six-inch diameter horizontal drill
hole drilled at distances of 90 to 120 feet at a five percent inclination upward to the west and northwest. The array should be installed from a low point of 70 feet elevation, or lower, and extend to the west and northwest at 10-degree intervals. Each drilled hole should be installed with a 4-inch diameter PVC schedule 80, 0.020-inch slotted pipe. The 20-foot section of pipe
closest to the outlet should consist of 4-inch diameter solid schedule 80 PVC pipe with the
May 24, 2023 Project No: 72716-00 Project No: 72717-00
Report No: 23-hydro
Page No: 2 annulus in the hole grouted. The outlets should connect into a manifold that drains the system
into the storm drain or onto a separate pipe down the slope face, as approved. Drainage along
the slope may result in further degradation of low-strength materials and reduced local stability or erosion where the water outlets. Final drainage design and construction should be in accordance with the design by the Civil Engineer.
Other methods of installation may be suitable and should be submitted for review by the
Geotechnical Consultant. Wet and caving conditions should be anticipated by the contractor. Temporary Construction Slopes
A. Protection of Property
In order to reduce the risk to adjoining properties from temporary slope failures, temporary construction slopes exposing existing landslide materials, terrace deposits and bedrock materials should be laid-back no steeper than a 1:1 (horizontal:vertical)
ratio pending field review by the geologist during grading.
B. Worker Safety As the safety of onsite personnel affected by the performance of temporary
construction slopes is the responsibility of the general contractor, the contractor is
recommended to implement the safety practices as defined in Section 1541, Subchapter 4, of Cal/OSHA T8 Regulations (2006). The materials exposed in temporary excavations should be evaluated by the contractor during construction.
Elevation variances from within the proposed property may be accommodated by retaining
walls. Reconstruction of the existing pad is anticipated after installation of shoring. Temporary construction slopes will expose loose to medium dense, soft to stiff landslide deposits, terrace deposits, and/or bedrock that may be cut and be laid back to a 1:1 (horizontal: vertical) ratio.
Concrete
Onsite derived soils may have a severe soluble sulfate content due to exposure to the marine climate. It is recommended that a concrete expert be retained to design an appropriate concrete mix to address soil soluble sulfate content and the structural requirements. In lieu of retaining a
concrete expert, the 2022 California Building Code, Section 1904.1 should be utilized, which
refers to ACI 318. Jobsite Safety
Neither the professional activities of Geofirm, nor the presence of Geofirm’s employees and
subconsultants at a construction/project site, shall relieve the General Contractor of its
May 24, 2023 Project No: 72716-00 Project No: 72717-00
Report No: 23-hydro
Page No: 3
obligations, duties and responsibilities including, but not limited to, construction means,
methods, sequence, techniques or procedures necessary for performing, superintending and
coordination the work in accordance with the contract documents and any health or safety precautions required by any regulatory agencies. Geofirm and its personnel have no authority to exercise any control over any construction contractor or its employees in connection with their work or any health or safety programs or procedures. The General Contractor shall be solely
responsible for jobsite safety.
Observation and Testing
The 2022 CBC, Section 1705.6, requires geotechnical observation and testing during
construction to verify proper removal of unsuitable materials, that foundation excavations are
clean and founded in competent material, and to confirm design assumptions. It is noted that the CBC requires continuous verification and testing during placement of pile/caisson drilling. A Geofirm representative shall visit the site at intervals appropriate to the stage of construction, as notified by the Contractor, in order to observe the progress and quality of the work completed by
the Contractor. Such visits and observation are not intended to be an exhaustive check or a
detailed inspection of the Contractor’s work but rather are to allow Geofirm, as an experienced professional, to become generally familiar with the work in progress and to determine, in general, if the work is proceeding in accordance with the recommendations of this report.
Geofirm shall not supervise, direct, or have control over the Contractor’s work nor have any
responsibility for the construction means, methods, techniques, sequences, or procedures selected by the Contractor nor the Contractor’s safety precautions or programs in connection with the work. These rights and responsibilities are solely those of the Contractor.
Geofirm shall not be responsible for any acts or omission of the Contractor, subcontractor, any
entity performing any portion of the work, or any agents or employees of any of them. Geofirm does not guarantee the performance of the Contractor and shall not be responsible for the Contractor’s failure to perform its work in accordance with the Contractor documents or any applicable law, codes, rules or regulations.
These observations are beyond the scope of this investigation and budget and are conducted on a time and material basis. The responsibility for timely notification of the start of construction and ongoing geotechnically involved phases of construction is that of the owner and his contractor. Typically, at least 24 hours’ notice is required.
LIMITATIONS
This letter has been prepared in accordance with generally accepted practice in the engineering geologic and soils engineering field. No further warranty is offered or implied.
Recommendations presented are based on subsurface conditions encountered and are not meant
to imply a control of nature. As site geotechnical conditions are being observed to change with
May 24, 2023 Project No: 72716-00 Project No: 72717-00
Report No: 23-hydro
Page No: 4
time, the recommendations presented herein are considered valid for the conditions present as of
this report date. Also, independent use of this report in any form cannot be approved unless
specific written verification of the applicability of the recommendations is obtained from this firm.
This opportunity to be of continued service is appreciated. If you have any additional questions,
please contact our office.
Respectfully submitted,
GEOFIRM
Jesse D. Bearfield, P.E. 84335 Kevin A. Trigg, P.G., E.G. 1619
Associate Engineer Principal Engineer Geologist,
JDB/KAT: mr
Distribution: Addressees via email
Attachment: Plate 1 – Geotechnical Conceptual Repair Plan
5
10
15
20
25
30
35
40
45
5055
606570
85
85
80
85
7580
85
85
A
B
C
C'
B'
A'
Qalo
CONCEPTUAL LIMIT OF
REMEDIAL GRADING
CONCEPTUAL REMEDIAL GRADING
STABILIZATION KEY
(FINAL DIMENSIONS TO BE DETERMINED)
CONCEPTUAL LIMIT OF
REMEDIAL GRADING
CONCEPTUAL ABOVE-GRADE
REPLACEMENT STORM DRAIN
OUTLET TIE-IN TO ABOVE
GRADE STORM DRAIN
SYSTEM A:
PROPOSED BURIED SHEAR PIN WALL SYSTEM
(DESIGN PER STRUCTURAL ENGINEER)
LB-1
LB-2
LB-4
LB-5
LB-3
1924
1930
TYPICAL 2:1 RAT
I
O
CTS FILL SLOPE
SYSTEM A:
TYPICAL CAISSON SHEAR PIN - CONCEPTUAL LOCATION
(DESIGN PER STRUCTURAL ENGINEER)
LB-6
HOUSE REMOVED
EXISTING
PIPE PILE
EMERGENCY
SUPPORT
6' EASEMENT
NOT A PART
(STABILIZATION BY OTHERS)
P1 P2 P3 P4 P5 P6 P7
40' TIEBACK
B
O
N
D
E
D
Z
O
N
E
KEY
ELEV.
±10'
SYSTEM B:
PROPOSED SHEAR PIN WALL SYSTEM
(DESIGN PER STRUCTURAL ENGINEER)
SYSTEM C:
PROPOSED LATERAL SHORING PILES
HYDRAUGERS
G
A
L
A
X
Y
D
R
I
V
E
NOT A PART
(STABILIZATION PER
SEPARATE REPORT)
MANIFOLD (ELEV. 70')
R1 R2
R3
90'
90'
90'
100
'
12
0
'
1
1
0
'
EXPLANATION
APPROXIMATE LOCATION OF 24" AUGER BORING, NUMBER INDICATED
PERMANENT RETAINING WALL (1930 GALAXY DRIVE)
EXISTING EMERGENCY SHORING PILES WITH LAGGING
EXISTING EMERGENCY PIPE PILE SUPPORTS
300 KIP SHEAR PIN
TIEBACK
TIEBACK BONDED ZONE
200 KIP SHEAR PIN
LB-6
P7
PROPOSED SHORING PILES
GEOTECHNICAL CONCEPTUAL REPAIR PLAN
GALAXY DRIVE LANDSLIDE
1924 & 1930 GALAXY DRIVE
NEWPORT BEACH, CA
PLATE:DATE:REPORT NO.:JOB NO.:
33 JOURNEY, SUITE 200 ALISO VIEJO, CA 92656 949-380-4886
00 20'40'
1" = 20'
72717-00 MAY 2023 3
NOTES
- TOPOGRAPHY BASED ON UAV LIDAR SURVEY COMPLETED MARCH 13, 2023.
- ELEVATIONS ARE APPROXIMATE AND HAVE NOT BEEN TIED IN WITH COUNTY
MONUMENTS.
- PROPERTY BOUNDARIES ARE APPROXIMATE.
23-xxxx
GENERAL NOTES AND SPECIFICATIONS:
1. CONCRETE: THE MINIMUM ULTIMATE COMPRESSIVE STRENGHT OF
CONCRETE AT 28 DAYS SHALL BE:
A) FOR WALKWAYS AND DRIVEWAYS .............................2500 PSI
B) FOR SLAB ON GRADE .............................................2500 PSI
C) FOR FOUNDATION STEM WALLS AND FOOTING ...........2500 PSI
D) FOR PILES, CAISSONS, AND GRADE BEAM..................3000 PSI
SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR ALL
CONCRETE WITH REQUIRED STRENGTH EXCEEDING 2500 PSI.
2. CEMENT SHALL BE PORTLAND CEMENT TO ASTM DESIGNATION C-150.
3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM
DESIGNATION A615, GRADE 60. BARS SPLICES SHALL BE APPLIED ONLY AS
SHOWN ON PLANS. SPLICES AT OTHER LOCATION SHALL BE APPROVED BY
THE ENGINEER. ALL REINFORCING BARS, ANCHOR BOLTS, HOLD DOWNS,
AND OTHER INSERTS SHALL BE SECURED IN PLACE PRIOR TO PLACING
CONCRETE. ALL REINFORCING BAR BENDS SHALL BE MAD COLD. #5 OR
LARGER SHALL NOT BE RE-BENT WITHOUT THE APPROVAL OF THE ENGINEER.
4. STRUCTURAL STEEL SHALL CONFORM WITH THE FOLLOWING STANDARDS
W-SHAPES: ASTM A992 (Fy=50 ksi, Fu=65 ksi)
M-SHAPES: ASTM A36 (Fy=36 ksi, Fu=58 ksi), CHANNELS
HIGH STRENGTH BOLTS: A 325 (CONVENTIONAL STEEL TO STEEL)
THREADED RODS AND COMMON BOLTS: A307, GRADE A
RECTANGULAR, SQUARE AND ROUND HOWLLOW SECTIONS, HSS
ASTM A500, GRADE B (Fy=46 ksi, Fu= 58 ksi)
NUTS, HEAVY-HEX: ASTM A563
WASHERS, FLAT AND BEVELED: ASTM F463
W-SHAPES WITH ATMOSPHERIC CORROSION RESISTANCE
ASTM A588, GRADE 50, OR ASTM A242 GRADE 42, 46 OR 50.
GENERAL NOTES AND SPECIFICATIONS:
1. CONCRETE: THE MINIMUM ULTIMATE COMPRESSIVE STRENGHT OF
CONCRETE AT 28 DAYS SHALL BE:
A) FOR WALKWAYS AND DRIVEWAYS .............................2500 PSI
B) FOR SLAB ON GRADE .............................................2500 PSI
C) FOR FOUNDATION STEM WALLS AND FOOTING ...........2500 PSI
D) FOR PILES, CAISSONS, AND GRADE BEAM..................3000 PSI
SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR ALL
CONCRETE WITH REQUIRED STRENGTH EXCEEDING 2500 PSI.
2. CEMENT SHALL BE PORTLAND CEMENT TO ASTM DESIGNATION C-150.
3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM
DESIGNATION A615, GRADE 60. BARS SPLICES SHALL BE APPLIED ONLY AS
SHOWN ON PLANS. SPLICES AT OTHER LOCATION SHALL BE APPROVED BY
THE ENGINEER. ALL REINFORCING BARS, ANCHOR BOLTS, HOLD DOWNS,
AND OTHER INSERTS SHALL BE SECURED IN PLACE PRIOR TO PLACING
CONCRETE. ALL REINFORCING BAR BENDS SHALL BE MAD COLD. #5 OR
LARGER SHALL NOT BE RE-BENT WITHOUT THE APPROVAL OF THE ENGINEER.
4. STRUCTURAL STEEL SHALL CONFORM WITH THE FOLLOWING STANDARDS
W-SHAPES: ASTM A992 (Fy=50 ksi, Fu=65 ksi)
M-SHAPES: ASTM A36 (Fy=36 ksi, Fu=58 ksi), CHANNELS
HIGH STRENGTH BOLTS: A 325 (CONVENTIONAL STEEL TO STEEL)
THREADED RODS AND COMMON BOLTS: A307, GRADE A
RECTANGULAR, SQUARE AND ROUND HOWLLOW SECTIONS, HSS
ASTM A500, GRADE B (Fy=46 ksi, Fu= 58 ksi)
NUTS, HEAVY-HEX: ASTM A563
WASHERS, FLAT AND BEVELED: ASTM F463
W-SHAPES WITH ATMOSPHERIC CORROSION RESISTANCE
ASTM A588, GRADE 50, OR ASTM A242 GRADE 42, 46 OR 50.
GENERAL NOTES AND SPECIFICATIONS:
1. CONCRETE: THE MINIMUM ULTIMATE COMPRESSIVE STRENGHT OF
CONCRETE AT 28 DAYS SHALL BE:
A) FOR WALKWAYS AND DRIVEWAYS .............................2500 PSI
B) FOR SLAB ON GRADE .............................................2500 PSI
C) FOR FOUNDATION STEM WALLS AND FOOTING ...........2500 PSI
D) FOR PILES, CAISSONS, AND GRADE BEAM..................3000 PSI
SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR ALL
CONCRETE WITH REQUIRED STRENGTH EXCEEDING 2500 PSI.
2. CEMENT SHALL BE PORTLAND CEMENT TO ASTM DESIGNATION C-150.
3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM
DESIGNATION A615, GRADE 60. BARS SPLICES SHALL BE APPLIED ONLY AS
SHOWN ON PLANS. SPLICES AT OTHER LOCATION SHALL BE APPROVED BY
THE ENGINEER. ALL REINFORCING BARS, ANCHOR BOLTS, HOLD DOWNS,
AND OTHER INSERTS SHALL BE SECURED IN PLACE PRIOR TO PLACING
CONCRETE. ALL REINFORCING BAR BENDS SHALL BE MAD COLD. #5 OR
LARGER SHALL NOT BE RE-BENT WITHOUT THE APPROVAL OF THE ENGINEER.
4. STRUCTURAL STEEL SHALL CONFORM WITH THE FOLLOWING STANDARDS
W-SHAPES: ASTM A992 (Fy=50 ksi, Fu=65 ksi)
M-SHAPES: ASTM A36 (Fy=36 ksi, Fu=58 ksi), CHANNELS
HIGH STRENGTH BOLTS: A 325 (CONVENTIONAL STEEL TO STEEL)
THREADED RODS AND COMMON BOLTS: A307, GRADE A
RECTANGULAR, SQUARE AND ROUND HOWLLOW SECTIONS, HSS
ASTM A500, GRADE B (Fy=46 ksi, Fu= 58 ksi)
NUTS, HEAVY-HEX: ASTM A563
WASHERS, FLAT AND BEVELED: ASTM F463
W-SHAPES WITH ATMOSPHERIC CORROSION RESISTANCE
ASTM A588, GRADE 50, OR ASTM A242 GRADE 42, 46 OR 50.
REV:PLAN DATE: 5/16/2023
REGISTERED ENGINEER RCE 26015 DATE
TEL (310) 322-3535
LOS ANGELES, CA 90045
9100 S. SEPULVEDA BLVD., #115
SAMARA ENGINEERING, INC.
CHRISTI & ROB WELBOURN
1924 GALAXY DRIVE
NEW PORT BEACH, CA 92660
A.P.N. 117-641-07 STONEY MILLER CONSULTANTS, INC.33 JOURNEY, SUITE 200ALISO VIEJO, CA 92656(949) 380-4886
THE EARTHWORK QUANTITIES ARE PROVIDED AS A COURTESY ANDCONVENIENCE TO THE OWNERS, AND ARE FOR BONDING AND PLANCHECK PURPOSES ONLY. THE YARDAGE FIGURES SHOWN AREAPPROXIMATE CALCULATED QUANTITIES BASED ON THE DIFFERENCEBETWEEN EXISTING GROUND ELEVATIONS AND DESIGNED ROUGHGRADE ELEVATIONS. THE CALCULATIONS MAKE NO PROVISIONS FORSTRIPPING, SHRINKAGE, BULKING OR ANY OTHER CONDITION NOTIMPLIED. FOR THIS REASON, IT IS THE RESPONSIBILITY OF THECONTRACTOR TO CONSULT THE PROJECTS SOILS ENGINEERS ANDGEOLOGIC INVESTIGATIONS, AND TO DETERMINE FOR HIMSELF, THEQUANTITIES OF EARTH MOVING THAT WILL BE REQUIRED TO COMPLETETHIS PROJECT.
CAUTION: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE
UNAUTHORIZED CHANGES & USES:
FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS.ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BYTHE PREPARER OF THESE PLANS.
CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION
PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITYFOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OFALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BELIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR WILL FURTHER DEFEND, INDEMNIFYAND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTIONWITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCEOF DESIGN PROFESSIONAL.
NOTE TO CONTRACTOR:
NOTE TO CONTRACTOR:
EMERGENCY INSTALLATION OF TEMPORARY SHORING PILES TO PROTECT
PLAN CHECK:
UPDATED:
EXITING HOME AND HOME SITE; SEVEN STEEL SOLDIER PILES SPACED AT
7' ON CENTERS WITH TREATED WOOD LAGGING SPANNING BETWEEN PILES.
LOT 21 OF TRACT NO. 4224
BENCH MARK #NB6-22-92
DATUM: NAVD88
ELEVATION: 84.61
RON MIEDEMA L.S. 4653
23016 LAKE FOREST DRIVE #409
LAGUNA HILLS, CA 92653
(949) 422-1869 CELL
8
5 80
7
5
7
0
65
60
5
5
5
0
85
8
5
8
0
7
5
7
0
6
5
6
0
5
5
5
0
LOT 21
BUILDING
POOL
SPA
RETAINING
WALL
BARBECUE
6.
0
LOT 20 OF TRACT NO. 4224
APN 117-641-06
LOT 21 OF TRACT NO. 4224
APN 117-641-07
1924 GALAXY DRIVE
7
5
7
0
7
5
7
0
6
5
6
0
P1 P2 P3 P4 P7P6P5
84.8
84.9
87.2
86.8
85.4
85.4
86.3
(87.9)
86
.
7
T
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S
86.6
78.4
87.687.3
87.9
49.1
(87.04FF)
(8
7
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)
(8
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85
.
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C
83
.
8
8
F
G
(8
7
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0
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F
F
)
7'7'7'7'7'7'
APPROX FG 73.5 + 85.6
TOL
+ 88.3
TOL + 85.6
TOL
85.71 TOC
8
0
8
5
8
1
7
9
7
7
+
8
4
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86
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EXISTING SINGLE STORY,
SINGLE FAMILY HOME
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+ 84 FG
B
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B
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EXTERIOR WALL OF HOME
EXTERIOR WALL OF HOME
EX
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SLOPE
SLOPE
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ENLARGED PLAN
ON SHEET C3
PLANS OF TEMP SHORING/ EMERGENCY SHORING PILES
SCALE: 1/8" = 1'
7
5
P1 P2 P3 P4 P7P6P5
(87.04FF)
(8
7
.
0
4
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F
)
(8
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85
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7
1
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83
.
8
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7'7'7'7'7'7'
APPROX FG 73.5 + 85.6
TOL
+ 88.3
TOL + 85.6
TOL
85.71 TOC
8
0
8
5
8
1
7
9
7
7
+
8
4
F
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EXTERIOR WALL OF HOME
EX
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1
CONSTRUCTION NOTES
1 24" DIAM. SOLDIER PILES PER SECTIONS,
DETAILS & PILE SCHEDULES ON SHEET C4
2 4x12 D.F. #2, TREATED LUMBER PER
DETAILS ON SHEET C4
ENLARGED PILE PLAN
SCALE: 1/2" = 1'
2
4' MAX. (CANT.)
PILECL
DOWNHILL SIDE
CL
4X12 ROUGH-SAWN
LAGGING
A
---
A---
W12x58
CONSTRUCTION PROCEDURES
DRILL HOLES FOR SOLDIER PILE PLACEMENT TO THE REQUIRED DEPTH NOTED ON SECTION, AND AS APPROVED BY THE SOILS
ENGINGEER IN THE FIELD.
PLACE SOLDIER PILES IN HOLES AND FILL WITH STRUCTURAL CONCRETE TO THE DEPTH NOTED ON SECTION. INSERT LAGGING AGAINST
STEEL PILES AS REQUIRED TO REACH BOTTOM OF REQUIRED GRADE OR AS DIRECTED BY SOILS ENGINEER IN FIELD.
+7' O.C. PILE SPACING
W12x58 . ASTM A588,
GRADE 60
PLAN OF TEMP. SHORING PILES
CL
UP-SLOPE SIDE UP-SLOPE SIDE
AS NEEDED, PER PLAN
85
80
75
70
65
85
80
75
70
65
+ 85.6-TOL
+ 88.3-TOL + 84-FG
7'7'7'7'7'7'
P1
P2 P3 P4 P5 P6 P7
d1
d2
FG
O
N
D
O
W
N
H
I
L
L
S
I
D
E
CL
4X12 ROUGH
SAWN LAGGING
#2 D.F.
18" SQ X 1/2"
LEVELING PLATE
(AS NEEDED)
1/4"
24" DIAM.
W12x58 STEEL
SOLDIER PILES @7' O.C.
A588, GRADE 60
2-SACK
SLURRY
VA
R
I
E
S
F
R
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1
1
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P
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3000 PSI
CONCRETE
FINISH GRADE +/- 84
REVISIONS
PREPARED BY: M. SAMARA
DRAWING TITLE
310 322 3535
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(
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ma samara
DATE: 5/17/2023
C4 OF 4
SHEET
SE
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DIAMETER BEAM BEDROCK D d1 d2
RSTIMATE
DEPTH TOSTEELHOLE
P1 24" W12x58 12' 57' 15' 35'
P2 24" W12x58 13' 62' 14' 35'
P3 24" W12x58 15' 61' 11' 35'
P4 24" W12x58 15' 61' 11' 35'
P5 24" W12x58 18' 61' 8' 35'
P6 24" W12x58 12' 61' 9' 35'
P1 24" W12x58 12' 61' 9' 35'
SOLDIER PILE SCHEDULE
SECTION A-A
PILE PROFILE
SCALE: 1/2"=1'
SECTION B-B
SM
SC
GM
SC
SP-SM
7.6
10.0
37.2
96.5
112.3
80.5
14
35
20
30
Artificial Fill
@ 0 FT: SILTY SAND (SM); dark brown, moist to very moist,
loose, some rounded gravel up to 2-inch diameter, some debris
@ 5 FT (Sample): CLAYEY SAND (SC); gray, very moist,
medium dense, medium to coarse sand, trace fine roundedgravel
@ 8.5 FT: Gravel layer, approximately 3-inches thick, gravel upto 1.5-inch diameter
@ 9 FT: Clay content increases
@ 10 FT (Sample): CLAYEY SAND (SC); gray to gray-brown,loose to medium dense, shell fragments, some rounded gravel
up to 1.5-inch diameter, sand becomes loose
@ 11 FT: Silt, clay, and gravel up to 1/2-inch diameter, lenses ofmedium sand, rootlets
Terrace Deposits@ 13 FT: gray-brown sand with silt, shell fragments
@ 15 FT: SAND with SILT (SP-SM); brown, wet, medium dense,
very fine to fine sand, with shell fragments; no recovery insampler
@ 18 FT: Groundwater on 03/14/2023 at 08:00
Bedrock: Capistrano Formation (Mudrock Member)
@ 19 FT: FAT CLAY; gray, soft to medium-stiff, very moist,
mottled with red-brown iron oxide, moderate to high field plasticity@ 20 FT (Sample): FAT CLAY; gray, very moist, medium-stiff,
moderate to high field plasticity, oxidized/weathered
@ 21 FT: Groundwater on 03/13/2023 at 09:30
De
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h
(
f
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)
Un
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t
u
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b
e
d
Sa
m
p
l
e
De
p
t
h
(
f
e
e
t
)
LOG OF BORING
Description
US
C
S
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
(
%
)
In
-
p
l
a
c
e
D
r
y
De
n
s
i
t
y
(
p
c
f
)
Bl
o
w
s
/
1
2
"
Project No.: 72716-00
Date(s) Logged: 3/13/2023 - 3/14/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±85.5'
Figure No.: B-1
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1924 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-1 GeologicAttitude
0
5
10
15
20
25
Bu
l
k
S
a
m
p
l
e
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
37.3
37.8
81.2
85.4
20
20
@ 25 FT (Sample): CLAYSTONE; gray, very moist, stiff to very
stiff, weakly indurated, slight field plasticity
@ 30 FT (Sample): CLAYSTONE; gray, moist to very moist,
very stiff to hard, slight field plasticity, top of sampledisturbed/contains borehole slough
Total Depth = 31 FT
Rapid seepage along bedrock contactStatic groundwater at approximately 18 FT
Moderate caving of terrace sands from approximately 15 FT to
20 FTHole backfilled with two-sack slurry on 03/14/2023
Kelly bar weights: 0'-6.5'=2,141#; 6.5'-13'=1,583#;
13'-19.5'=1,308#; 19.5'-26'=1,071#; 26'-32.5'=858#;32.5'-39'=673#; 39'-45.5'=514#; 45.5'-52'=382#; 52'-58.5'=239#.
De
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t
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(
f
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t
)
Un
d
i
s
t
u
r
b
e
d
Sa
m
p
l
e
De
p
t
h
(
f
e
e
t
)
LOG OF BORING
Description
US
C
S
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
(
%
)
In
-
p
l
a
c
e
D
r
y
De
n
s
i
t
y
(
p
c
f
)
Project No.: 72716-00
Date(s) Logged: 3/13/2023 - 3/14/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±85.5'
Figure No.: B-2
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1924 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-1 GeologicAttitude
25
30
35
40
45
50
Bu
l
k
S
a
m
p
l
e
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
Bl
o
w
s
/
1
2
"
SM
SP-
SM
SM
8.6
36.4
92.5
82.6
10
10
10
12
Artificial Fill
@ 0 FT: SILTY SAND with GRAVEL (SM); brown to dark brown,
moist to very moist, loose, rouned gravel up to 2-inch diameterand ocasional cobble@ 1 1/2 FT: Slight seepage, loose sand
@ 5 FT (Sample): SILTY SAND (SM); medium brown, very
moist, loose, medium to coarse sand, some subrounded finegravel
@ 9 FT: Bedrock clasts, rootlets
@ 10 FT (Sample): SAND with SILT (SP-SM); gray-brown, verymoist, loose, very fine to fine sand with some shell fragments
Terrace Deposits
@ 13 FT: SILTY SAND (SM); gray, moist, loose, slight cavingand seepage, rootlets
Bedrock: Capistrano Formation (Mudrock Member)@ 14 FT: Contact steeply inclined, continuous around hole,
1/2-inch thick layer of FAT CLAY above contact
CLAYSTONE; gray and orange, moist to very moist, soft atcontact, stiffens with depth, fossiliferous, brecciated, weathered@ 15 FT (Sample): CLAYSTONE; brown to gray mottled, slightly
moist, medium stiff to stiff, trace fine-grained subrounded quartz
sand, micaceous, weathered/oxidized
@ 19 FT: Subhorizontal oxidation streaks
@ 20 FT (Sample): CLAYSTONE; gray to brown mottled, slightlymoist, stiff to very stiff, some iron oxide, thin relict bedding,
friable
@ 21 FT: Vertical joint, closed; claystone becomes very stiff
@ 24 FT: Orthagonal joint sets; tight/closed, 2 to 4-inch regularspacing, manganese oxide on fracture surfaces, very slight
C:
N35W/56NE
B: N40E/5NW
J: N85W/90
J: 1:N10W/90J: 2:N70W/90
De
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t
h
(
f
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e
t
)
Un
d
i
s
t
u
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LOG OF BORING
Description
US
C
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Mo
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Co
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%
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Project No.: 72716-00
Date(s) Logged: 3/16/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±85.5'
Figure No.: B-3
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1924 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-2 GeologicAttitude
0
5
10
15
20
25
Bu
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a
m
p
l
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0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
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"
32.9
24.5
87.9
90.1
12
15
25
20
23
seepage
@ 25 FT (Sample): CLAYSTONE; gray to brown mottled, slightly
moist, very stiff, abundant white snail shells <1mm (fossiliferous),relict bedding, friable@ 26 FT: CLAYSTONE; gray to orange-brown mottled, slightly
moist, stiff, fossil fragments, laminated, fine root hairs
@ 28 FT: concretion, 1 cm-thick
@ 30 FT (Sample): CLAYSTONE; gray to orange-brown mottled,
slightly moist, stiff to very stiff, relict laminae, friable
@ 32 FT: Weathered, fossiliferous, jointed, micaceous, ironoxide staining
@ 35 FT (Sample): SANDY CLAYSTONE; gray, slightly moist tomoist, soft to medium stiff, jarosite
Loose SANDSTONE interbed 2 to 3-inches thick, slight seepage,
hard claystone below@ 36 FT: SANDY CLAYSTONE; gray, medium stiff, jarosite
@ 39 FT: SANDSTONE interbed, 4-inches thick, continuousaround hole, subhorizontal, H2S odor, sand gray, medium sand,
seepage along basal contact, caving
@ 40 FT (Sample): SANDY CLAYSTONE; gray, slightly moist tomoist, stiff, small pockets of fine to medium-grained quartz sand,micaceous
SANDSTONE interbed, wet, fine sand, gray
@ 42 FT: Thickly-bedded to massive SANDSTONE, seepageand gas bubbles
@ 43.5 FT: Thin laminated CLAYSTONE interbeds, manganeseoxide on surface, subhorizontal, continuous
@ 44 FT: SANDSTONE, seepage and caving upper 6 inches,
weakly cemented
@ 45 FT (Sample): SANDY CLAYSTONE; dark gray to black,very moist to wet, woody/lignite fragments, odorous4-inch thick CONGLOMERATE bed, subangular gravel up to 1
inch diameter, coarse sand matrix, weakly cemented
@ 46 FT: Jarosite seam, continuous around hole, thin bedded tolaminated SANDSTONE, weakly cemented
@ 48 FT: CLAYEY SANDSTONE, wet, 4 to 6-inch layer, black,
odorous, woody fragments, continuous around hole
B: N20E/6NW
B:N70W/10-12NE
B:HORIZONTAL
J:
N50W/35-40NE
B:N80E/10NW
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LOG OF BORING
Description
US
C
S
Mo
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s
t
u
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Co
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(
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In
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Project No.: 72716-00
Date(s) Logged: 3/16/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±85.5'
Figure No.: B-4
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1924 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-2 GeologicAttitude
25
30
35
40
45
50
Bu
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25
26
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28
29
30
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32
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47
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30
35
40
@ 50 FT (Sample): SANDY CLAYSTONE; blue-gray, very moist,
stiff, trace old rootlets, iron oxide, micaceous
@ 51 FT: Interbed of SANDSTONE, fine sand, dense
@ 52 FT: Contact continuous around hole
@ 54 FT: CLAYSTONE; blue-gray, poorly indurated
@ 55 FT (Sample): CLAYSTONE; dark gray, moist to very moist,
medium stiff to stiff
@ 60 FT (Sample): SANDY CLAYSTONE; dark gray to black,moist, dense, fine to medium sand, micaceous
Total depth 61 FTModerate seepage along sand interbeds
Static groundwater at approximately 56 FT
Slight caving of terrace sands from approximately 10 FT to 15 FTHole backfilled with two-sack slurry on 03/20/2023
Kelly bar weights: 0'-6.5'=2,141#; 6.5'-13'=1,583#;13'-19.5'=1,308#; 19.5'-26'=1,071#; 26'-32.5'=858#;
32.5'-39'=673#; 39'-45.5'=514#; 45.5'-52'=382#; 52'-58.5'=239#.
J: N60W/28NE
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LOG OF BORING
Description
US
C
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Mo
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Co
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(
%
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In
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De
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Project No.: 72716-00
Date(s) Logged: 3/16/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±85.5'
Figure No.: B-5
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1924 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-2 GeologicAttitude
50
55
60
65
70
75
Bu
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51
52
53
54
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58
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66
67
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71
72
73
74
75
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SM
SP-SM 10
15
20
Artificial Fill
@ 0 FT: SILTY SAND (SM); dark brown, moist, medium stiff,
rootlets
NOTE: Casing installed from 3 FT to 13 FT; interval not
down-hole logged
Terrace Deposits
@ 5 FT: SAND with SILT (SP-SM); medium brown, loose tomedium dense, very moist, fine to medium-grained, no recovery
in Mod. Cal. sampler
@ 9 FT: Groundwater measured on 03/18/2023 at 10:00
@10 FT: SAND with SILT (SP-SM); medium brown, loose tomedium dense, very moist to wet, fine to medium-grained
@ 11 FT: Groundwater measured on 03/20/2023 at 10:30
Bedrock: Capistrano Formation (Mudrock Member)
@ 12 FT: SANDY CLAY; gray-brown, very moist to wet, soft tomedium stiff, moderate field plasticity
@ 14 FT: SANDSTONE bed, laminated, 2 to 3 inches thick, gray,fine sand, micaceous, clay matrix, subhorizontal
@ 15 FT: Orthagonal joint sets, root hairs and manganese oxide
along fracture surfaces, slight seepage
@ 16 FT (Sample): CLAYSTONE; gray to brown mottled, moist,
very stiff, moderate field plasticity, oxidized, trace sand, relict
bedding, iron oxide, jointing continues in similar orientation asabove
@ 20 FT (Sample): CLAYSTONE; gray to brown mottled, moist,very stiff, moderate field plasticity, relict subvertical joint with iron
oxide and jarosite
B:SUBHORIZONTAL
J: 1:
N80E/85SEJ: 2: N-S/90
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LOG OF BORING
Description
US
C
S
Mo
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s
t
u
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Co
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(
%
)
In
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De
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(
p
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Project No.: 72716-00
Date(s) Logged: 3/18/2023 - 3/20/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±84'
Figure No.: B-6
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1924 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-3 GeologicAttitude
0
5
10
15
20
25
Bu
l
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S
a
m
p
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0
1
2
3
4
5
6
7
8
9
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12
13
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16
17
18
19
20
21
22
23
24
25
Bl
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"
35
30
30
@ 25 FT: CLAYSTONE; gray, slightly moist, very stiff, hackly,
brecciated, joints filled with iron oxide, locally jarosite
@ 27 FT: CLAYSTONE; thin-bedded, hackly, brecciated
@ 28 FT: CLAYSTONE; gray-brown, hackly, jointed
@ 29 FT: CLAYSTONE; thin beds, 1mm fossils alongsubhorizontal bedding planes
@ 30 FT (Sampler): CLAYSTONE; gray, moist, very stiff, hackly,
trace iron oxide
@ 31 FT: CLAYSTONE; brown, slightly moist, very stiff,
weathered along joints, thin beds 1 to 2 cm, hackly, friable
@ 33 FT: CLAYSTONE; gray, poorly-bedded, iron oxide, slight
seepage along subvertical joints
@ 35 FT: Gypsum along bedding plane
@ 37 FT: SANDY CLAYSTONE; gray, slightly moist, hard, iron
oxide, moderate field plasticity, massive, hackly, H2S odorOrthagonal joint set, closed, regular spacing
@ 39 FT: Groundwater measured on 03/20/2023 at 15:30
@ 40 FT (Sampler): SANDY CLAYSTONE; gray, very moist,
hard, trace iron oxide
@ 40.5 ft: interbed of CLAYEY SANDSTONE; gray, wet, dense,fine to medium sand, micaceous, slight seepage and caving
@ 44 FT: Groundwater measured on 03/20/2023 at 13:30
@ 45 FT (Sample): SANDY CLAYSTONE; dark gray to black,very moist to wet, very stiff, woody fragments/lignite, micaceous,
H2S odor
Total depth 46 FT
Moderate seepage along sand interbeds
Static groundwater at approximately 39 FTSlight caving of fill sands from approximately 5 FT to 10 FT
Hole over-drilled and 26-inch diameter casing installed from 3 FT
to 13 FT
J: N80E/80NW
B:SUBHORIZONTAL
B: N5W/4NE
B:N10E/8-10NW
J: 1: N20E/90
J: 2: N70W/90
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LOG OF BORING
Description
US
C
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Mo
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Co
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p
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Project No.: 72716-00
Date(s) Logged: 3/18/2023 - 3/20/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±84'
Figure No.: B-7
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1924 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-3 GeologicAttitude
25
30
35
40
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Bu
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Hole backfilled with two-sack slurry on 03/21/2023
Kelly bar weights: 0'-6.5'=2,141#; 6.5'-13'=1,583#;
13'-19.5'=1,308#; 19.5'-26'=1,071#; 26'-32.5'=858#;32.5'-39'=673#; 39'-45.5'=514#; 45.5'-52'=382#; 52'-58.5'=239#.
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LOG OF BORING
Description
US
C
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Mo
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Project No.: 72716-00
Date(s) Logged: 3/18/2023 - 3/20/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±84'
Figure No.: B-8
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1924 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-3 GeologicAttitude
50
55
60
65
70
75
Bu
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67
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73
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"
SM
SP
31.4
36.2
93.3
83.9
8
10
10
10
Artificial Fill
@ 0 FT: SILTY SAND (SM); dark brown, very moist, medium
dense, rootlets and debris
Terrace Deposits
@ 5 FT (Sample): SAND (SP); orange-brown, moist, medium
dense, clean, fine to medium sand, some iron oxide
@ 10 FT: SAND (SP); orange-brown, wet, medium dense, norecovery in sampler, seepage
Bedrock: Capistrano Formation (Mudrock Member)
@ 15 FT (Sample): CLAYSTONE; gray, moist, stiff, hackly, some
field plasticity, relict laminae and jointing, abundant iron oxide;thin SANDSTONE interbed; 3 cm, micaceous, weakly cemented,gray, some iron oxide, terminates at fault
@ 16 FT: SANDY CLAYSTONE; hackly, abundant iron oxide,
vertical joints@ 17.5 FT: SANDSTONE interbed; 4-inch thick, sight seepage,
offset at fault
@ 18.5 FT: Subhorizontal laminae, offset 2 cm upward on southside of hole, thin zone of fault gouge@ 19 FT: Jointing, massive CLAYSTONE
@ 20 FT (Sample): CLAYSTONE; gray, moist, stiff, manganese
oxide, friable, breaks along relict laminae, weathered/oxidized
@ 22 FT: massive CLAYSTONE; moist, moderate field plasticity,
moderately indurated, old roots
@ 24 FT: CLAYSTONE; laminated, subhorizontal at north side,convolute bedding on south side of boring
B:
HORIZONTAL
J: N85E/90
F:N60E/74NWJ: N45W/90
S: N45E/74SEST: 135
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LOG OF BORING
Description
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Project No.: 72717-00
Date(s) Logged: 3/23/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±85'
Figure No.: B-9
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1930 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-4 GeologicAttitude
0
5
10
15
20
25
Bu
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a
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0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
28.2
22.3
90.5
98.9
15
17
20
24
@ 25 FT (Sample): SANDY CLAYSTONE; gray to orange-brown,
stiff to very stiff, moist, abundant iron oxide, relict laminae and
convolute bedding
@ 27 FT: Hackly, breaks along joints, convolute bedding,
densely fractured
@ 29 FT: Moderately indurated, fractured claystone, hackly
@ 30 FT (Sample): SANDY CLAYSTONE; gray to orange-brown,
moist, very stiff, relict laminae and convolute bedding, abundantiron oxide, friable
@ 30 FT: Fossiliferous, rootlets, manganese oxide along joint
surfaces, subhorizontal bedding@ 32 FT: Polished shears, blocky fracturing
@ 33 FT: Subhorizontal laminae
@ 34 FT: Joints lined with gypsum locally, non-striated, softer
claystone, iron oxide bands
@ 35 FT (Sample): CLAYEY SANDSTONE; gray, wet, verydense, very fine to fine quartz sand, clay matrix, massive
@ 36 FT: SANDY CLAYSTONE; micaceous, moderate fieldplasticity, iron oxide and gypsum along fractures
@ 39 FT: CLAYEY SANDSTONE; uncemented, slight caving,localized convolute bedidng, groundwater measured on
03/23/2023 at 15:30
@ 40 FT (Sample): CLAYEY SANDSTONE; gray, wet, verydense, slight odor, micaceous, fine to medium sand, tracejarosite
@ 41 FT: Groundwater measured on 03/23/2023 at 12:30
Total depth 42 FT
Groundwater measured at 39 FTCaving of terrace sands from 5 to 11 FT
Seepage at bedrock contact
Boring backfilled with two-sack slurry
Kelly Bar Weights: 0'-6.5'=2,141#; 6.5'-13'=1,583#;13'-19.5'=1,308#; 19.5'-26'=1,071#; 26'-32.5'=858#;
32.5'-39'=673#; 39'-45.5'=514#; 45.5'-52'=382#; 52'-58.5'=239#.
F: N65E/90
S: N72E/71SE
S: N44E/57SEST: 104
J: N-S/60E
J: N25E/90J: N48E/62NW
B:HORIZONTALS: N90W/56S
ST: 180S: N10E/58SEST: 100
L: N24E/5NWJ: N5W/90
J: N85E/90
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LOG OF BORING
Description
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Project No.: 72717-00
Date(s) Logged: 3/23/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±85'
Figure No.: B-10
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1930 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-4 GeologicAttitude
25
30
35
40
45
50
Bu
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48
49
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24.7 94.1
15
24
Artificial Fill
Approximately 5-inch thick concrete slab
@ 0 FT: SILTY SAND (SM); red-brown, slightly moist, mediumdense, abundant shell fragments, some rounded gravel up to1-inch diameter
Terrace Deposits
@3.5 FT: Horizontal contact
@ 5 FT (Cuttings): SAND (SP); brown, slightly moist, dense, fine
to medium sand, trace fines
@ 8 FT: SAND (SP); laminated, slightly consolidated,
cross-bedded, micaceous, manganese oxide
@ 10 FT: Sand coarsens, orange-brown, trace gravel
@ 10.5 FT: GRAVEL layer, rip-up clasts up to 6-inch diameter,
rounded gravel up to 2-inch diameter, occasional cobble
Bedrock: Capistrano Formation (Mudrock Member)Irregular contact@ 11 FT (Sample): CLAYEY SANDSTONE; gray-brown to
red-brown, slightly moist to moist, dense, iron oxide, very fine to
fine sand, micaceous
@ 14 FT: SANDY MUDSTONE; gray-brown, hackly,subhorizontal, thin bedded to laminated locally, discontinuous
subvertical joints, slight seepage
@ 14.5 FT: SANDSTONE interbed; gray, seepage at basal
contact
@ 15 FT (Sample): SANDY CLAYSTONE; gray-brown tored-brown, moist, stiff, micaceous, fine sand, slight field plasticity,
iron oxide, friable
@ 20 FT (Cuttings): SANDY CLAYSTONE; gray, moist, slightfield plasticity
@ 21 FT: CLAYSTONE; hackly, moderately indurated, shear
surfaces with striae
@ 22.5 FT: Caving among blocky claystone, seepage to 25 FT
C: N25W/8NE
B: N38E/8SE
S:
N22W/54SW
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Description
US
C
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Project No.: 72717-00
Date(s) Logged: 3/24/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±85'
Figure No.: B-11
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1930 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-5 GeologicAttitude
0
5
10
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20
25
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/
1
2
"
32.1
19.5
83.3
107.6
25
25
30
35
30
@ 25 FT (Sample): CLAYSTONE; gray to red-brown, stiff,
slightly moist to moist, iron oxide, trace very fine sand, friable,
slight field plasticity
@ 30 FT: SANDY CLAYSTONE; laminated, iron oxide,
micaceous, vertical jointing@ 30 FT (Sample): SANDY CLAYSTONE; gray, slightly moist,
stiff to very stiff, abundant iron oxide, relict laminae, micaceous,
some fossils <1mm@ 31 FT: Laminated CLAYSTONE; locally slick parting atintersection with joints
@ 31.5 FT: SANDSTONE interbeds; laminated, gray, fine to
medium sand@ 32 FT: Fossiliferous, <1mm fossil shells, claystone becomes
massive
@ 35 FT (Sample): SANDY CLAYSTONE; gray to red-brown,moist, very stiff, poorly indurated, abundant iron oxide
@ 40 FT (Sample): CLAYEY SANDSTONE; dark gray to
red-brown, wet, very dense, fine to medium sand, clay matrix,iron oxide@ 40 FT: CLAYSTONE; blocky, caving, seepage
@ 45 FT (Sample): CLAYEY SANDSTONE; dark gray to black,wet, dense, very fine to fine sand, micaceous, hydrogen sulfide
odor
@ 46 FT: Iron oxide band, seepage
@ 48 FT (Cuttings): SANDY CLAYSTONE; black, micaceous,hydrogen sulfide odor, woody fragments
@ 49 FT: Groundwater measured on 03/24/2023 at 16:00, cavingin brecciated claystone above
B: N45E/6NW
B: N48E/8NW
J: N60W/90
B: N15W/4NE
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LOG OF BORING
Description
US
C
S
Mo
i
s
t
u
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e
Co
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t
e
n
t
(
%
)
In
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D
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De
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(
p
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f
)
Project No.: 72717-00
Date(s) Logged: 3/24/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±85'
Figure No.: B-12
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1930 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-5 GeologicAttitude
25
30
35
40
45
50
Bu
l
k
S
a
m
p
l
e
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
Bl
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s
/
1
2
"
45 @ 50 FT (Sample): SANDY CLAYSTONE; black, wet, very
dense, micaceous, hydrogen sulfide odor, organics
@ 56 FT (Sample): SILTY CLAYSTONE; dark gray, wet,
polished fragments, moderately indurated, wet, hydrogen sulfideodor
Total depth 57 FT
Groundwater measured at 49 FTBoring backfilled with two-sack slurry
Kelly Bar Weights: 0'-6.5'=2,141#; 6.5'-13'=1,583#;13'-19.5'=1,308#; 19.5'-26'=1,071#; 26'-32.5'=858#;
32.5'-39'=673#; 39'-45.5'=514#; 45.5'-52'=382#; 52'-58.5'=239#.
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LOG OF BORING
Description
US
C
S
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
(
%
)
In
-
p
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a
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D
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De
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s
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(
p
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)
Project No.: 72717-00
Date(s) Logged: 3/24/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: ER/SH
Ground Elev.: ±85'
Figure No.: B-13
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1930 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-5 GeologicAttitude
50
55
60
65
70
75
Bu
l
k
S
a
m
p
l
e
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
Bl
o
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/
1
2
"
SM
SC/SM
Landslide Debris
@ 0 FT: SILTY SAND; brown, wet, loose, some gravel and
debris, surface pumping
@ 5 FT (Cuttings): SILTY SAND to CLAYEY SAND; gray-brown
to red-brown, wet, loose, some gravel up to 2-inch diameter,some shell fragments, no recovery in sampler
Bedrock: Capistrano Formation@ 10 FT (Sample): CLAYSTONE; gray to orange-brown, moist,
weathered, micaceous, some sand, indurated,
oxidized/weathered
@ 15 FT (Sample): SANDY CLAYSTONE; gray to orange-brown,
slightly moist to moist, gypsum, iron oxide, moderately indurated,relict joint, oxidized/weathered
@ 20 FT (Sample): SANDY CLAYSTONE; gray, moist,moderately indurated, some fragments of black woody material,
slight H2S odor
@ 20.5 FT (Bottom of sample MC4): CLAYEY SANDSTONE;gray, very moist to wet, medium sand, parts along relict
subhorizontal bedding, weakly cemented
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LOG OF BORING
Description
US
C
S
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
(
%
)
In
-
p
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a
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D
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De
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(
p
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)
Project No.: 72717-00
Date(s) Logged: 4/17/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: SH
Figure No.: B-14
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1930 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-6 GeologicAttitude
0
5
10
15
20
25
Bu
l
k
S
a
m
p
l
e
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Bl
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/
1
2
"
Ground Elev.: ±68'
1
7
12
15
@ 25 FT (Sample): CLAYSTONE; gray, very moist, moderately
indurated, interbeds of SANDSTONE; wet weakly cemented, iron
oxide, fine sand
@ 30 FT (Sample): CLAYSTONE; dark gray to black, very moist,
poorly indurated, micaceous, H2S odor, interbeds of dark gray,fine to medium SANDSTONE
@ 30 FT (Sample): SANDSTONE; dark gray to black, wet,weakly cemented, medium to coarse sand, micaceous, clay
matrix
@ 40 FT (Sample): SANDSTONE; dark gray to black, wet,
weakly cemented, fine sand, micaceous, H2S odor, clay matrix,fragments of siltstone in sample
Total depth 41 FT
Rapid seepage and caving above bedrock contact Groundwater measured at 35 FT during drilling (10:30) Groundwater measured at 13 FT after drilling (13:30)
Boring backfilled with two-sack slurry
Kelly Bar Weights: 0'-6.5'=2,141#; 6.5'-13'=1,583#;13'-19.5'=1,308#; 19.5'-26'=1,071#; 26'-32.5'=858#;
32.5'-39'=673#; 39'-45.5'=514#; 45.5'-52'=382#; 52'-58.5'=239#.
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LOG OF BORING
Description
US
C
S
Mo
i
s
t
u
r
e
Co
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t
e
n
t
(
%
)
In
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)
Project No.: 72717-00
Date(s) Logged: 4/17/2023
Drilling Company: Roy Brother's Drilling
Drop: 18 inchLogged By: SH
Figure No.: B-15
Address:
Method of Drilling: 24-inch Flight Auger
Geofirm
1930 GALAXY DRIVE, NEWPORT BEACH,CA
BORING NO.: LB-6 GeologicAttitude
25
30
35
40
45
50
Bu
l
k
S
a
m
p
l
e
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
Bl
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1
2
"
Ground Elev.: ±68'
10
12
12
15
LB-1 0.00 60 LB Silty SANDSilty SANDSilty SAND 36, as corr.
LB-1 5.00 12 MC Silty SAND with pebblesSilty SAND with pebblesSilty SAND with pebbles 7.6 96.5 27
LB-1 10.00 12 MC Silty CLAYSilty CLAYSilty CLAY 10.0 112.3 54
LB-1 20.00 12 MC Silty CLAYSilty CLAYSilty CLAY 37.2 80.5 92 170, as corr.
LB-1 25.00 12 MC Silty CLAYSilty CLAYSilty CLAY 37.3 81.2 94
LB-1 30.00 12 MC Silty CLAYSilty CLAYSilty CLAY 37.8 85.4 100
LB-2 5.00 12 MC Silty SANDSilty SANDSilty SAND 8.6 92.5 28
LB-2 10.00 12 MC
LB-2 30.00 12 MC Silty CLAYSilty CLAYSilty CLAY 32.9 87.9 97
LB-2 45.00 12 MC Silty CLAYSilty CLAYSilty CLAY 24.5 90.1 76
LB-3 16.00 Silty CLAYSilty CLAYSilty CLAY 34.0 88.1 100
LB-3 20.00 12 MC Silty CLAYSilty CLAYSilty CLAY 34.0 85.8 95
LB-3 30.00 12 MC Silty CLAYSilty CLAYSilty CLAY 35.2 78.1 82
LB-3 40.00 12 MC Silty CLAYSilty CLAYSilty CLAY 26.0 91.0 82
LB-3 45.00 12 MC Silty CLAYSilty CLAYSilty CLAY 33.7 87.9 99
LB-4 0.00 Silty SANDSilty SANDSilty SAND 36, as corr.
LB-4 15.00 12 MC Silty CLAYSilty CLAYSilty CLAY 31.4 93.3 100
LB-4 20.00 12 MC Silty CLAYSilty CLAYSilty CLAY 36.2 83.9 97
LB-4 35.00 12 MC Silty CLAYSilty CLAYSilty CLAY 28.2 90.5 88
LB-4 40.00 12 MC Silty CLAYSilty CLAYSilty CLAY 22.3 98.9 85
LB-5 10.00 Silty CLAYSilty CLAYSilty CLAY 24.7 94.1 84
LB-5 30.00 12 MC Silty CLAYSilty CLAYSilty CLAY 32.1 83.3 85
LB-5 40.00 12 MC Silty CLAYSilty CLAYSilty CLAY 19.5 107.6 93
LB-6 10.00 12 MC Silty CLAYSilty CLAYSilty CLAY 33.9 77.9 79
LB-6 15.00 12 MC Silty CLAYSilty CLAYSilty CLAY 34.5 85.0 95
LB-6 20.00 12 MC Silty CLAYSilty CLAYSilty CLAY 20.7 97.4 77
LB-6 25.00 12 MC Silty CLAYSilty CLAYSilty CLAY 25.3 89.7 78
LB-6 30.00 12 MC Silty CLAYSilty CLAYSilty CLAY 45.3 72.3 92
LB-6 35.00 12 MC Silty CLAYSilty CLAYSilty CLAY 38.7 74.7 83
LB-6 40.00 12 MC Silty CLAYSilty CLAYSilty CLAY 38.9 82.6 100
Borehole Soil UnitSampleType
DryDensity(pcf)Classification Expansion
Index
Water
Content(%)
MOISTURE, DENSITY AND SATURATION
Depth(ft)
SampleLength
(in)
Saturation
(%)
Client: CHRISTI AND ROB WELBOURN
Figure No. C-1
Project Number: 72716-00
Project Name: 1924 GALAXY DRIVE
Address: 1924 GALAXY DRIVE, NEWPORT BEACH, CA
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
COBBLES GRAVEL SAND
D60
0.89
D100
BOREHOLE DEPTH
Silty SAND
finemedium
3 1002416 301 2006 10 501/2
330.19
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS1.5 8 143/4 3/8
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
PI Cc CuLL PL
LB-2
GRAIN SIZE IN MILLIMETERS
coarse fine coarse
SILT OR CLAY
LB-2 0.21319
Classification
1403420 406 60
%Clay%Silt
11.17.968.3
%Sand%Gravel
12.7
D10
0.003
D30BOREHOLEDEPTH
18.92
GRAIN SIZE DISTRIBUTION
5.0
5.0
Client: CHRISTI AND ROB WELBOURN
Figure No. C-2
Project Number: 72716-00
Project Name: 1924 GALAXY DRIVE
Address: 1924 GALAXY DRIVE, NEWPORT BEACH, CA
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
COBBLES GRAVEL SAND
D60
0.028
D100
BOREHOLE DEPTH
Silty CLAY
finemedium
3 1002416 301 2006 10 501/2 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS1.5 8 143/4 3/8
PE
R
C
E
N
T
F
I
N
E
R
B
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W
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I
G
H
T
PI Cc CuLL PL
LB-2
GRAIN SIZE IN MILLIMETERS
coarse fine coarse
SILT OR CLAY
LB-2 0.85
Classification
1403420 406 60
%Clay%Silt
45.251.92.9
%Sand%Gravel
0.0
D10D30BOREHOLEDEPTH
GRAIN SIZE DISTRIBUTION
15.0
15.0
Client: CHRISTI AND ROB WELBOURN
Figure No. C-3
Project Number: 72716-00
Project Name: 1924 GALAXY DRIVE
Address: 1924 GALAXY DRIVE, NEWPORT BEACH, CA
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
COBBLES GRAVEL SAND
D60
0.027
D100
BOREHOLE DEPTH
Silty CLAY
finemedium
3 1002416 301 2006 10 501/2 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS1.5 8 143/4 3/8
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
PI Cc CuLL PL
LB-2
GRAIN SIZE IN MILLIMETERS
coarse fine coarse
SILT OR CLAY
LB-2 0.0022
Classification
1403420 406 60
%Clay%Silt
38.338.822.9
%Sand%Gravel
0.0
D10D30BOREHOLEDEPTH
GRAIN SIZE DISTRIBUTION
30.0
30.0
Client: CHRISTI AND ROB WELBOURN
Figure No. C-4
Project Number: 72716-00
Project Name: 1924 GALAXY DRIVE
Address: 1924 GALAXY DRIVE, NEWPORT BEACH, CA
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
COBBLES GRAVEL SAND
D60
0.071
D100
BOREHOLE DEPTH
Silty CLAY
finemedium
3 1002416 301 2006 10 501/2 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS1.5 8 143/4 3/8
PE
R
C
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N
T
F
I
N
E
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B
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W
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I
G
H
T
PI Cc CuLL PL
LB-2
GRAIN SIZE IN MILLIMETERS
coarse fine coarse
SILT OR CLAY
LB-2 0.0282
Classification
1403420 406 60
%Clay%Silt
20.342.337.5
%Sand%Gravel
0.0
D10D30BOREHOLEDEPTH
GRAIN SIZE DISTRIBUTION
45.0
45.0
Client: CHRISTI AND ROB WELBOURN
Figure No. C-5
Project Number: 72716-00
Project Name: 1924 GALAXY DRIVE
Address: 1924 GALAXY DRIVE, NEWPORT BEACH, CA
0
10
20
30
40
50
60
0 20 40 60 80 100
44 21 CL
BOREHOLE DEPTH
SB 23
ML
CL
MH
CH
CL-ML
PL
AST
ICI
TY
IN
DEX
LIQUID LIMIT
ATTERBERG LIMITS' RESULTS
Fines ClassificationLL PL PI
15.00
Client: CHRISTI AND ROB WELBOURN
Figure No. C-6
Project Number: 72716-00
Project Name: 1924 GALAXY DRIVE
Address: 1924 GALAXY DRIVE, NEWPORT BEACH, CA
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
0 2,000 4,000 6,000 8,000 10,000 12,000
Peak Strength
Ultimate Strength
15
MC%
LB-1
LB-1
5.0
5.0
Silty SAND with pebbles 35
28
278
512
DescriptionBOREHOLE DEPTH
DIRECT SHEAR TEST
NORMAL PRESSURE, psf
SH
E
A
R
S
T
R
E
N
G
T
H
,
p
s
f
c
111
Client: CHRISTI AND ROB WELBOURN
Figure No. C-7
Project Number: 72716-00
Project Name: 1924 GALAXY DRIVE
Address: 1924 GALAXY DRIVE, NEWPORT BEACH, CA
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
0 2,000 4,000 6,000 8,000 10,000 12,000
Peak Strength
Residual Strength
40
MC%
LB-1
LB-1
25.0
25.0
Silty CLAY 16
17
657
238
DescriptionBOREHOLE DEPTH
DIRECT SHEAR TEST
NORMAL PRESSURE, psf
SH
E
A
R
S
T
R
E
N
G
T
H
,
p
s
f
c
85
Client: CHRISTI AND ROB WELBOURN
Figure No. C-8
Project Number: 72716-00
Project Name: 1924 GALAXY DRIVE
Address: 1924 GALAXY DRIVE, NEWPORT BEACH, CA
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
0 2,000 4,000 6,000 8,000 10,000 12,000
Peak Strength
Ultimate Strength
MC%
LB-2
LB-2
50.0
50.0
Silty CLAY
Silty CLAY
20
20
471
442
DescriptionBOREHOLE DEPTH
DIRECT SHEAR TEST
NORMAL PRESSURE, psf
SH
E
A
R
S
T
R
E
N
G
T
H
,
p
s
f
c
Client: CHRISTI AND ROB WELBOURN
Figure No. C-9
Project Number: 72716-00
Project Name: 1924 GALAXY DRIVE
Address: 1924 GALAXY DRIVE, NEWPORT BEACH, CA
0
1,000
2,000
3,000
4,000
5,000
0 1,000 2,000 3,000 4,000 5,000 6,000
DIRECT SHEAR TEST RESULTS
NORMAL STRESS (psf)
SH
E
A
R
S
T
R
E
N
G
T
H
(
p
s
f
)
Stoney Miller/Welbourn
California
PROJECT NO. 14099-04
Template: NMDS; Prj ID: 14099-04.GPJ; Printed: 5/1/23
Geotechnical, Inc.
16.0
Cohesion (psf)474 168
Parameter Peak Ultimate
SHEAR STRENGTH PARAMETERS
Sample Type:Undisturbed Rate of Shear (in./min.):
49.9 78.5 Saturation (%):
Degree of 100
Liquid Limit:Percent Passing
Sample No. MC-4
Final Moisture
Content (%):
Final Dry
Friction Angle (degrees)10.0
Plasticity Index:No. 200 Sieve:
Sample Description:Olive gray silty CLAY USCS:CL
Boring No. B-2
0.0005
Density (pcf):
Depth: 20.0 ft
Figure No. C-10
!
" "
#$
%&'())*('
!"#$%%
+
#" ", #"- ,"
#
", .&#$"'()$"+" % ,%.
"! "/.
0
1!2 ,.# 3#"0
",
%*4
5" !
/.
5"
5 3
0 20
# "326.
%7((8.
", 3 .*"+,-'"-./01 ../
9 0
%9**7
3.
+.:;%(
Figure No. C-11
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
0 2,000 4,000 6,000 8,000 10,000 12,000
Peak Strength
Ultimate Strength
27
MC%
LB-4
LB-4
5.0
5.0
Silty SAND with pebbles 30
29
174
128
DescriptionBOREHOLE DEPTH
DIRECT SHEAR TEST
NORMAL PRESSURE, psf
SH
E
A
R
S
T
R
E
N
G
T
H
,
p
s
f
c
85
Client: ZEN YIEH
Figure No. C-12
Project Number: 72717-00
Project Name: 1930 GALAXY DRIVE
Address: 1930 GALAXY DRIVE, NEWPORT BEACH, CA
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
0 2,000 4,000 6,000 8,000 10,000 12,000
Peak Strength
Ultimate Strength
39
MC%
LB-4
LB-4
25.0
25.0
Silty CLAY 15
18
994
139
DescriptionBOREHOLE DEPTH
DIRECT SHEAR TEST
NORMAL PRESSURE, psf
SH
E
A
R
S
T
R
E
N
G
T
H
,
p
s
f
c
85
Client: ZEN YIEH
Figure No. C-13
Project Number: 72717-00
Project Name: 1930 GALAXY DRIVE
Address: 1930 GALAXY DRIVE, NEWPORT BEACH, CA
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
0 2,000 4,000 6,000 8,000 10,000 12,000
Peak Strength
Ultimate Strength
39
MC%
LB-5
LB-5
11.0
11.0
Silty CLAY 16
9
581
384
DescriptionBOREHOLE DEPTH
DIRECT SHEAR TEST
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Client: ZEN YIEH
Figure No. C-14
Project Number: 72717-00
Project Name: 1930 GALAXY DRIVE
Address: 1930 GALAXY DRIVE, NEWPORT BEACH, CA
CorrLists\RESIDENTIAL PlanReviewComments&Corrections 11/2022 1
CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION
100 Civic Center Drive | P.O. Box 1768 | Newport Beach, CA 92658-8915 www.newportbeachca.gov | (949) 644-3200 RESIDENTIAL
PLAN REVIEW COMMENTS & CORRECTIONS
Project Description: SFR INSTALL TEMPORARY SHORING, SOLDIER PILES SPACED AT 7' ON CENTERS W/ TREATED WOOD LAGGING BETWEEN PILES
Project Address: 1924 GALAXY DR Plan Check No.: PC2023-1202
Permit App. Date: 05/22/23 Plan Check. Expires: 11/18/23
Use: SFR Occupancy: R3/U Const. Type: VB
No. Stories: Permit Valuation: Adjusted Valuation:
Architect/Engineer: MUZAHIM SAMARA Phone: 310-308-2790
Applicant/Contact: MUZAHIM SAMARA Phone: 310-308-2790
Plan Check Engineer: Zhao Zhang, SE Phone: 949-644-3279
Engineer email: zzhang@newportbeachca.gov
X 1st Review: (06/14/23) 2nd Review: (date) 3rd Review: (date)
Italic comments By Appointment
The project plans were reviewed for compliance with the following codes and standards:
2022 CRC; 2022 CBC; 2022 CPC; 2022 CEC; 2022 CMC; 2022 California Energy Code; 2022 California Green
Building Standards Code (CG); & Chapter 15 of the Newport Beach Municipal Code (NBMC).
The code section references are from the 2022 CRC, unless otherwise stated.
• TO EXPEDITE PROJECT APPROVAL: Please provide a written response indicating how and where each
comment was resolved on the plans.
• Resubmit all previously reviewed plans, updated plans and supporting documents with each subsequent
review.
• AFTER 2nd PLAN REVIEW: Please call or email the plan check engineer listed above to schedule a plan
review appointment, to expedite project approval.
• For clarification of any plan review comment, please call the plan check engineer listed above.
• Plan review status is available online at https://css.newportbeachca.gov/EnerGov_Prod/SelfService#/home. Project status is also
available by speaking with a permit technician at 949-718-1888 during business hours.
CorrLists\RESIDENTIAL PlanReviewComments&Corrections 11/2022 2
GENERAL
1. Obtain plan review approval from the following:
a. Building Division
b. Grading Review c. Planning Division d. Public Works Department
2. Final drawings which will be approved for permit issuance shall be signed by the respective design professional on each sheet (electronic signature is acceptable).
3. Soils engineer to review and approve final foundation plan, foundation details, shoring plan, precise
grading and drainage plan and erosion plan. This correction will remain until the permit is issued.
4. List all the applicable codes on title sheet (2022 CBC, NBMC, etc).
5. Site plan:
a. Pile P1 to P4 are crossing the property line. Neighbor’s agreement will be required. Otherwise update survey to show all soldier beams are entirely in 1924 Galaxy property.
b. Pile P5 to P7 are in State land, which will require authorization from State of California for the City to issue permits on their behalf for the work being proposed on State Land.
6. Provide a site survey, stamped and signed by a State Licensed Land Surveyor or authorized Civil Engineer (License Number below 33,966). Provide note on plan, “Surveyor or engineer shall permanently monument property corners or offsets before starting grading.”
7. Revise project description on plan, calcs and permit application, from “permanent shoring” to “temporary shoring”.
MEANS OF EGRESS
8. Guards (guardrails) shall meet the following:
a. Provide guards where the open side is more than 30” measured vertically to the floor or grade below at any point within 36” horizontally to the edge of the open side. R312.1.1
b. Guard height shall be a minimum of 42”. R312.1.2
c. Openings between intermediate balusters shall preclude the passage of a 4” diameter sphere.
R312.1.3
d. The triangular openings formed by the riser, tread, and bottom rail shall preclude the passage
of a 6” diameter sphere. R312.1.3, Exception 1.
e. Openings between intermediate balusters on the open side of stairs shall preclude the
passage of a 4-3/8” diameter sphere. 312.1.3, Exception 2.
9. Provide connection calculations and details for all guardrails to withstand a 200-lb force at top of the railing acting in any direction, and min 50-lb per linear foot for intermediate guard components. The loads are not required to be cumulative.
STRUCTURAL
10. C1: Provide on title sheet soils report number, date and any supplemental reports, etc. List soils
allowable design values on foundation plan. NBMC 15.05.170, R401.1
11. Material specifications on C1:
a. Provide specifications for wood laggings. Wood installed in retaining or crib walls shall be preservative treated in accordance with AWPA U1 for soil and fresh water use. (CBC
2304.12.2.8)
b. Clarify how to protect steel soldier beam against corrosion, where steel soldier beam exposed
to soil directly.
12. Load in shoring design shall:
CorrLists\RESIDENTIAL PlanReviewComments&Corrections 11/2022 3
a. Include 62.4 pcf water pressure on shoring design. Otherwise provide drainage behind shoring. Or provide a letter from geotechnical engineer to indicate the water table is below the retaining potion.
b. Indicate the distance between residence and Pile P1-3. Consider residence footing surcharge load on Pile P1-P3.
13. Unless otherwise specified by the geotechnical engineer through an approved report, point of fixity shall be assumed to be a minimum of 5’-0” below excavated grade level (CBC 1810.2.1).
14. Pile minimum embedment shall:
a. Soil report requires a minimum 20 ft embedment into bedrock. Update pile schedule on C4.
b. Depth of embedment of shoring caissons shall not be less than that outlined in CBC Section 1807.3.2.
15. Provide structural design for P.T. laggings.
16. Add the following note on the shoring drawing, “Licensed surveyor to provide horizontal and vertical
monitoring of shoring and improvements on adjacent properties and submit results with a report to the shoring design engineer and to the building inspector on a daily basis during excavation and shoring and weekly basis thereafter. Where dewatering is required, monitoring shall continue until dewatering is stopped.”
ADDITIONAL CORRECTIONS
17. See red marks on plans for additional comments and clarifications. Return the checked set of plans at
the time of recheck. Additional comments may be following pending further review.
CorrLists\GeotechnicalReportReviewChecklist 7/10/2023 1
CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive | P.O. Box 1768 | Newport Beach, CA 92658-8915 www.newportbeachca.gov | (949) 644-3200
GEOTECHNICAL REPORT REVIEW CHECKLIST
Project Description: SFR INSTALL PERMANENT SHORING, SOLDIER PILES SPACED AT 7' ON CENTERS W/ TREATED WOOD LAGGING BETWEEN PILES
Title & Date of Report GEOTECHNICAL EMERGENCY PROTECTION SHORING RECOMMENDATIONS DATED MARCH 30, 2023
Project Address: 1924 GALAXY DRIVE Plan Check No.: PC2023-1202
Permit App. Date: 05/22/2023 Permit App. Expires: 11/18/2023
CY Cut/Fill: Permit Valuation: $120,000 Adjusted Valuation:
Consultant: STONEY MILLER CONSULTANTS, INC Phone: 949-380-4886
Applicant/Contact: WELBOURN ROBERT Phone: 949-633-2995
Plan Check Engineer: Sergio Gutierrez Phone: 949-644-3213
Engineer email: sgutierrez@newportbeachca.gov
X 1st Review: 5/31/2023 2nd Review: 3rd Review:
Italic comments By Appointment
The project plans were reviewed for compliance with the following codes and standards:
2022 CRC; 2022 CBC; 2022 CPC; 2022 CEC; 2022 CMC; 2022 California Energy Code; 2022 California
Green Building Standards Code (CG); & Chapter 15 of the Newport Beach Municipal Code (NBMC).
The code section references are from the 2022 CBC, unless otherwise stated.
• TO EXPEDITE PROJECT APPROVAL: Please provide a written response indicating how and where
each comment was resolved on the plans.
• Resubmit all previously reviewed plans, updated plans and supporting documents with each
subsequent review.
• AFTER 2nd PLAN REVIEW: Please call the Engineer Geologist listed above to schedule a plan review
appointment, to expedite project approval.
• For clarification of any plan review comment, please call the plan check engineer listed above.
• Plan review status is available online at
https://css.newportbeachca.gov/EnerGov_Prod/SelfService#/home. Project status is also
available using the interactive voice response system at 949-644-3255, or by speaking with a permit
technician at 949-718-1888 during business hours.
CorrLists\GeotechnicalReportReviewChecklist 7/10/2023 2
PRIOR TO APPROVAL OF THE REPORT, ATTEND TO THE ITEMS BELOW:
1. Please provide explanation why no monitoring instrumentation have been installed to document creep or future movement of existing slide.
2. Please review the Grading, Foundation and Landscape Plans for compliance with geotechnical recommendations of this report.
PROVIDE A RESPONSE TO ALL ITEMS INDICATED BELOW:
Project Information/Background:
3. Review of Existing City Files
4. Reference to Grading/Temporary Shoring/Foundation Plans by Date
Geotechnical Hazards:
5. Adverse Geologic Structure
6. Bluff Retreat
7. Debris/Mud Flow
8. Erosion
9. Expansive Soils
10. Faulting
11. Fractured Bedrock
12. Seismicity
13. Groundwater
14. Landslide
15. Slump
16. Soil/Rock Creep
Recommendations for:
17. Identify Seismic Design Spec. Accel. & Seismic Design Category
18. Site Class (A or B Soil Cover <10’)
19. Adequacy for Intended Use & Not Adversely Impacting Adjoining Sites
Supporting Analysis/Data:
20. Adequate Borings with M-D and N values
21. Geologic Map & Cross Sections with Limits of Proposed Structure
22. Limits of Remedial Grading and any Shoring Shown on Plan & Sections
Limitations of Review:
Our review is intended to determine if the submitted report(s) comply with City and State of California Building Codes and generally accepted geotechnical/geological practices within the local area. The scope
of our services for this review has been limited to a brief site visit and a review of the above-referenced report and associated public published documents, as shown online by the State of California (CGS). Re-
analysis of reported data and/or calculations and preparation of amended construction or design recommendations are specifically not included within our scope of services. The Geotechnical Engineer of
record must comply with minimum 2022 CBC Chapter 16 and 18 code requirements and substantiated with laboratory data and computations Our review should not be considered as a certification, approval or
acceptance to previous consultant’s work, or is meant as an acceptance of liability for final design or construction.
CorrectionLists\Grading/DrainagePlanRevComment 04/2022 1
CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive | P.O. Box 1768 | Newport Beach, CA 92658-8915
www.newportbeachca.gov | (949) 644-3200
GRADING/DRAINAGE PLAN REVIEW COMMENTS
Project Description: SFR INSTALL PERMANENT SHORING, SOLDIER PILES SPACED AT 7' ON CENTERS W/ TREATED WOOD LAGGING BETWEEN PILES
Project Address: 1924 GALAXY DRIVE Plan Check No.: PC2023-1202
Permit App. Date: 05/22/2023 Permit App. Expires: 11/18/2023
CY Cut/Fill: Permit Valuation: $120,000 Adjusted Valuation:
Architect/Engineer: SAMARA ENGINEERING, INC. Phone: 310-322-3535
Applicant/Contact: SAMARA MUZAHIM Phone: 310-308-2790
Plan Check Engineer: SERGIO GUTIERREZ Phone: 949-644-3213
Engineer email: sgutierrez@newportbeachca.gov
X 1st Review: 5/31/2023 2nd Review: 3rd Review:
Italic comments By Appointment
The project plans were reviewed for compliance with the following codes and standards:
2022 CRC; 2022 CBC; 2022 CPC; 2022 CEC; 2022 CMC; 2022 California Energy Code; 2022 California
Green Building Standards Code (CG); & Chapter 15 of the Newport Beach Municipal Code (NBMC)
The code section references are from the 2022 CBC, unless otherwise stated.
• TO EXPEDITE PROJECT APPROVAL: Please provide a written response indicating how and where
each comment was resolved on the plans.
• Resubmit all previously reviewed plans, updated plans and supporting documents with each
subsequent review.
• AFTER 2nd PLAN REVIEW: Please call the plan check engineer listed above to schedule a plan
review appointment, to expedite project approval.
• For clarification of any plan review comment, please call the plan check engineer listed above.
• Plan review status is available online at
https://css.newportbeachca.gov/EnerGov_Prod/SelfService#/home. Project status is also
available by speaking with a permit technician at 949-718-1888 during business hours.
CorrectionLists\Grading/DrainagePlanRevComment 04/2022 2
GENERAL
1. Please note on plan: “ISSUANCE OF A BUILDING PERMIT BY THE CITY OF NEWPORT BEACH DOES NOT RELIEVE APPLICANTS OF THE LEGAL REQUIREMENTS TO OBSERVE COVENANTS, CONDITIONS AND RESTRICTIONS WHICH MAY BE RECORDED AGAINST THE PROPERTY OR TO OBTAIN PLANS. YOU SHOULD CONTACT YOUR COMMUNITY ASSOCIATIONS PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION AUTHORIZED BY THIS PERMIT.”
2. Please note on plan: “PRIOR TO PERFORMING ANY WORK IN THE CITY RIGHT-OF-WAY AN ENCROACHMENT PERMIT MUST BE OBTAINED FROM THE PUBLIC WORKS DEPARTMENT.”
3. Include the following on all plan sheets in the title block:
a. Site address,
b. Plan preparer’s name, address and telephone number,
c. Property owner’s name, address and telephone number.
4. All permits related to the proposed project shall be issued at the same time, or separate plans and plan review will be required for items not issued with this review. Provide additional permit worksheets for the following:
a. Accessory structures, detached patio covers and trellises,
b. Walls/retaining walls within 3 feet of property lines
c. Masonry or concrete fences over 3.5 ft high greater than 3 feet from property lines.
d. Retaining walls over 4 ft high from the bottom of the foundation to the top of the wall greater than 3 feet from property lines.
5. Obtain plan review approval from the following:
a. Planning Department,
b. Public Works Department.
6. Final drawings which will be approved for permit issuance shall be signed by the respective design professionals (electronic signature is acceptable). This comment will remain up to and include at the time of permit issuance.
SURVEY CORRECTIONS:
7. Provide a site survey, stamped and signed by a State Licensed Land Surveyor or authorized Civil Engineer (License Number below 33,966). Provide note on plan, “Surveyor or engineer shall
permanently monument property corners or offsets before starting grading.”
8. Show north point and scale.
9. Show location and description of all corner monuments.
10. Show and identify all property lines. Dimension length and specify bearing.
11. Show driveway, curb and gutter, and all existing site improvements (structures, walls, planters, stairs, etc.).
12. Identify all finish surface materials.
13. Provide a legend for all symbols used.
14. Locate all trees in public-right-of-way facing or within 20 feet of the subject property; power poles; utility boxes, etc.
15. Show center line of street and dimension width or ½ width.
16. Specify benchmark used for survey.
17. Provide elevations at the following locations: a. All property corners.
CorrectionLists\Grading/DrainagePlanRevComment 04/2022 3
b. Around existing structure(s) at corners, including corners at jogs of exterior walls. c. At interior finish floor elevations. d. At bottom of all site walls. Indicate wall height. e. At bottom of elevated planters. Indicate planter height. f. At maximum spacing of 25’ along the length and width of the property on all sides of an existing structure. g. Elevation contours for sloping sites every one-foot elevation change. h. Three elevations (min.) equally spaced in the side yard of adjacent properties. i. Three elevations along the flow line in gutter and alley adjacent to site. GRADING CORRECTIONS:
18. For projects on a slope, adjacent to a slope, with a basement, or project sites which require remedial grading, soils engineer shall review and approve the grading plan, foundation plan, and shoring plan to verify that the design is consistent with the geotechnical report recommendations. Soils engineer shall stamp these plans with a review stamp asserting compliance with geotechnical report recommendations. This comment will remain up to and include at the time of permit issuance. 19. Show finish grades by spot elevations to indicate proper drainage in all areas. Use arrows to indicate direction of drainage.
20. Specify volume of cut and fill in cubic yards.
21. Design drainage to ensure water does not drain over the top edge of any slopes. (NBMC 15.10.120) Provide a berm at top of slope. Draw a section through berm. Berm to be 12” high and slopes towards the pad 1
4
22. Show top and toe of all slopes and indicate slope ratio. 1 Maximum
2
23. List the pertinent "Grading Notes" on plans.
24. Where grading is proposed on adjacent property not owned by the permittee, a separate permit is required for that portion under the adjacent address.
25. Show locations and details of subdrain system(s) and outlet for retaining walls on grading plan when subdrain is required by soils report. Subdrain shall be piped separately from site drainage or invert in French drain shall be higher than the invert elevation of the nearest drain.
26. Provide erosion and siltation control plans.
27. Provide a section showing required grading cut and proximity to property line.
28. Provide building or structure setbacks from top and bottom of slope as shown in CBC, Fig. 1808.7.1. For descending slopes less than 12 feet in height, minimum setback from competent slope face material shall be 4 feet.
29. List soils report recommendations on grading plan.
30. Construction with excavation closer than 3 ft. to property line, or when the distance from edge of excavation to the property line is less than the depth of excavation, require the following:
a. Add the following notes on the grading plan:
i. “Cal-OSHA permit is required for excavations deeper than 5’ and for shoring and/or underpinning.”
ii. “Continuous Special Inspection, per section 1705.6, shall be performed by the geotechnical engineer during shoring and excavation operations and during removal of shoring.”
b. Shoring plans and calculations are required by a registered civil engineer. Provide a description of the process for installing shoring, construction of basement walls, and removal of shoring.
CorrectionLists\Grading/DrainagePlanRevComment 04/2022 4
c. Site profiles along property lines are required to indicate existing grade on both sides of property lines, proposed grade(s), depth of over excavation, top of retaining wall, bottom of retaining wall, depth of retaining wall footings.
d. Cross-sections are required at various locations showing excavation details drawn to scale with dimensions. Show all buildings and masonry walls on adjacent property within a distance equal to the depth of the proposed excavation. Excavation, shoring, proposed retaining wall(s) with their subterranean drainage and their footings shall all be entirely within the proposed project’s property lines.
e. Geotechnical engineer shall stamp and sign shoring plan(s), certifying design complies with the soils report’s recommendations.
f. Add the following note on the shoring drawing, “Licensed surveyor to provide horizontal and vertical monitoring of shoring and improvements on adjacent properties and submit results with a report to the shoring design engineer and to the building inspector on a daily basis during excavation and shoring and weekly basis thereafter. Where dewatering is required, monitoring shall continue until dewatering is stopped.”
g. If bottom of excavation is at or below historical ground water level, submit a dewatering plan and computations by a registered geotechnical engineer.
h. Cantilever shoring supporting hardscape improvements, foundations or swimming pool within a distance of less than half the shoring height shall be designed based on at rest earth pressure.
i. Depth of embedment of shoring caissons shall not be less than that outlined in CBC Section 1807.3.2.
j. Steel soldier pile used as permanent support component of retaining wall shall be protected from earth with 3” concrete cover. Alternate methods of protecting steel flange from corrosion require an application for “Alternate Materials and Methods” with supporting documents and method of protecting material from damage during lagging installation.
k. If crushed rock is used to support temporary shoring steel soldier pile, specify method of compaction for gravel fill and method of grouting hole created when steel pile is removed.
City of Newport Beach
Community Development Department
100 Civic Center Drive / P.O. Box 1768
Newport Beach, CA 92658
Phone: (949) 644-3200
www.newportbeachca.gov
PLANNING DIVISION
PLAN CHECK
CORRECTIONS
F:\Users\CDD\Shared\Admin\Planning_Division\Current_Templates Revised 09-12-22 (SM)– CDD
Plan Checker Oscar Orozco
Phone No: 949.644.3219
Email Address: oorozco@newportbeachca.gov:
PLAN CHECK NO. PC2023-1202 ADDRESS: 1924 Galaxy Drive
CORRECTION DATE: 06/14/2023
CORRECTIONS:
1. Prior to issuance of a building permit, an emergency coastal development permit (ECDP) is
required. Please contact me directly with any questions related to the application
requirements or process.
2. Obtain approval from the neighboring property owner for the work being proposed on the
neighboring property (1930 Galaxy Drive). Alternatively, relocate all improvements within
the confines of 1924 Galaxy Drive.
3. Obtain approval from the Public Works Department (encroachment agreement) for the
work being proposed in the public utility easement along the north end of the property.
4. Obtain authorization from the State of California for the City to issue permits on their behalf
for the work being proposed on the property to the east, owned by CDFW.
5. Sheet C-4: show the property line on section A-A pile profile.
6. Sheet A-A pile profile: show existing + finished grade as well as top of wall. Identify the
height from existing grade and finished grade to top of wall.
7. Sheet C-2: Provide a legend/key for the dotted area on sheet.
8. Sheet C-4: label the line on section A-A pile profile (see redline).
9. Sheet C-2: identify/label the straight lines on Lot 20 (see redline).
10. Provide a geotechnical report that documents the necessity and urgency of the proposed
improvement to protect the existing principal structure and addresses the stability of the
bluff.
5
10
15
20
25
30
35
40
45
5055
606570
85
85
80
85
7580
85
85
A
B
C
C'
B'
A'
Qb
Qb
Qb
Tc
Tc
Af
Af
Af
Qls
Tc
Tc
Qt
?
?
?
LB-1
LB-2
LB-4
LB-5
LB-3
1924
1930
LB-6
HOUSE REMOVED
Qal/
Qlso(?)
NOT A PART
(STABILIZATION PER
SEPARATE REPORT)
GA
L
A
X
Y
D
R
I
V
E
LB-1
@ 0':
@ 13':
@ 19':
@ 18':
@ 19':
TD = 31'
LB-2
@ 0':
@ 1.5':
@ 12':
@ 13':
@ 14':
@ 19':
@ 21':
@ 24':
@ 28':
@ 35':
@ 39':
@ 40':
@ 42':
@ 44':
@ 48':
@ 52':
@ 56':
TD = 61'
10-12
6
10
LB-3
@ 0':
@ 9':
@ 12':
@ 14':
@ 15':
@ 16':
@ 31':
@ 33':
@ 35':
@ 37':
@ 39':
@ 40.5':
TD = 46'
LB-4
@ 0':
@ 4':
@ 10':
@ 14':
@ 15':
@ 16':
@ 17.5':
@ 18.5':
@ 19':
@ 27':
@ 29':
@ 30':
@ 32':
@ 33':
@ 34':
@ 36':
@ 39':
TD = 42'
LB-5
@ 0':
@ 3.5':
@ 11':
@ 14':
@ 21':
@ 22.5':
@ 25':
@ 31':
@ 31.5':
@ 40':
@ 44':
@ 49':
TD = 56'
4
8-10 74
71
57
60 62
56 58
5
8
6
8
4
54
5
35-40
28
Tc
Qt
AfAf
Qt
Tc
Af
Tc
Af
Qt
Tc
Af
Qt
Tc
EXPLANATION
ARTIFICIAL FILL
LANDSLIDE, ARROWS INDICATE DIRECTION OF MOVEMENT
BAY DEPOSITS, CIRCLED WHERE BURIED
BEDROCK - CAPISTRANO FORMATION, CIRCLED WHERE BURIED
APPROXIMATE LOCATION OF 24" AUGER BORING, NUMBER INDICATED
APPROXIMATE LOCATION OF GEOLOGIC CONTACT, DOTTED WHERE BURIED,
QUERIED WHERE UNCERTAIN
MEASURED STRIKE AND DIP OF BEDDING, DASHED WHERE BURIED DURING
PREVIOUS GRADING
MEASURED HORIZONTAL BEDDING
MEASURED STRIKE AND DIP OF JOINTS AND/OR FRACTURES
MEASURED STRIKE OF VERTICAL JOINTS AND/OR FRACTURES
MEASURED STRIKE AND DIP OF SHEAR, ARROW INDICATES STRIA DIRECTION
OBSERVED SEEPAGE
OBSERVED GROUNDWATER IN BORING
LOCATION OF GEOTECHNICAL CROSS-SECTION
TERRACE DEPOSITS, CIRCLED WHERE BURIED
LB-5
?
Af
Qls
Qb
Tc
45
45
45
Qt
ALUVIUM AND/OR POSSIBLE OLDER LANDSLIDE DEPOSITS, CIRCLED WHERE BURIEDQal/Qlso
PLATE:DATE:REPORT NO.:JOB NO.:
33 JOURNEY, SUITE 200 ALISO VIEJO, CA 92656 949-380-4886 72716-00 23-9346 MAY 2023 1
GEOTECHNICAL PLOT PLAN
GALAXY DRIVE LANDSLIDE
1924 GALAXY DRIVE
NEWPORT BEACH, CA
NOTES
-TOPOGRAPHY BASED ON UAV LIDAR SURVEY COMPLETED MARCH 13, 2023.
-ELEVATIONS ARE APPROXIMATE AND HAVE NOT BEEN TIED IN WITH COUNTY
MONUMENTS.
-PROPERTY BOUNDARIES ARE APPROXIMATE.
00 20'40'
1" = 20'
6/
7
/
2
0
2
3
8
:
0
9
:
4
5
A
M
5
10
15
20
25
30
35
40
45
5055
606570
85
85
80
85
7580
85
85
A
B
C
C'
B'
A'
Qb
Qb
Qb
Tc
Tc
Af
Af
Af
Qls
Tc
Tc
Qt
?
?
?
LB-1
LB-2
LB-4
LB-5
LB-3
1924
1930
LB-6
HOUSE REMOVED
Qal/
Qlso(?)
NOT A PART
(STABILIZATION PER
SEPARATE REPORT)
GA
L
A
X
Y
D
R
I
V
E
LB-1
@ 0':
@ 13':
@ 19':
@ 18':
@ 19':
TD = 31'
LB-2
@ 0':
@ 1.5':
@ 12':
@ 13':
@ 14':
@ 19':
@ 21':
@ 24':
@ 28':
@ 35':
@ 39':
@ 40':
@ 42':
@ 44':
@ 48':
@ 52':
@ 56':
TD = 61'
10-12
6
10
LB-3
@ 0':
@ 9':
@ 12':
@ 14':
@ 15':
@ 16':
@ 31':
@ 33':
@ 35':
@ 37':
@ 39':
@ 40.5':
TD = 46'
LB-4
@ 0':
@ 4':
@ 10':
@ 14':
@ 15':
@ 16':
@ 17.5':
@ 18.5':
@ 19':
@ 27':
@ 29':
@ 30':
@ 32':
@ 33':
@ 34':
@ 36':
@ 39':
TD = 42'
LB-5
@ 0':
@ 3.5':
@ 11':
@ 14':
@ 21':
@ 22.5':
@ 25':
@ 31':
@ 31.5':
@ 40':
@ 44':
@ 49':
TD = 56'
4
8-10 74
71
57
60 62
56 58
5
8
6
8
4
54
5
35-40
28
Tc
Qt
AfAf
Qt
Tc
Af
Tc
Af
Qt
Tc
Af
Qt
Tc
EXPLANATION
ARTIFICIAL FILL
LANDSLIDE, ARROWS INDICATE DIRECTION OF MOVEMENT
BAY DEPOSITS, CIRCLED WHERE BURIED
BEDROCK - CAPISTRANO FORMATION, CIRCLED WHERE BURIED
APPROXIMATE LOCATION OF 24" AUGER BORING, NUMBER INDICATED
APPROXIMATE LOCATION OF GEOLOGIC CONTACT, DOTTED WHERE BURIED,
QUERIED WHERE UNCERTAIN
MEASURED STRIKE AND DIP OF BEDDING, DASHED WHERE BURIED DURING
PREVIOUS GRADING
MEASURED HORIZONTAL BEDDING
MEASURED STRIKE AND DIP OF JOINTS AND/OR FRACTURES
MEASURED STRIKE OF VERTICAL JOINTS AND/OR FRACTURES
MEASURED STRIKE AND DIP OF SHEAR, ARROW INDICATES STRIA DIRECTION
OBSERVED SEEPAGE
OBSERVED GROUNDWATER IN BORING
LOCATION OF GEOTECHNICAL CROSS-SECTION
TERRACE DEPOSITS, CIRCLED WHERE BURIED
LB-5
?
Af
Qls
Qb
Tc
45
45
45
Qt
ALUVIUM AND/OR POSSIBLE OLDER LANDSLIDE DEPOSITS, CIRCLED WHERE BURIEDQal/Qlso
PLATE:DATE:REPORT NO.:JOB NO.:
33 JOURNEY, SUITE 200 ALISO VIEJO, CA 92656 949-380-4886
00 20'40'
1" = 20'
72716-00 MAY 2023 2
GEOTECHNICAL PLOT PLAN & ORTHOPHOTO
GALAXY DRIVE LANDSLIDE
1924 GALAXY DRIVE
NEWPORT BEACH, CA
NOTES
-TOPOGRAPHY BASED ON UAV LIDAR SURVEY COMPLETED MARCH 13, 2023.
-ELEVATIONS ARE APPROXIMATE AND HAVE NOT BEEN TIED IN WITH COUNTY
MONUMENTS.
-PROPERTY BOUNDARIES ARE APPROXIMATE.
23-9346
6/
7
/
2
0
2
3
8
:
0
9
:
4
7
A
M
5
10
15
20
25
30
35
40
45
5055
606570
85
85
80
85
7580
85
85
A
B
C
C'
B'
A'
Qalo
CONCEPTUAL LIMIT OF
REMEDIAL GRADING
CONCEPTUAL REMEDIAL GRADING
STABILIZATION KEY
(FINAL DIMENSIONS TO BE DETERMINED)
CONCEPTUAL LIMIT OF
REMEDIAL GRADING
CONCEPTUAL ABOVE-GRADE
REPLACEMENT STORM DRAIN
OUTLET TIE-IN TO ABOVE
GRADE STORM DRAIN
SYSTEM A:
PROPOSED BURIED SHEAR PIN WALL SYSTEM
(DESIGN PER STRUCTURAL ENGINEER)
LB-1
LB-2
LB-4
LB-5
LB-3
1924
1930
TYPICAL 2:1 RAT
I
O
CTS FILL SLOPE
SYSTEM A:
TYPICAL CAISSON SHEAR PIN - CONCEPTUAL LOCATION
(DESIGN PER STRUCTURAL ENGINEER)
LB-6
HOUSE REMOVED
EXISTING
PIPE PILE
EMERGENCY
SUPPORT
6' EASEMENT
NOT A PART
(STABILIZATION BY OTHERS)
P1 P2 P3 P4 P5 P6 P7
40' TIEBACK
B
O
N
D
E
D
Z
O
N
E
KEY
ELEV.
±10'
SYSTEM B:
PROPOSED SHEAR PIN WALL SYSTEM
(DESIGN PER STRUCTURAL ENGINEER)
SYSTEM C:
PROPOSED LATERAL SHORING PILES
HYDRAUGERS
GA
L
A
X
Y
D
R
I
V
E
NOT A PART
(STABILIZATION PER
SEPARATE REPORT)
MANIFOLD (ELEV. 70')
R1 R2
R3
90'
90'
90'
100
'
12
0
'
1
1
0
'
EXPLANATION
APPROXIMATE LOCATION OF 24" AUGER BORING, NUMBER INDICATED
PERMANENT RETAINING WALL (1930 GALAXY DRIVE)
EXISTING EMERGENCY SHORING PILES WITH LAGGING
EXISTING EMERGENCY PIPE PILE SUPPORTS
300 KIP SHEAR PIN
TIEBACK
TIEBACK BONDED ZONE
200 KIP SHEAR PIN
LB-6
P7
PROPOSED SHORING PILES
GEOTECHNICAL CONCEPTUAL REPAIR PLAN
GALAXY DRIVE LANDSLIDE
1924 GALAXY DRIVE
NEWPORT BEACH, CA
PLATE:DATE:REPORT NO.:JOB NO.:
33 JOURNEY, SUITE 200 ALISO VIEJO, CA 92656 949-380-4886
00 20'40'
1" = 20'
72716-00 MAY 2023 3
NOTES
-TOPOGRAPHY BASED ON UAV LIDAR SURVEY COMPLETED MARCH 13, 2023.
-ELEVATIONS ARE APPROXIMATE AND HAVE NOT BEEN TIED IN WITH COUNTY
MONUMENTS.
-PROPERTY BOUNDARIES ARE APPROXIMATE.
23-9346
6/
7
/
2
0
2
3
8
:
0
9
:
4
8
A
M
5
10
15
20
25
30
35
40
45
5055
606570
85
85
80
85
7580
85
85
A
B
C
C'
B'
A'
Qalo
CONCEPTUAL LIMIT OF
REMEDIAL GRADING
CONCEPTUAL REMEDIAL GRADING
STABILIZATION KEY
(FINAL DIMENSIONS TO BE DETERMINED)
CONCEPTUAL LIMIT OF
REMEDIAL GRADING
CONCEPTUAL ABOVE-GRADE
REPLACEMENT STORM DRAIN
OUTLET TIE-IN TO ABOVE
GRADE STORM DRAIN
SYSTEM A:
PROPOSED BURIED SHEAR PIN WALL SYSTEM
(DESIGN PER STRUCTURAL ENGINEER)
LB-1
LB-2
LB-4
LB-5
LB-3
1924
1930
TYPICAL 2:1 RAT
I
O
CTS FILL SLOPE
SYSTEM A:
TYPICAL CAISSON SHEAR PIN - CONCEPTUAL LOCATION
(DESIGN PER STRUCTURAL ENGINEER)
LB-6
HOUSE REMOVED
EXISTING
PIPE PILE
EMERGENCY
SUPPORT
6' EASEMENT
NOT A PART
(STABILIZATION BY OTHERS)
P1 P2 P3 P4 P5 P6 P7
40' TIEBACK
B
O
N
D
E
D
Z
O
N
E
KEY
ELEV.
±10'
SYSTEM B:
PROPOSED SHEAR PIN WALL SYSTEM
(DESIGN PER STRUCTURAL ENGINEER)
SYSTEM C:
PROPOSED LATERAL SHORING PILES
HYDRAUGERS
GA
L
A
X
Y
D
R
I
V
E
NOT A PART
(STABILIZATION PER
SEPARATE REPORT)
MANIFOLD (ELEV. 70')
R1 R2
R3
90'
90'
90'
100
'
12
0
'
1
1
0
'
EXPLANATION
APPROXIMATE LOCATION OF 24" AUGER BORING, NUMBER INDICATED
PERMANENT RETAINING WALL (1930 GALAXY DRIVE)
EXISTING EMERGENCY SHORING PILES WITH LAGGING
EXISTING EMERGENCY PIPE PILE SUPPORTS
300 KIP SHEAR PIN
TIEBACK
TIEBACK BONDED ZONE
200 KIP SHEAR PIN
LB-6
P7
PROPOSED SHORING PILES
GEOTECHNICAL CONCEPTUAL REPAIR PLAN
GALAXY DRIVE LANDSLIDE
1930 GALAXY DRIVE
NEWPORT BEACH, CA
PLATE:DATE:REPORT NO.:JOB NO.:
33 JOURNEY, SUITE 200 ALISO VIEJO, CA 92656 949-380-4886
00 20'40'
1" = 20'
72717-00 MAY 2023 3
NOTES
-TOPOGRAPHY BASED ON UAV LIDAR SURVEY COMPLETED MARCH 13, 2023.
-ELEVATIONS ARE APPROXIMATE AND HAVE NOT BEEN TIED IN WITH COUNTY
MONUMENTS.
-PROPERTY BOUNDARIES ARE APPROXIMATE.
23-xxxx
6/
7
/
2
0
2
3
8
:
0
9
:
4
9
A
M
PL PL
Qt
Af
Tc
?
?
?
?
Af
?
SUBDRAIN OUTLETS, PROJECTED
TYPICAL BEDDING
TYPICAL JOINTING
0
10
20
30
40
50
60
70
80
90
100
110
120
A'
EL
E
V
A
T
I
O
N
(
F
E
E
T
,
D
A
T
U
M
P
E
R
P
L
A
N
)
A
0
10
20
30
40
50
60
70
80
90
100
110
120
CURRENT PROFILE
1924 GALAXY
TYPICAL BENCHING (DIAGRAMMATIC)
?
?
?
EXISTING BUILDING
LB-3
PROJ.
54.3'
LB-1
PROJ.
16.9'
LB-2
PROJ.
19.2'
PL
EL
E
V
A
T
I
O
N
(
F
E
E
T
,
D
A
T
U
M
P
E
R
P
L
A
N
)
PL
Tc
Qt
Af MARCH 13 LIDAR PROFILE PRE-FAILURE PROFILE
(2010 NOAA)
FORMER SUBDRAIN OUTLET, PROJECTED
TYPICAL BEDDING
TYPICAL JOINTING
FORMER SUBDRAIN OUTLET, PROJECTED
GRAVEL(?)
BLANKET
0
10
20
30
40
50
60
70
80
90
100
110
120
B'B
0
10
20
30
40
50
60
70
80
90
100
110
120
Qls
?
?
?
?
LB-3
PROJ.
47.3'
LB-4
PROJ.
29.2'
EXISTING BUILDING
PL
1930
GALAXY1924 GALAXY
LB-1
PROJ.
37.3'
Qls
Qal/Qlso(?)
EXISTING
STORM
DRAIN
LB-6
PROJ.
36' S
?
?
?
?
?
Af(?)
APPROXIMATE PROFILE
AT TIME OF BORING
PLATE:DATE:REPORT NO.:JOB NO.:
33 JOURNEY, SUITE 200 ALISO VIEJO, CA 92656 949-380-4886
00 20'40'
1" = 20'
72716-00 MAY 2023 4
GEOTECHNICAL CROSS SECTIONS A-A & B-B
GALAXY DRIVE LANDSLIDE
1924 GALAXY DRIVE
NEWPORT BEACH, CA
00 20'40'
1" = 20'
23-9346
6/
7
/
2
0
2
3
8
:
0
9
:
4
9
A
M
PL PL
TcTc
Qls
Qt
Af
FORMER SUBDRAIN OUTLET, PROJECTED
FORMER SUBDRAIN OUTLET, PROJECTED
PRE-FAILURE PROFILE
(2010 NOAA)
TYPICAL
JOINTING
TYPICAL BEDDING
0
10
20
30
40
50
60
70
80
90
100
110
120
C'
EL
E
V
A
T
I
O
N
(
F
E
E
T
,
D
A
T
U
M
P
E
R
P
L
A
N
)
C
0
10
20
30
40
50
60
70
80
90
100
110
120
?
??
??
?
?
1930 GALAXY
LB-5
PROJ.
22.6'
FORMER RESIDENCE (REMOVED)Qal/Qlso(?)
?
LB-6
PROJ.
4' N
MARCH 13 LIDAR PROFILE
APPROXIMATE PROFILE
AT TIME OF BORING
Qls
PLATE:DATE:REPORT NO.:JOB NO.:
33 JOURNEY, SUITE 200 ALISO VIEJO, CA 92656 949-380-4886
00 20'40'
1" = 20'
72716-00 MAY 2023 5
GEOTECHNICAL CROSS SECTION C-C
GALAXY DRIVE LANDSLIDE
1930 GALAXY DRIVE
NEWPORT BEACH, CA
23-9346
6/
7
/
2
0
2
3
8
:
0
9
:
5
0
A
M
PL PL
Qt
Af
Tc
?
?
?
?
Af
PROJECT SUBDRAIN OUTLETS TO BE REMOVED OR REPLACED
TYPICAL BEDDING
TYPICAL JOINTING
0
10
20
30
40
50
60
70
80
90
100
110
120
A'
EL
E
V
A
T
I
O
N
(
F
E
E
T
,
D
A
T
U
M
P
E
R
P
L
A
N
)
A
0
10
20
30
40
50
60
70
80
90
100
110
120
1924 GALAXY
TYPICAL BENCHING (DIAGRAMMATIC)
?
?
?
EXISTING BUILDINGLB-3
PROJ.
54.3'
LB-1
PROJ.
16.9'
LB-2
PROJ.
19.2'
5% MINIMUM
25 FEET WIDE
STABILIZATION KEY PER
REPORT
4'
SUBDRAIN PER SOILS REPORT
11.5
PROPOSED 2:1 PROFILE
CURRENT PROFILE
SUBDRAIN PER FIGURE 3 (TYP.)
APPROX. LIMIT OF OVEREXCAVATION
BENCH FILL INTO COMPETENT MATERIAL
PL PL
Qt
Af
Tc
?
?
?
?
Af
EXISITNG SUBDRAIN OUTLETS, PROJECTED
0
10
20
30
40
50
60
70
80
90
100
110
120
A'
EL
E
V
A
T
I
O
N
(
F
E
E
T
,
D
A
T
U
M
P
E
R
P
L
A
N
)
A
0
10
20
30
40
50
60
70
80
90
100
110
120
1924 GALAXY
TYPICAL BENCHING (DIAGRAMMATIC)
?
?
?
EXISTING BUILDING
LB-3
PROJ.
54.3'
LB-1
PROJ.
16.9'
LB-2
PROJ.
19.2'
CAISSONS PER STRUCTURAL
ENGINEER (TYP.)
PROPOSED SHEAR PIN AND TIEBACK SUPPORTED
BURIED WALL PER STRUCTURAL ENGINEER
SHEAR PIN ROW 3
(PROJECTED)
CURRENT PROFILE
TEMPORARY EXCAVATION FOR INSTALLATION OF TIEBACKS
TIEBACK
LOCATION AND DESIGN PER STRUCTURAL ENGINEER
PLATE:DATE:REPORT NO.:JOB NO.:
33 JOURNEY, SUITE 200 ALISO VIEJO, CA 92656 949-380-4886 72716-00 MAY 2023 6
ENGINEERING SECTION A-A ALTERNATIVES
GALAXY DRIVE LANDSLIDE
1924 GALAXY DRIVE
NEWPORT BEACH, CA
00 20'40'
1" = 20'
ALTERNATIVE 1
CONSTRUCT NEW 2:1 SLOPE WITH SOIL CEMENT KEY
ALTERNATIVE 2
CONSTRUCT SHEAR PIN/TIE BACK SUPPORTED RETAINING WALL ALONG P/L
23-9346
6/
7
/
2
0
2
3
8
:
0
9
:
5
0
A
M
PL
EL
E
V
A
T
I
O
N
(
F
E
E
T
,
D
A
T
U
M
P
E
R
P
L
A
N
)
PL
Tc
Qt
Af
TYPICAL BEDDING
TYPICAL JOINTING
FORMER SUBDRAIN OUTLET, PROJECTED
GRAVEL(?)
BLANKET
0
10
20
30
40
50
60
70
80
90
100
110
120
B'B
0
10
20
30
40
50
60
70
80
90
100
110
120
Qls
?
?
?
?
LB-3
PROJ.
47.3'
LB-4
PROJ.
29.2'
EXISTING BUILDING
PL
1930
GALAXY1924 GALAXY
LB-1
PROJ.
37.3'
Qls
Qal/Qlso(?)
EXISTING
STORM
DRAIN
LB-6
PROJ.
36' S
?
?
?
?
?
Af(?)
EXISTING EMERGENCY PILE (P1)
AND LAGGING WALL
MARCH 13 LIDAR PROFILE
APPROXIMATE PROFILE
AT TIME OF BORING
PLATE:DATE:REPORT NO.:JOB NO.:
33 JOURNEY, SUITE 200 ALISO VIEJO, CA 92656 949-380-4886 72716-00 MAY 2023 7
ENGINEERING SECTION B-B ALTERNATIVES
GALAXY DRIVE LANDSLIDE
1924 GALAXY DRIVE
NEWPORT BEACH, CA
00 20'40'
1" = 20'
ALTERNATIVE: 1930 NO SITE REMEDIATION
CONSTRUCT CAISSON SUPPORTED RETAINING WALL ALONG P/L
23-9346
6/
7
/
2
0
2
3
8
:
0
9
:
5
0
A
M
PL PL
TcTc
Qls
Qt
Af
APPROX. LIMIT OF OVEREXCAVATION
BENCH FILL INTO COMPETENT
MATERIAL PER SOILS REPORT
TYPICAL
JOINTING
TYPICAL BEDDING
0
10
20
30
40
50
60
70
80
90
100
110
120
C'
EL
E
V
A
T
I
O
N
(
F
E
E
T
,
D
A
T
U
M
P
E
R
P
L
A
N
)
C
0
10
20
30
40
50
60
70
80
90
100
110
120
?
??
??
?
?
1930 GALAXY
LB-5
PROJ.
22.6'
FORMER RESIDENCE (REMOVED)
Qls
Qal/Qlso(?)
?
LB-6
PROJ.
4' N PREVIOUS PROFILE
PROPOSED 2:1 PROFILE
5% MINIMUM
25 FEET WIDE
STABILIZATION KEY PER
REPORT
4'
PROPOSED CONCEPTUAL PROFILE
MATCHING ADJACENT GRADE
11.5
SUBDRAIN PER SOILS REPORT
SUBDRAIN PER FIGURE 3 (TYP.)
MARCH 13 LIDAR PROFILE
APPROXIMATE PROFILE
AT TIME OF BORING
PL PL
Tc
Tc
Qls
Qt Af
0
10
20
30
40
50
60
70
80
90
100
110
120
C'
EL
E
V
A
T
I
O
N
(
F
E
E
T
,
D
A
T
U
M
P
E
R
P
L
A
N
)
C
0
10
20
30
40
50
60
70
80
90
100
110
120
?
?
??
?
?
1930 GALAXY
LB-5
PROJ.
22.6'
FORMER RESIDENCE (REMOVED)
Qls
Qal/Qlso(?)
APPROX. LIMIT OF OVEREXCAVATION
BENCH FILL INTO COMPETENT MATERIAL
PREVIOUS PROFILE
Af
LB-6
PROJ.
4' N
PROPOSED RETAINING WALL PER STRUCTURAL ENGINEER
MARCH 13 LIDAR PROFILE
APPROXIMATE PROFILE
AT TIME OF BORING
SUBDRAIN PER FIGURE 3
CAISSONS PER STRUCTURAL
ENGINEER (TYP.)
PLATE:DATE:REPORT NO.:JOB NO.:
33 JOURNEY, SUITE 200 ALISO VIEJO, CA 92656 949-380-4886 72716-00 MAY 2023 8
ENGINEERING SECTION C-C ALTERNATIVES
GALAXY DRIVE LANDSLIDE
1930 GALAXY DRIVE
NEWPORT BEACH, CA
00 20'40'
1" = 20'
ALTERNATIVE 1
CONSTRUCT NEW 2:1 SLOPE WITH SOIL CEMENT KEY
ALTERNATIVE 2
CONSTRUCT SHEAR PIN SUPPORTED RETAINING WALL ALONG P/L
23-9346
6/
7
/
2
0
2
3
8
:
0
9
:
5
1
A
M
VICINITY MAP
NOT TO SCALE
ADDRESS OF PROJECT
1924 AND 1930 GALAXY
NEWPORT BEACH, CA
PREPARED FOR
ROB WELBOURN
LEGAL DESCRIPTION
LOT 20 OF TRACT NO. 4224
APN 117-641-06
LOT 21 OF TRACT NO. 4224
APN 117-641-07
BENCH MARK
BENCH MARK #NB6-22-92
DATUM: NAVD88
ELEVATION: 84.61
TOPOGRAPHIC SURVEY
JOB:DATA COLLECTOR DATE: 5/8/23
RDM SURVEYING INC.
RON MIEDEMA L.S. 4653
23016 LAKE FOREST DRIVE #409
LAGUNA HILLS, CA 92653
(949) 858-2924 OFFICE
(949) 422-1869 CELL
RDMSURVEYING@COX.NET
SURVEY NOTES:
1.THE ONLY EASEMENTS SHOWN, IF ANY, ARE PER
THE TRACT MAP OF SUBJECT PROPERTY. THE
PLAT FOR THIS SURVEY WAS PREPARED
WITHOUT A TITLE REPORT. UNPLOTTED
EASEMENTS MAY EXIST ON THE SUBJECT
PROPERTY.
2.SURVEYOR OR ENGINEER SHALL PERMANENTLY
MONUMENT PROPERTY CORNERS OR OFFSETS
BEFORE STARTING GRADING.
LEGEND
DESCRIPTION
MEASURED ELEVATIONS
RECORD BERING & DISTANCE
BRICK
DECK
WALL
BUILDING
PROPERTY LINE
FENCE
BENCH MARK
ASPHALT
CURB FACE
CONCRETE
CONTROL POINT
EDGE OF PAVEMENT
FINISH FLOOR
FIRE HYDRANT
FLOW LINE
FINISHED SURFACE
GARAGE FLOOR
GAS METER
LEAD & TAG
MAN HOLE
NATURAL GRADE
PLANTER
POWER POLE
TOP OF CURB
TOP OF GRATE
TOP OF ROOF
SPIKE & WASHER
WATER METER
WATER VALVE
(123.45)
( )
AC
CF
CONC.
CP
EP
FF
FH
FL
FS
GF
GM
L&T
MH
NG
P
PP
TC
TG
TOR
S&W
WM
WV
CENTER LINE
X X X
0'20'40'
SCALE 1" = 20'
PROJECT
SITE
PROJECT
SITE
(N 89°43'00" W 102.34')
(N 87°43'00" W RAD. 135.57')
(N 84°30'00" E 100.00
'
)
(N
0
5
°
3
0
'
0
0
"
W
1
0
0
.
2
8
'
)
(
N
2
1
°
1
3
'
5
5
"
W
9
1
.
1
5
'
)
(N
0
5
°
3
0
'
0
0
"
W
2
8
.
4
2
'
)
LOT 21
LOT 20
BUILDING
BUILDING
BUILDING
(R
=1042.91')
(L=61.59')
(D=3°23'00")
(D=4°24'00")
(L=80.09')
(R=1042.91')
GA
L
A
X
Y
R
O
A
D
BUILDING
POOL
SPA
POOL
SP
A
RETAINING
WALL
RETAINING
WALLRETAINING
WALL
RETAINING
WALL
RE
T
A
I
N
I
N
G
WA
L
L
BARBECUE
FOUND WELL
MONUMENT
26.0
10.0
CF.W. 1.4 GUTTER
6.
0
PUBLIC UTILITY EASEMENT
N 87°5
3
'
0
0
"
E
R
A
D
.
(87
.
0
4
F
F
)
RETAINING
WALL
Δ
Δ
Δ
Δ
Δ
Δ
N
W
S
E
1
1
VICINITY MAP
NOT TO SCALE
ADDRESS OF PROJECT
1924 AND 1930 GALAXY
NEWPORT BEACH, CA
PREPARED FOR
ROB WELBOURN
LEGAL DESCRIPTION
LOT 20 OF TRACT NO. 4224
APN 117-641-06
LOT 21 OF TRACT NO. 4224
APN 117-641-07
BENCH MARK
BENCH MARK #NB6-22-92
DATUM: NAVD88
ELEVATION: 84.61
TOPOGRAPHIC SURVEY
JOB:DATA COLLECTOR DATE: 5/8/23
RDM SURVEYING INC.
RON MIEDEMA L.S. 4653
23016 LAKE FOREST DRIVE #409
LAGUNA HILLS, CA 92653
(949) 858-2924 OFFICE
(949) 422-1869 CELL
RDMSURVEYING@COX.NET
SURVEY NOTES:
1.THE ONLY EASEMENTS SHOWN, IF ANY, ARE PER
THE TRACT MAP OF SUBJECT PROPERTY. THE
PLAT FOR THIS SURVEY WAS PREPARED
WITHOUT A TITLE REPORT. UNPLOTTED
EASEMENTS MAY EXIST ON THE SUBJECT
PROPERTY.
2.SURVEYOR OR ENGINEER SHALL PERMANENTLY
MONUMENT PROPERTY CORNERS OR OFFSETS
BEFORE STARTING GRADING.
LEGEND
DESCRIPTION
MEASURED ELEVATIONS
RECORD BERING & DISTANCE
BRICK
DECK
WALL
BUILDING
PROPERTY LINE
FENCE
BENCH MARK
ASPHALT
CURB FACE
CONCRETE
CONTROL POINT
EDGE OF PAVEMENT
FINISH FLOOR
FIRE HYDRANT
FLOW LINE
FINISHED SURFACE
GARAGE FLOOR
GAS METER
LEAD & TAG
MAN HOLE
NATURAL GRADE
PLANTER
POWER POLE
TOP OF CURB
TOP OF GRATE
TOP OF ROOF
SPIKE & WASHER
WATER METER
WATER VALVE
(123.45)
( )
AC
CF
CONC.
CP
EP
FF
FH
FL
FS
GF
GM
L&T
MH
NG
P
PP
TC
TG
TOR
S&W
WM
WV
CENTER LINE
X X X
0'20'40'
SCALE 1" = 20'
PROJECT
SITE
PROJECT
SITE
(N 89°43'00" W 102.34')
(N 87°43'00" W RAD. 135.57')
(N 84°30'00" E 100.0
0
'
)
(N
0
5
°
3
0
'
0
0
"
W
1
0
0
.
2
8
'
)
(
N
2
1
°
1
3
'
5
5
"
W
9
1
.
1
5
'
)
(N
0
5
°
3
0
'
0
0
"
W
2
8
.
4
2
'
)
LOT 21
LOT 20
BUILDING
BUILDING
BUILDING
(R
=1042.91')
(L=61.59')
(D=3°23'00")
(D=4°24'00")
(L=80.09')
(R=1042.91')
GA
L
A
X
Y
R
O
A
D
BUILDING
POOL
SPA
POOL
SP
A
RETAINING
WALL
RETAINING
WALLRETAINING
WALL
RETAINING
WALL
RE
T
A
I
N
I
N
G
WA
L
L
BARBECUE
FOUND WELL
MONUMENT
26.0
10.0
CF.W. 1.4 GUTTER
6.
0
PUBLIC UTILITY EASEMENT
N 87°5
3
'
0
0
"
E
R
A
D
.
(87
.
0
4
F
F
)
RETAINING
WALL
Δ
Δ
Δ
Δ
Δ
Δ
File No. 34461-01 July 11, 2023
APPENDIX B INVESTIGATION DATA BY AGI AT 1924 GALAXY DRIVE
File No. 34461-01, Frame 1
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1924 Galaxy Drive
Resultant Average tilt –
6 μR/day
Sheet 1
SITE PLAN/ TILTMETER RESULTS
1924 Galaxy Dr., Newport Beach, CA
F.N. 34461-01 Galaxy Landslide
Resultant Average tilt –
34 μR/day
N
Average rate of tilt in B-direction–
5 microradians/day
Average rate of tilt in A-direction–
3 microradians/day
Sheet 2
Tiltmeter Plot
7356 – Rear left corner
Average rate of tilt in B-direction–
33 microradians/day
Average rate of tilt in A-direction–
7 microradians/day
Sheet 3
Tiltmeter Plot
7360 – Rear right corner
0102030
PLATE
GA
L
A
X
Y
D
R
I
V
E
L
A
N
D
S
L
I
D
E
MA
N
O
M
E
T
E
R
S
U
R
V
E
Y
FRONT OF THE HOUSE
APPROX. SCALE: 1" = 10'
(If printed on 11" X 17" paper size)
SLAB CONTOUR PLAN
6
.
00
6.20
6.20
6.20
6.20
6.20
6.2 0
6.4 0
6.40
6.40
6.
4
0
6.40
6
.
4
0
6
.
4
0
6 .40
6.40
6.40
6.40
6.40
6.
4
0
6.6 06.6 0
6.60
6 .60
6
.
6
0
6.60
6.60
6.60
6.60
6.60
6.6 0
6 .8 0
6.80
6.80
6.80 6 .8 0
6.80
6.
8
0
6.
8
0
6 .8 0
7.00
7.00
7.0
0
7.00
7.00
7.20
7.20
7.20
7
.
4
0
7 .4 0
7
.
6
0
7.60
7.60
7
.
8
0
APPROX. SCALE: 1" = 15'
(If printed on 11" X 17" paper size)
SLAB DEFLECTION PLAN
FRONT OF THE HOUSE
7.40
7.90
7.85
7.50
7.40
6.95
7.30
7.557.80
7.40
7.05
7.35 7.30
7.30
7.00 7.10
7.00
7.25
7.00
6.70
6.60
6.55
6.85
6.957.10
7.00
7.35
7.10
7.60
7.40
7.50
7.40
7.40
7.25 7.10
7.00
7.057.00
6.80 6.60
6.60
6.60
6.75
6.70
6.30
6.90
6.80
6.40
6.20
6.40
6.45
6.707.057.00 6.70
6.90 6.90
6.70
6.30
6.40
6.50
6.80
6.70
6.50
6.35
6.60
6.30
6.45
6.40
6.60
6.70
6.60
6.55
6.30
6.30
6.45
6.40
6.50
6.50 6.60
6.60
6.30
6.30
6.20 6.25
6.15
6.25
6.40
6.50 6.40
6.30
6.20
6.20
6.25
6.40
6.30
6.30
6.25
6.50
6.306.75 6.95
6.70 6.80
6.906.90
6.50 6.606.606.60
6.30
6.30
6.806.80
6.90 6.70 6.40
6.75 6.50
6.60 6.45
6.50 6.456.90
6.90
6.85 6.70
6.75 6.506.60 6.35 6.20
6.85
6.60
6.506.55 6.70 6.60
6.30
6.356.45
6.50
6.45 6.40
6.20
6.206.30
6.50 6.30 6.25
6.35
6.50
6.25
6.30 6.105.95
6.106.40
6.50 6.10
6.206.256.506.65
6.20
6.306.25
H
L
GARAGE
GARAGE
NOT TO SCALE
3-D SLAB
WIRE DIAGRAM
F R O N T O F T H E H O U S E
DATE OF SURVEY: 05/24/23
10'
20'
30'
40'
50'
60'
70'
80'
File No. 34461-01 July 11, 2023
APPENDIX C RESULTS OF SLOPE STABILITY ANALYSES
0 40 80 120 160 200 240 280 320 360
0
40
80
120
160
200
240
34461-01 Galaxy Drive Landslide SMC Section A-A'
u:\gstabl7 data\34461-01 galaxy drive landslide\34461-01 galaxy_smc a-a'_existing_gw.pl2 Run By: Insert Name/company Here 7/6/2023 02:54PM
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37
38 39
40
41 42 43 44
45 46
3 3 3 3 3 3 3 3 3 3 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 11 1 1 1 1
3 3
3
33 2 2
3 3
W1
W1
W1
W1
W1 W1
b cdefghija
#FSa 1.420b 1.478c 1.480d 1.516e 1.567
f 1.575
g 1.591
h 1.602i 1.613j 1.617
Soil
Desc.
FillQtTc
Soil
TypeNo.123
Total
Unit Wt.(pcf)120.0120.0120.0
Saturated
Unit Wt.(pcf)125.0125.0125.0
Cohesion
Intercept(psf)300.0200.0Aniso
Friction
Angle(deg)25.026.0Aniso
Pore
PressureParam.0.000.000.00
Pressure
Constant(psf)0.00.00.0
Piez.
SurfaceNo.W1W1W1
GSTABL7 v.2 FSmin=1.420
Safety Factors Are Calculated By GLE (Spencer`s) Method (0-1)
*** GSTABL7 ***
** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE **
** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 **
(All Rights Reserved-Unauthorized Use Prohibited)
*********************************************************************************
SLOPE STABILITY ANALYSIS SYSTEM
Modified Bishop, Simplified Janbu, or GLE Method of Slices.
(Includes Spencer & Morgenstern-Price Type Analysis)
Including Pier/Pile, Reinforcement, Soil Nail, Tieback,
Nonlinear Undrained Shear Strength, Curved Phi Envelope,
Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water
Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces.
*********************************************************************************
Analysis Run Date: 7/6/2023
Time of Run: 02:54PM
Run By: Insert Name/company
Here
Input Data Filename: U:\GStabl7 Data\34461-01 Galaxy Drive Landslide\34461-01
galaxy_smc a-a'_existing_gw.in
Output Filename: U:\GStabl7 Data\34461-01 Galaxy Drive Landslide\34461-01
galaxy_smc a-a'_existing_gw.OUT
Unit System: English
Plotted Output Filename: U:\GStabl7 Data\34461-01 Galaxy Drive Landslide\34461-01
galaxy_smc a-
a'_existing_gw.PLT
PROBLEM DESCRIPTION: 34461-01 Galaxy Drive Landslide
SMC Section A-A'
BOUNDARY COORDINATES
37 Top Boundaries
46 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 2.00 8.00 3.00 3
2 8.00 3.00 25.00 4.00 3
3 25.00 4.00 32.00 4.00 3
4 32.00 4.00 43.00 5.00 3
5 43.00 5.00 50.00 8.00 3
6 50.00 8.00 55.00 9.00 3
7 55.00 9.00 65.00 12.00 3
8 65.00 12.00 73.00 16.00 3
9 73.00 16.00 99.00 17.00 3
10 99.00 17.00 104.00 18.00 3
11 104.00 18.00 107.00 20.00 1
12 107.00 20.00 112.00 21.00 1
13 112.00 21.00 122.00 27.00 1
14 122.00 27.00 127.00 29.00 1
15 127.00 29.00 131.00 31.00 1
16 131.00 31.00 140.00 37.00 1
17 140.00 37.00 143.00 39.00 1
18 143.00 39.00 150.00 44.00 1
19 150.00 44.00 157.00 46.00 1
20 157.00 46.00 160.00 48.00 1
21 160.00 48.00 166.00 50.00 1
22 166.00 50.00 168.00 55.00 1
23 168.00 55.00 169.00 56.00 1
24 169.00 56.00 181.00 58.00 1
25 181.00 58.00 185.00 62.00 1
26 185.00 62.00 190.00 65.00 1
27 190.00 65.00 197.00 69.00 1
28 197.00 69.00 202.00 71.00 1
29 202.00 71.00 211.00 77.00 1
30 211.00 77.00 214.00 79.00 1
31 214.00 79.00 221.00 82.00 1
32 221.00 82.00 223.00 84.00 1
33 223.00 84.00 226.00 85.00 1
34 226.00 85.00 249.00 86.00 1
35 249.00 86.00 308.00 86.00 1
36 308.00 86.00 343.00 85.00 1
37 343.00 85.00 359.00 84.00 1
38 104.00 18.00 107.00 13.00 3
39 107.00 13.00 123.00 13.00 3
40 123.00 13.00 229.00 69.00 3
41 229.00 69.00 232.00 74.00 3
42 232.00 74.00 233.00 75.00 3
43 233.00 75.00 258.00 80.00 2
44 258.00 80.00 359.00 80.00 2
45 232.00 74.00 316.00 73.00 3
46 316.00 73.00 359.00 76.00 3
Default Y-Origin = 0.00(ft)
Default X-Plus Value = 0.00(ft)
Default Y-Plus Value = 0.00(ft)
1
ISOTROPIC SOIL PARAMETERS
3 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 120.0 125.0 300.0 25.0 0.00 0.0 1
2 120.0 125.0 200.0 26.0 0.00 0.0 1
3 120.0 125.0 400.0 26.0 0.00 0.0 1
ANISOTROPIC STRENGTH PARAMETERS
1 soil type(s)
Soil Type 3 Is Anisotropic
Number Of Direction Ranges Specified = 3
Direction Counterclockwise Cohesion Friction
Range Direction Limit Intercept Angle
No. (deg) (psf) (deg)
1 -1.0 400.00 26.00
2 1.0 200.00 20.00
3 90.0 400.00 26.00
ANISOTROPIC SOIL NOTES:
(1) An input value of 0.01 for C and/or Phi will cause Aniso
C and/or Phi to be ignored in that range.
(2) An input value of 0.02 for Phi will set both Phi and
C equal to zero, with no water weight in the tension crack.
(3) An input value of 0.03 for Phi will set both Phi and
C equal to zero, with water weight in the tension crack.
1
1 PIEZOMETRIC SURFACE(S) SPECIFIED
Unit Weight of Water = 62.40 (pcf)
Piezometric Surface No. 1 Specified by 6 Coordinate Points
Pore Pressure Inclination Factor = 0.50
Point X-Water Y-Water
No. (ft) (ft)
1 30.00 0.00
2 76.00 9.00
3 122.00 15.00
4 190.00 48.00
5 235.00 77.00
6 359.00 77.00
1
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
100 Trial Surfaces Have Been Generated.
2 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 10.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 120.00 15.00 155.00 15.00 20.00
2 160.00 20.00 240.00 65.00 35.00
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Evaluated. They Are
Ordered - Most Critical First.
* * Safety Factors Are Calculated By GLE (Spencer`s) Method (0-1) * *
Selected ki function = Constant (1.0)
Selected Lambda Coefficient = 1.00
Forces from Reinforcement, Piers/Piles, Soil Nails, and Applied Forces
(if applicable) have been applied to the slice base(s)
on which they intersect.
Specified Tension Crack Water Force Factor = 0.000
Total Number of Trial Surfaces Attempted = 100
WARNING! The Factor of Safety Calculation for one or More Trial Surfaces
Did Not Converge in 20 Iterations.
Number of Trial Surfaces with Non-Converged FS = 9
Number of Trial Surfaces with Misleading FS = 1
Number of Trial Surfaces With Valid FS = 90
Percentage of Trial Surfaces With Non-Valid FS Solutions
of the Total Attempted = 10.0 %
Statistical Data On All Valid FS Values:
FS Max = 8.546 FS Min = 1.420 FS Ave = 2.284
Standard Deviation = 0.912 Coefficient of Variation = 39.91 %
((Simplified Janbu FS for Critical Surface = 1.231))
Failure Surface Specified By 10 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 107.790 20.158
2 111.396 18.823
3 121.203 16.864
4 224.272 41.283
5 231.142 48.550
6 238.024 55.806
7 243.622 64.091
8 247.019 73.497
9 253.744 80.898
10 256.999 86.000
*** FOS = 1.420 Theta (ki=1.0) = 19.88 ***
Lambda = 0.362
Individual data on the 44 slices
Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)
1 3.6 444.9 0.0 0.0 0. 0. 0.0 0.0 0.0
2 0.6 157.7 0.0 0.0 0. 0. 0.0 0.0 0.0
3 9.2 6601.2 0.0 0.0 0. 0. 0.0 0.0 0.0
4 0.8 937.9 0.0 0.0 0. 0. 0.0 0.0 0.0
5 5.0 6212.9 0.0 0.0 0. 0. 0.0 0.0 0.0
6 3.3 4385.4 0.0 0.0 0. 0. 0.0 0.0 0.0
7 0.7 1033.5 0.0 3.9 0. 0. 0.0 0.0 0.0
8 6.7 10726.7 0.0 396.7 0. 0. 0.0 0.0 0.0
9 2.3 4174.9 0.0 282.1 0. 0. 0.0 0.0 0.0
10 3.0 5915.7 0.0 485.7 0. 0. 0.0 0.0 0.0
11 7.0 15787.5 0.0 1637.6 0. 0. 0.0 0.0 0.0
12 7.0 17389.5 0.0 2343.6 0. 0. 0.0 0.0 0.0
13 3.0 7763.0 0.0 1220.6 0. 0. 0.0 0.0 0.0
14 6.0 16228.8 0.0 2830.2 0. 0. 0.0 0.0 0.0
15 2.0 6031.1 0.0 1058.7 0. 0. 0.0 0.0 0.0
16 1.0 3334.6 0.0 551.0 0. 0. 0.0 0.0 0.0
17 11.8 39344.1 0.0 7580.1 0. 0. 0.0 0.0 0.0
18 0.2 701.3 0.0 155.3 0. 0. 0.0 0.0 0.0
19 4.0 13914.7 0.0 3039.6 0. 0. 0.0 0.0 0.0
20 5.0 18879.0 0.0 4123.7 0. 0. 0.0 0.0 0.0
21 3.4 13493.2 0.0 2899.4 0. 0. 0.0 0.0 0.0
22 3.6 14718.9 0.0 3329.8 0. 0. 0.0 0.0 0.0
23 5.0 21150.7 0.0 5118.4 0. 0. 0.0 0.0 0.0
24 9.0 40709.7 0.0 10618.1 0. 0. 0.0 0.0 0.0
25 3.0 14529.5 0.0 3940.7 0. 0. 0.0 0.0 0.0
26 7.0 35067.9 0.0 9975.5 0. 0. 0.0 0.0 0.0
27 2.0 10379.2 0.0 3050.8 0. 0. 0.0 0.0 0.0
28 1.3 6733.1 0.0 1987.5 0. 0. 0.0 0.0 0.0
29 1.7 9023.3 0.0 3808.9 0. 0. 0.0 0.0 0.0
30 3.0 14884.1 0.0 6387.3 0. 0. 0.0 0.0 0.0
31 2.1 9947.5 0.0 4384.2 0. 0. 0.0 0.0 0.0
32 0.9 3825.3 0.0 1711.8 0. 0. 0.0 0.0 0.0
33 1.0 4344.5 0.0 1965.8 0. 0. 0.0 0.0 0.0
34 2.0 8319.9 0.0 3836.5 0. 0. 0.0 0.0 0.0
35 3.0 11681.5 0.0 6248.0 0. 0. 0.0 0.0 0.0
36 5.0 16047.5 0.0 9712.8 0. 0. 0.0 0.0 0.0
37 0.6 1693.9 0.0 927.4 0. 0. 0.0 0.0 0.0
38 3.4 7087.1 0.0 5120.5 0. 0. 0.0 0.0 0.0
39 0.3 434.0 0.0 90.5 0. 0. 0.0 0.0 0.0
40 1.7 2292.8 0.0 353.1 0. 0. 0.0 0.0 0.0
41 1.2 1397.8 0.0 73.8 0. 0. 0.0 0.0 0.0
42 1.6 1558.6 0.0 0.0 0. 0. 0.0 0.0 0.0
43 1.9 1438.2 0.0 0.0 0. 0. 0.0 0.0 0.0
44 3.3 996.4 0.0 0.0 0. 0. 0.0 0.0 0.0
Failure Surface Specified By 10 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 112.899 21.540
2 117.581 17.181
3 127.355 15.067
4 220.835 41.674
5 226.647 49.811
6 233.155 57.403
7 239.730 64.938
8 242.726 74.479
9 245.161 84.178
10 245.835 85.862
*** FOS = 1.478 Theta (ki=1.0) = 19.09 ***
Lambda = 0.346
1
Failure Surface Specified By 9 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 108.227 20.245
2 116.532 17.747
3 126.432 16.337
4 229.351 47.865
5 232.514 57.352
6 238.114 65.636
7 242.270 74.732
8 249.251 81.892
9 251.552 86.000
*** FOS = 1.480 Theta (ki=1.0) = 21.20 ***
Lambda = 0.388
Failure Surface Specified By 12 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 113.392 21.835
2 115.124 20.839
3 125.092 20.043
4 133.156 14.130
5 143.040 12.610
6 152.913 11.019
7 227.222 46.317
8 232.494 54.814
9 239.438 62.011
10 243.854 70.982
11 247.224 80.397
12 247.382 85.930
*** FOS = 1.516 Theta (ki=1.0) = 19.06 ***
Lambda = 0.345
1
Failure Surface Specified By 10 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 120.862 26.317
2 129.522 25.821
3 139.027 22.714
4 227.202 43.734
5 234.252 50.826
6 236.751 60.509
7 243.651 67.747
8 246.744 77.257
9 253.184 84.907
10 253.705 86.000
*** FOS = 1.567 Theta (ki=1.0) = 19.34 ***
Lambda = 0.351
Failure Surface Specified By 7 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 110.011 20.602
2 115.331 19.035
3 124.920 16.195
4 218.862 60.790
5 225.782 68.010
6 229.023 77.470
7 234.873 85.386
*** FOS = 1.575 Theta (ki=1.0) = 23.84 ***
Lambda = 0.442
1
Failure Surface Specified By 9 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 110.034 20.607
2 111.387 19.311
3 120.613 15.453
4 205.269 48.016
5 211.905 55.497
6 218.556 62.965
7 220.387 72.795
8 225.149 81.589
9 225.922 84.974
*** FOS = 1.591 Theta (ki=1.0) = 21.55 ***
Lambda = 0.395
Failure Surface Specified By 7 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 106.565 19.710
2 112.723 17.393
3 122.715 17.006
4 234.761 63.358
5 237.636 72.936
6 238.908 82.855
7 239.958 85.607
*** FOS = 1.602 Theta (ki=1.0) = 20.86 ***
Lambda = 0.381
1
Failure Surface Specified By 9 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 107.819 20.164
2 110.409 18.473
3 117.785 11.719
4 127.082 8.036
5 235.210 52.767
6 238.314 62.273
7 245.378 69.352
8 252.265 76.603
9 255.521 86.000
*** FOS = 1.613 Theta (ki=1.0) = 19.42 ***
Lambda = 0.353
Failure Surface Specified By 6 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 119.923 25.754
2 121.680 25.365
3 131.593 24.052
4 238.022 74.720
5 245.025 81.860
6 246.907 85.909
*** FOS = 1.617 Theta (ki=1.0) = 23.74 ***
Lambda = 0.440
**** END OF GSTABL7 OUTPUT ****
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34461-01 Galaxy Drive Landslide SMC Section A-A'
u:\gstabl7 data\34461-01 galaxy drive landslide\34461-01 galaxy_smc a-a'_existing_gw rise 5'.pl2 Run By: Insert Name/company Here 7/6/2023 02:59PM
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37
38 39
40
41 42 43 44
45 46
3 3 3 3 3 3 3 3 3 3 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 11 1 1 1 1
3 3
3
33 2 2
3 3
W1
W1
W1
W1
W1 W1
bcdefghija
#FSa 1.287b 1.334c 1.360d 1.397e 1.404
f 1.417
g 1.421
h 1.433i 1.443j 1.483
Soil
Desc.
FillQtTc
Soil
TypeNo.123
Total
Unit Wt.(pcf)120.0120.0120.0
Saturated
Unit Wt.(pcf)125.0125.0125.0
Cohesion
Intercept(psf)300.0200.0Aniso
Friction
Angle(deg)25.026.0Aniso
Pore
PressureParam.0.000.000.00
Pressure
Constant(psf)0.00.00.0
Piez.
SurfaceNo.W1W1W1
GSTABL7 v.2 FSmin=1.287
Safety Factors Are Calculated By GLE (Spencer`s) Method (0-1)
*** GSTABL7 ***
** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE **
** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 **
(All Rights Reserved-Unauthorized Use Prohibited)
*********************************************************************************
SLOPE STABILITY ANALYSIS SYSTEM
Modified Bishop, Simplified Janbu, or GLE Method of Slices.
(Includes Spencer & Morgenstern-Price Type Analysis)
Including Pier/Pile, Reinforcement, Soil Nail, Tieback,
Nonlinear Undrained Shear Strength, Curved Phi Envelope,
Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water
Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces.
*********************************************************************************
Analysis Run Date: 7/6/2023
Time of Run: 02:59PM
Run By: Insert Name/company
Here
Input Data Filename: U:\GStabl7 Data\34461-01 Galaxy Drive Landslide\34461-01
galaxy_smc a-a'_existing_gw rise 5'.in
Output Filename: U:\GStabl7 Data\34461-01 Galaxy Drive Landslide\34461-01
galaxy_smc a-a'_existing_gw rise 5'.OUT
Unit System: English
Plotted Output Filename: U:\GStabl7 Data\34461-01 Galaxy Drive Landslide\34461-01
galaxy_smc a-a'_existing_gw rise
5'.PLT
PROBLEM DESCRIPTION: 34461-01 Galaxy Drive Landslide
SMC Section A-A'
BOUNDARY COORDINATES
37 Top Boundaries
46 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 2.00 8.00 3.00 3
2 8.00 3.00 25.00 4.00 3
3 25.00 4.00 32.00 4.00 3
4 32.00 4.00 43.00 5.00 3
5 43.00 5.00 50.00 8.00 3
6 50.00 8.00 55.00 9.00 3
7 55.00 9.00 65.00 12.00 3
8 65.00 12.00 73.00 16.00 3
9 73.00 16.00 99.00 17.00 3
10 99.00 17.00 104.00 18.00 3
11 104.00 18.00 107.00 20.00 1
12 107.00 20.00 112.00 21.00 1
13 112.00 21.00 122.00 27.00 1
14 122.00 27.00 127.00 29.00 1
15 127.00 29.00 131.00 31.00 1
16 131.00 31.00 140.00 37.00 1
17 140.00 37.00 143.00 39.00 1
18 143.00 39.00 150.00 44.00 1
19 150.00 44.00 157.00 46.00 1
20 157.00 46.00 160.00 48.00 1
21 160.00 48.00 166.00 50.00 1
22 166.00 50.00 168.00 55.00 1
23 168.00 55.00 169.00 56.00 1
24 169.00 56.00 181.00 58.00 1
25 181.00 58.00 185.00 62.00 1
26 185.00 62.00 190.00 65.00 1
27 190.00 65.00 197.00 69.00 1
28 197.00 69.00 202.00 71.00 1
29 202.00 71.00 211.00 77.00 1
30 211.00 77.00 214.00 79.00 1
31 214.00 79.00 221.00 82.00 1
32 221.00 82.00 223.00 84.00 1
33 223.00 84.00 226.00 85.00 1
34 226.00 85.00 249.00 86.00 1
35 249.00 86.00 308.00 86.00 1
36 308.00 86.00 343.00 85.00 1
37 343.00 85.00 359.00 84.00 1
38 104.00 18.00 107.00 13.00 3
39 107.00 13.00 123.00 13.00 3
40 123.00 13.00 229.00 69.00 3
41 229.00 69.00 232.00 74.00 3
42 232.00 74.00 233.00 75.00 3
43 233.00 75.00 258.00 80.00 2
44 258.00 80.00 359.00 80.00 2
45 232.00 74.00 316.00 73.00 3
46 316.00 73.00 359.00 76.00 3
Default Y-Origin = 0.00(ft)
Default X-Plus Value = 0.00(ft)
Default Y-Plus Value = 0.00(ft)
1
ISOTROPIC SOIL PARAMETERS
3 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 120.0 125.0 300.0 25.0 0.00 0.0 1
2 120.0 125.0 200.0 26.0 0.00 0.0 1
3 120.0 125.0 400.0 26.0 0.00 0.0 1
ANISOTROPIC STRENGTH PARAMETERS
1 soil type(s)
Soil Type 3 Is Anisotropic
Number Of Direction Ranges Specified = 3
Direction Counterclockwise Cohesion Friction
Range Direction Limit Intercept Angle
No. (deg) (psf) (deg)
1 -1.0 400.00 26.00
2 1.0 200.00 20.00
3 90.0 400.00 26.00
ANISOTROPIC SOIL NOTES:
(1) An input value of 0.01 for C and/or Phi will cause Aniso
C and/or Phi to be ignored in that range.
(2) An input value of 0.02 for Phi will set both Phi and
C equal to zero, with no water weight in the tension crack.
(3) An input value of 0.03 for Phi will set both Phi and
C equal to zero, with water weight in the tension crack.
1
1 PIEZOMETRIC SURFACE(S) SPECIFIED
Unit Weight of Water = 62.40 (pcf)
Piezometric Surface No. 1 Specified by 6 Coordinate Points
Pore Pressure Inclination Factor = 0.50
Point X-Water Y-Water
No. (ft) (ft)
1 30.00 0.00
2 76.00 13.00
3 122.00 20.00
4 190.00 53.00
5 235.00 82.00
6 359.00 82.00
1
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
100 Trial Surfaces Have Been Generated.
2 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 10.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 120.00 15.00 155.00 15.00 20.00
2 160.00 20.00 240.00 65.00 35.00
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Evaluated. They Are
Ordered - Most Critical First.
* * Safety Factors Are Calculated By GLE (Spencer`s) Method (0-1) * *
Selected ki function = Constant (1.0)
Selected Lambda Coefficient = 1.00
Forces from Reinforcement, Piers/Piles, Soil Nails, and Applied Forces
(if applicable) have been applied to the slice base(s)
on which they intersect.
Specified Tension Crack Water Force Factor = 0.000
Total Number of Trial Surfaces Attempted = 100
WARNING! The Factor of Safety Calculation for one or More Trial Surfaces
Did Not Converge in 20 Iterations.
Number of Trial Surfaces with Non-Converged FS = 11
Number of Trial Surfaces With Valid FS = 89
Percentage of Trial Surfaces With Non-Valid FS Solutions
of the Total Attempted = 11.0 %
Statistical Data On All Valid FS Values:
FS Max = 7.847 FS Min = 1.287 FS Ave = 2.104
Standard Deviation = 0.859 Coefficient of Variation = 40.81 %
((Simplified Janbu FS for Critical Surface = 1.118))
Failure Surface Specified By 10 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 107.790 20.158
2 111.396 18.823
3 121.203 16.864
4 224.272 41.283
5 231.142 48.550
6 238.024 55.806
7 243.622 64.091
8 247.019 73.497
9 253.744 80.898
10 256.999 86.000
*** FOS = 1.287 Theta (ki=1.0) = 20.24 ***
Lambda = 0.369
Individual data on the 41 slices
Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)
1 3.6 444.9 0.0 0.0 0. 0. 0.0 0.0 0.0
2 0.6 157.7 0.0 0.0 0. 0. 0.0 0.0 0.0
3 0.6 195.1 0.0 0.0 0. 0. 0.0 0.0 0.0
4 8.6 6469.9 0.0 812.3 0. 0. 0.0 0.0 0.0
5 0.8 949.6 0.0 150.7 0. 0. 0.0 0.0 0.0
6 5.0 6293.6 0.0 1035.0 0. 0. 0.0 0.0 0.0
7 4.0 5503.3 0.0 1087.4 0. 0. 0.0 0.0 0.0
8 6.7 10878.7 0.0 2346.7 0. 0. 0.0 0.0 0.0
9 2.3 4226.4 0.0 942.9 0. 0. 0.0 0.0 0.0
10 3.0 5983.5 0.0 1355.9 0. 0. 0.0 0.0 0.0
11 7.0 15945.8 0.0 3668.1 0. 0. 0.0 0.0 0.0
12 7.0 17547.8 0.0 4374.2 0. 0. 0.0 0.0 0.0
13 3.0 7830.9 0.0 2090.8 0. 0. 0.0 0.0 0.0
14 6.0 16364.5 0.0 4570.7 0. 0. 0.0 0.0 0.0
15 2.0 6076.4 0.0 1638.8 0. 0. 0.0 0.0 0.0
16 1.0 3357.2 0.0 841.0 0. 0. 0.0 0.0 0.0
17 12.0 40316.9 0.0 11216.3 0. 0. 0.0 0.0 0.0
18 4.0 14005.1 0.0 4199.9 0. 0. 0.0 0.0 0.0
19 5.0 18992.0 0.0 5574.1 0. 0. 0.0 0.0 0.0
20 7.0 28361.4 0.0 8144.4 0. 0. 0.0 0.0 0.0
21 5.0 21257.4 0.0 6486.4 0. 0. 0.0 0.0 0.0
22 9.0 40901.7 0.0 13080.4 0. 0. 0.0 0.0 0.0
23 3.0 14593.5 0.0 4761.5 0. 0. 0.0 0.0 0.0
24 7.0 35217.2 0.0 11890.7 0. 0. 0.0 0.0 0.0
25 2.0 10421.8 0.0 3598.0 0. 0. 0.0 0.0 0.0
26 1.3 6760.2 0.0 2335.6 0. 0. 0.0 0.0 0.0
27 1.7 9060.2 0.0 4478.4 0. 0. 0.0 0.0 0.0
28 3.0 14948.1 0.0 7549.9 0. 0. 0.0 0.0 0.0
29 2.1 9993.2 0.0 5214.3 0. 0. 0.0 0.0 0.0
30 0.9 3843.6 0.0 2043.7 0. 0. 0.0 0.0 0.0
31 1.0 4365.8 0.0 2352.7 0. 0. 0.0 0.0 0.0
32 2.0 8362.5 0.0 4610.3 0. 0. 0.0 0.0 0.0
33 3.0 11757.0 0.0 7618.9 0. 0. 0.0 0.0 0.0
34 5.6 17881.3 0.0 13760.2 0. 0. 0.0 0.0 0.0
35 3.4 7172.1 0.0 8240.5 0. 0. 0.0 0.0 0.0
36 0.3 441.3 0.0 225.8 0. 0. 0.0 0.0 0.0
37 1.7 2335.0 0.0 1136.9 0. 0. 0.0 0.0 0.0
38 2.8 3019.3 0.0 1243.0 0. 0. 0.0 0.0 0.0
39 1.9 1459.3 0.0 391.2 0. 0. 0.0 0.0 0.0
40 0.7 385.9 0.0 45.0 0. 0. 0.0 0.0 0.0
41 2.6 612.4 0.0 0.0 0. 0. 0.0 0.0 0.0
Failure Surface Specified By 9 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 108.227 20.245
2 116.532 17.747
3 126.432 16.337
4 229.351 47.865
5 232.514 57.352
6 238.114 65.636
7 242.270 74.732
8 249.251 81.892
9 251.552 86.000
*** FOS = 1.334 Theta (ki=1.0) = 21.48 ***
Lambda = 0.394
1
Failure Surface Specified By 10 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 112.899 21.540
2 117.581 17.181
3 127.355 15.067
4 220.835 41.674
5 226.647 49.811
6 233.155 57.403
7 239.730 64.938
8 242.726 74.479
9 245.161 84.178
10 245.835 85.862
*** FOS = 1.360 Theta (ki=1.0) = 19.23 ***
Lambda = 0.349
Failure Surface Specified By 7 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 110.011 20.602
2 115.331 19.035
3 124.920 16.195
4 218.862 60.790
5 225.782 68.010
6 229.023 77.470
7 234.873 85.386
*** FOS = 1.397 Theta (ki=1.0) = 23.66 ***
Lambda = 0.438
1
Failure Surface Specified By 12 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 113.392 21.835
2 115.124 20.839
3 125.092 20.043
4 133.156 14.130
5 143.040 12.610
6 152.913 11.019
7 227.222 46.317
8 232.494 54.814
9 239.438 62.011
10 243.854 70.982
11 247.224 80.397
12 247.382 85.930
*** FOS = 1.404 Theta (ki=1.0) = 19.23 ***
Lambda = 0.349
Failure Surface Specified By 7 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 106.565 19.710
2 112.723 17.393
3 122.715 17.006
4 234.761 63.358
5 237.636 72.936
6 238.908 82.855
7 239.958 85.607
*** FOS = 1.417 Theta (ki=1.0) = 21.21 ***
Lambda = 0.388
1
Failure Surface Specified By 10 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 120.862 26.317
2 129.522 25.821
3 139.027 22.714
4 227.202 43.734
5 234.252 50.826
6 236.751 60.509
7 243.651 67.747
8 246.744 77.257
9 253.184 84.907
10 253.705 86.000
*** FOS = 1.421 Theta (ki=1.0) = 19.66 ***
Lambda = 0.357
Failure Surface Specified By 9 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 110.034 20.607
2 111.387 19.311
3 120.613 15.453
4 205.269 48.016
5 211.905 55.497
6 218.556 62.965
7 220.387 72.795
8 225.149 81.589
9 225.922 84.974
*** FOS = 1.433 Theta (ki=1.0) = 21.35 ***
Lambda = 0.391
1
Failure Surface Specified By 8 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 98.358 16.975
2 101.940 16.379
3 111.901 15.501
4 121.767 13.866
5 214.624 60.277
6 217.470 69.864
7 221.851 78.853
8 222.359 83.359
*** FOS = 1.443 Theta (ki=1.0) = 22.09 ***
Lambda = 0.406
Failure Surface Specified By 9 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 107.819 20.164
2 110.409 18.473
3 117.785 11.719
4 127.082 8.036
5 235.210 52.767
6 238.314 62.273
7 245.378 69.352
8 252.265 76.603
9 255.521 86.000
*** FOS = 1.483 Theta (ki=1.0) = 19.43 ***
Lambda = 0.353
**** END OF GSTABL7 OUTPUT ****