HomeMy WebLinkAbout20210422_ApplicationCommunity Development Department Planning Permit Application
CITY OF NEWPORT BEACH
100 Civic Center Drive Newport Beach, California 92660 949 644-3200 newportbeachca.gov/communitydevelopment
I:\Users\CDD\Shared\Admin\Planning_Division\Applications\Application_Guidelines\Planning Permit Application_2021.docx Rev: 01/24/17
1.Check Permits Requested:
Approval-in-Concept - AIC # Lot Merger Staff Approval
Coastal Development Permit Limited Term Permit - Tract Map
Waiver for De Minimis Development Seasonal < 90 day >90 days Traffic Study
Coastal Residential Development Modification Permit Use Permit -Minor Conditional
Condominium Conversion Off-Site Parking Agreement Amendment to existing Use Permit
Comprehensive Sign Program Planned Community Development Plan Variance
Development Agreement Planned Development Permit Amendment -Code PC GP LCP
Development Plan Site Development Review - Major Minor Other:
Lot Line Adjustment Parcel Map
2.Project Address(es)/Assessor’s Parcel No(s)
3.Project Description and Justification (Attach additional sheets if necessary):
4.Applicant/Company Name
Mailing Address Suite/Unit
City State Zip
Phone Fax Email
5.Contact/Company Name
Mailing Address Suite/Unit
City State Zip
Phone Fax Email
6.Property Owner Name
Mailing Address Suite/Unit
City State Zip
Phone Fax Email
7.Property Owner’s Affidavit*: (I) (We)
depose and say that (I am) (we are) the owner(s) of the property (ies) involved in this application. (I) (We) further
certify, under penalty of perjury, that the foregoing statements and answers herein contained and the informationherewith submitted are in all respects true and correct to the best of (my) (our) knowledge and belief.
Signature(s): ________________________________ Title: Date: MM/DD/YEAR
Signature(s): ________________________________ Title: Date:
*May be signed by the lessee or by an authorized agent if written authorization from the owner of record is filed concurrently with theapplication. Please note, the owner(s)’ signature for Parcel/Tract Map and Lot Line Adjustment Application must be notarized.
CEO 4/22/2021
PA2021-099
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I:\Users\CDD\Shared\Admin\Planning_Division\Current_Templates\Office Use Only Form Updated 01/27/2020
2700-5000 Acct.
Deposit Acct. No. ________________________
For Deposit Account:
Fee Pd: _______________________________________
Receipt No: ____________________________
FOR OFFICE USE ONLY
Date Filed: _______________________
APN No: __________________________
Council District No.: _________________
General Plan Designation: ____________
Zoning District: _____________________
Coastal Zone: Yes No Check #: __________
Visa MC Amex # ____________
CDM Residents Association and Chamber
Community Association(s): _______________________ Development No: __________________________
_____________________________________________ Project No: ________________________________
_____________________________________________ Activity No: _______________________________
Related Permits: ___________________________
Remarks:
________________________________________________________________________________________
30900 Rancho Viejo Road, Suite 285 • San Juan Capistrano, CA 92675 • (949) 581-2888 • Fax (949) 581-3599
April 22, 2021 Mr. Jim Campbell
Deputy Community Development Director
100 Civic Center Drive Newport Beach, CA 92660 Subject: Coastal Development Permit Application – Park Newport Bluff Top
Dear Mr. Campbell: On behalf of Gerson Bakar & Associates and Park Newport Land Ltd., CAA Planning, Inc. (CAA) is pleased to submit a Coastal Development Permit (CDP) application for emergency work
conducted under PA2021-008/CD2021-001 issued January 22, 2021. In addition to the emergency
bluff repair, the CDP application includes an evaluation of additional measures required to provide protection to the existing residential structures. The application includes all materials referenced in this letter, a Letter of Authorization, and the required application fee of $2,309.
Project History
The Park Newport Apartments were constructed in 1969 and are located on the blufftop area bound by Jamboree Road to the east, San Joaquin Hills Road to the south, Back Bay Drive to the west, and Big Canyon Park to the north. The Park Newport development is comprised of approximately 1,300 apartments and several ancillary support structures, which sit atop coastal bluffs. The Upper Newport Bay and the Newport Bay estuary are located downslope of the property, westerly of
Back Bay Drive. A Location Map depicting the property is attached. There is a long history of slope failures at the property due to the location of the development atop coastal bluffs. The most recent landslide occurred in June 2020, which resulted in an approximately 10-foot-high scarp exposing approximately 100 square feet of highly fractured
blocky siltstone. Back Bay Drive was closed to vehicular traffic as a result of the potential rock fall hazard created by the landslide. The roadway remained closed until the installation of steel mesh was completed in April 2021. The Slope Stabilization Plans prepared by Kane Geotech identify the area of mesh as 40 to 60 feet
wide by 58 feet high with an overall coverage of 2,900 square feet. The mesh is held in place by 8 boundary anchors, 5 spot anchors, and 41 pattern anchors. The final plans, dated January 20, 2021, and the final approval letter, dated March 29, 2021, are attached. A Landslide Mitigation Summary Letter prepared by Hetherington Engineering, Inc. dated March
29, 2021 (“the report”) summarized existing geologic conditions, past landslides, and proposed future mitigation efforts at the project site and is attached for reference. The bluff is characterized as sloping down at a 0.5:1 to 1.5:1 horizontal to vertical ratio to locally vertical with a maximum
PA2021-099
CAA PLANNING
Mr. Jim Campbell April 22, 2021
Page 2 of 6
height of approximately 90 feet. The geological structure composed of sedimentary bedding within siltstone bedrock is subject to ongoing erosion, surficial instability, rockfalls, and landslides. The
Hetherington report describes six landslides dating back to 1978 and five rock falls dating back to
1998 that generally coincide with years that had long duration and/or high intensity rainfall events. Bluff instability not only impacts the project site, but also impacts Back Bay Drive due to debris accumulation and blockage on the roadway and bike path.
Past repair activities date back to 1979 and include the installation of soldier piles, a wood retaining
wall, and reinforced concrete caissons at different locations along the bluff. The following is a summary of past bluff repair measures:
1979 Timber Pile/Wood Lagging Retaining Wall, west side of Units 4570 through 4640. Eighteen piles 10-feet bedrock embedment.
1998 Soldier Pile Wall, west side of clubhouse. Twenty-three, 36-inch diameter, 7-feet
on-center, 60-feet deep reinforced concrete caissons. 1998 Soldier Pile Wall, southwest side of Unit 4570. Six, 48-inch diameter, 8 feet on-center, 60-feet deep, reinforced concrete caissons.
Emergency Work Effort
On January 22, 2021, the City of Newport Beach (City) issued an emergency CDP (ECDP) to install steel mesh on a portion of the bluff located along Back Bay Drive near San Joaquin Hills Road. The emergency efforts included the installation of steel mesh with wire rope and epoxy anchoring and the placement of concrete k-rail at the toe of the slope to keep landslide debris off
the roadway. The purpose of the emergency effort was to minimize the potential for future rockfall
to impact the public street and bike path. Mobilization of the emergency work was initiated on February 10, 2021 and was completed on March 26, 2021. The plans used for the rockfall minimization work were prepared by Kane Geotech, Inc., and the physical installation was performed by Access Limited Construction. Heatherington Engineering provided geotechnical
observation throughout the duration of work.
Hetherington Engineering prepared an observation report detailing its ongoing on-site observation while the rockfall minimization work was being performed. Based on observation of steel mesh, anchor installation, and verification anchor testing, Hetherington Engineering concluded that the
steel mesh and the anchors were installed in substantial compliance with the plans and
specifications. The Observation Report, dated April 7, 2021, is attached.
Biological Survey for Emergency Work Effort
On February 16, 2021, a biologist from Glenn Lukos Associates conducted a 1-day survey for
gnatcatchers within 100 feet of the work area. Glenn Lukos Associates also prepared a hydroseed
palate with coastal bluff native vegetation appropriate for erosion control landscape at the project
PA2021-099
Mr. Jim Campbell April 22, 2021
Page 3 of 6
site. Mobilization of construction equipment began on February 10, 2021, however the biological site survey was conducted prior to commencement of the steel mesh installation work effort.
Although surveying gnatcatchers was not a condition of the ECDP, the project site is within the Orange County Central/Coastal Natural Community Conservation Plan/Habitat Conservation Plan (NCCP/HCP), which requires specific construction minimization measures that include a pre-construction survey to identify California gnatcatchers within 100 feet of work in areas where
Coastal Sage Scrub (CSS) is present. No gnatcatchers were observed within 100 feet of the work
area or at all on that day. A summary biological finding letter, dated February 17, is attached.
Proposed Future Slope Effort
As discussed above, the emergency work that was authorized by the ECDP allowed for the
installation of a steel mesh on the bluff. Hetherington Engineering prepared an evaluation of the
overall slope stability for the property related to the existing residential structures located near bluff failure areas. The Hetherington report details the historic stabilization actions, summarized above, and identifies future slope stabilization measures that should be evaluated for the property.
The Heatherington report recommends the following measures necessary to protect the existing
primary residential structures on the property. Soldier pile are installed at approximately 60 feet deep. Please see below and the map attached to the report. 1. Extending the clubhouse soldier piles to the south past Unit 4830 approximately 150
feet total (approximately 20 soldier piles).
2. Installing soldier piles on the southeast side of Building 4, approximately 200 feet total, where landslide materials were mapped by Law-Crandall and Associates extending under the structure (approximately 28 soldier piles).
Additional analysis and design work will be necessary to identify the precise location, number and
depth of the proposed improvements. In addition to the measures recommended in the Hetherington report, future efforts will also include seasonal placement of tarps along select areas of the bluff. Seasonal tarp placement is an effective stabilization method used during the rainy season where tarps are placed in areas along the bluff that are susceptible to rockfall or landslides
triggered by heavy or prolonged rain events. The tarps would generally be utilized in the months
between October and April, secured by sandbags, and completely removed once outside of the rainy season. The attached Tarp Placement Diagram depicts the areas where the tarps are likely to be placed on an annual basis.
The future stabilization work is proposed to ensure security of the structures at the top of the bluff
and increase safety along Back Bay Drive, as well as to substantially decrease the frequency of future roadway closure due to rock fall obstruction. Due to the presence of CSS on the bluff and the project site location within the Orange County Central/Coastal NCCP/HCP, future work will
PA2021-099
Mr. Jim Campbell April 22, 2021
Page 4 of 6
also be required to comply with NCCP construction measures including a pre-construction gnatcatcher and CSS habitat survey. A letter from the project biologist including the NCCP
Construction Measures is attached.
Coastal Act and Local Coastal Program
Emergency Work Effort
The work completed under ECDP PA2021-008/CD2021-001 was done consistent with Local
Coastal Program (LCP) Implementation Plan (IP) Section 21.52.025 Emergency Coastal
Development Permits where “[i]n the event of a verified emergency, temporary permits to proceed
with remedial measures may be authorized by the Director until such time as a full coastal development permit shall be filed.” Emergency work is permitted by Coastal Ace Section 30611 Emergencies; Waiver of Permit where “[w]hen immediate action by a person or public agency
performing a public service is required to protect life and public property from imminent danger,
or to restore, repair, or maintain public works, utilities, or services destroyed, damaged, or
interrupted by natural disaster, serious accident, or in other cases of emergency, the requirements of obtaining any permit under this division may be waived…” The emergency work for installation of steel mesh on the bluff-face was approved for the purpose of protecting public safety from
falling rock debris.
Proposed Future Work Effort
The future protection of the existing development is allowable under Coastal Act Section 30235 Construction Altering Natural Shoreline where “[r]evetments, breakwaters, groins, harbor
channels, seawalls, cliff retaining walls, and other such construction that alters natural shoreline
processes shall be permitted when required to serve coastal-dependent uses or to protect existing
structures or public beaches in danger from erosion, and when designed to eliminate or mitigate adverse impacts on local shoreline sand supply...” As discussed above, the Park Newport Apartments were constructed in 1969 which predates the Coastal Act of 1976 and are considered
as existing structures.
Future work activities such as the ones proposed are permitted by LCP IP Section 21.30.030 Natural Landform and Shoreline Protection. “Protective structures are permitted to protect existing primary structures threatened by natural hazards, provided that the protective structures
are limited to the minimum required to protect the existing structure and located on private land,
not State tidelands...” Due to the nature of the work on the bluff-face, the issuance of a CDP under City jurisdiction is required by LCP IP Section 21.52.035. CDP Analysis
The emergency work was for the purpose of surficial stabilization to prevent and minimize future
impacts from landslides and rockfall while the future proposed work will protect the existing structures and minimize rockfall and landslides. The emergency work and future proposed work
PA2021-099
Mr. Jim Campbell April 22, 2021
Page 5 of 6
are proposed as mitigation for public safety and to prevent future closure of Back Bay Drive due to fallen debris, which will ensure continuity of public access to the public parking lot located on
Back Bay Drive and promote both vehicular and pedestrian circulation along the Back Bay and
estuary. A CDP is requested for the emergency work completed under ECDP PA2021-008/CD2021-001 and proposed future work recommended by Hetherington Engineering. The completed emergency
work and proposed future work comply with the provisions of Chapter 3 of the Coastal Act and
the City of Newport Beach Local Coastal Program (LCP). The required Findings provided in the LCP IP Section 21.52.15 (F) (Findings and Decision) can be satisfied by the proposed project. A draft of the Facts in support of the required Findings will be provided under sperate cover. Findings must be made that the project will satisfy the following.
1. Conforms to all applicable sections of the certified Local Coastal Program (e.g., development standards, no impacts to public views, natural resources); and 2. Conforms with the public access and public recreation policies of Chapter 3 of the
Coastal Act if the project is located between the nearest public road and the sea or
shoreline of any body of water located within the coastal zone. In addition, to the consistency of the proposed development with the certified Local Coastal Program to the maximum extent feasible, there are no feasible alternatives that would provide
greater consistency with the certified Local Coastal Program and/or that are more protective of
coastal resources.
CEQA
The project is determined to be exempt from the California Environmental Quality Act (CEQA)
based on Class 1 exemption. Class 1 exemptions include the operation, repair, maintenance,
permitting, leasing, licensing, or minor alteration of existing public or private structures, facilities, mechanical equipment, or topographical features, involving negligible or no expansion of use. The emergency work is exempt pursuant to California Code of Regulations §15269(c), because the activity is necessary to prevent rockfall and protect the existing structures. There are no known
exceptions listed in CEQA Guidelines §15300.2 that would apply to the emergency work and
future proposed measures to invalidate the use of these exemptions.
Conclusion
The ECDP included 10 conditions of approval. Conditions 1 through 3 and 5 through 10 have been
satisfied. Condition 4 requires the submittal of a regular CDP within 90 days of the issuance of the
ECDP. This CDP application timely satisfies the remaining condition.
PA2021-099
Mr. Jim Campbell April 22, 2021
Page 6 of 6
We appreciate the City’s consideration of this application, and we look forward to working with you for the issuance of a CDP for the work completed under ECDP PA2021-008/CD2021-001 and
for proposed future rockfall minimization work.
Please do not hesitate to contact our office with any questions.
Sincerely,
CAA PLANNING, INC.
Shawna L. Schaffner
Chief Executive Officer
Attachments: Project Location Map Hetherington Geotechnical Mitigation Summary dated March 29, 2021
GLA Biological Pre-Construction Finding Letter dated February 17, 2021
Kane Geotech Final Plans dated January 20, 2021 Kane Geotech Final Approval Letter dated March 29, 2021 Hetherington Engineering Observation Report dated April 7, 2021 GLA Future Construction/NCCP Construction Measures dated April 19, 2021
Seasonal Tarp Placement Diagram
c: Ken Dressel, Gerson Bakar
PA2021-099
TECHNICAL MEMORANDUM
1940 E Deere Avenue, Suite 250 ● Santa Ana, California 92705 ● 949.837.0404
PROJECT NUMBER:10850007BLUF
TO: Pua Whitford, CAA Planning
FROM: Tony Bomkamp
DATE: February 17, 2021
SUBJECT: Pre-Construction Avian Surveys for Park Newport Rockfall Mitigation Project (PA2021-008), Emergency Coastal Development Permit No. CD2021-001
On February 16, 2021 I conducted a pre-construction survey for the federally-listed coastal California gnatcatcher at the above-referenced site at the corner of Back Bay Drive and San
Joaquin Hills Road in accordance with the Orange County Central Coastal NCCP/HCP “NCCP Construction Measures”.
SITE CONDITIONS
The area, subject repairs/remediation, consists of a steep slope, a portion of which contains a large unvegetated rocky outcrop and other portions of the slope been recently disturbed by a landslide that removed vegetation from portions of the slope. The area immediately below the proposed work area supported a dense mat of fig marigold (ice plant) (Carpobrotus edulis) that extended to near the edge of Back Bay Drive. The area subject to the work efforts supported no
native habitat, specifically coastal sage scrub. Surrounding areas included big saltbush (Atriplex
lentiformus), black mustard (Brassica nigra), and a mosaic of various native shrubs and non-native species, including coast goldenbush (Isocoma menziesii), California bush sunflower (Encelia californica), coyote brush (Baccharis pilularis), lollipop plant (Myoporum laetum), summer mustard (Hirschfeldia incana), and non-native Mediterranean grasses.
NCCP CONSTRUCTION MEASURES
Because the area subject to subject repairs/remediation, contained no coastal sage scrub and
adjacent areas were not subject to any other disturbance such as grading, equipment staging, etc., it was not necessary to implement any of the minimization measures, except for the pre-construction survey requirement:
Additionally, prior to the commencement of grading operations or other activities
involving disturbances CSS, a survey will be conducted to locate gnatcatchers and cactus
3 - Pre-Construction SurveyPA2021-099
GLENN LUKOS ASSOCIATES
Regulatory Services
MEMORANDUM February 17, 2021
Page 2
wrens within 100 feet of the outer extent of projected soil disturbance activities, and the locations of any such species shall be clearly marked and identified on the
construction/grading plans.
While the project did not require disturbance of any coastal sage scrub, a pre-construction survey was conducted within 100 feet of the project work limits. No coastal California gnatcatchers were detected during the surveys and, thus it was not necessary to mark any locations. In
addition, there is no suitable habitat for the cactus wren in the vicinity of the site, and cactus
wren was also not detected. CONCLUSIONS
The project exhibits no potential for impacts to coastal sage scrub and surveys for the coastal California gnatcatcher and cactus wren were conducted, as noted above. The project is thus in compliance with the NCCP Construction Minimization Measures. It should also be noted that the project plans have incorporated native scrub elements in the seed mix for post construction
erosion control including:
Quailbush (Atriplex lentiformis) 3 lbs./acre California bush sunflower (Encelia californica) 3 lbs./acre Coast Goldenbush (Isocoma menziesii) 3 lbs./acre
PA2021-099
Feet
Every reasonable effort has been made to assure the
accuracy of the data provided, however, The City of
Newport Beach and its employees and agents
disclaim any and all responsibility from or relating to
any results obtained in its use.
Disclaimer:
4/22/2021
0 8,0004,000
1 - Project Location Map
PA2021-099
NEWPORT 0
April 13, 2021
Mr. Jim Campbell
Deputy Community Development Director
100 Civic Center Drive
Newport Beach, CA 92660
Subject: Letter of Authorization – Park Newport Bluff Repair
Dear Mr. Campbell:
Please be advised that CAA Planning, Inc. is authorized to represent Park Newport in
securing a Coastal Development Permit for the emergency repair of the bluff repair
conducted under CD2021-001.
CAA is authorized to execute, take delivery, request, and take necessary action on behalf
of Park Newport pertinent to securing said Coastal Development Permit from the City of
Newport Beach.
Sincerely,
Park Newport L.P.
By: Gerson Bakar & Associates
Its: Authorized Managing Agent
__________________________
By: Ken Dressel
Its: Authorized Agent
PA2021-099
2 - Geotechnical Mitigation Summary
PA2021-099
HETHERINGTON ENGINEERING, INC.
SOIL & FO UNDATION ENGINEERIN G• ENGIN EERING GEOLOGY • HYDROGEOLOGY
Gerson Bakar and Associales
lo Park Newport Apartments
One Park Newport Drive
Ne wport Beach, Ca lifornia 92660
Allen ti on: .Mr. Jim Diaz
Faciliti es Manag r
March 29, 2021
Project No. 8564.1
Log No. 21343
Subject: GEOTECHNI AL SUMJvlARY OF PROPOSED LANDSLTDE
MTTIGATTON
Park Newport Apa rtment s
One Park Newporl Drive
Newport Beach, aliforn.ia
References: Attached
Dear Mr. Diaz:
Tn accordance with your requ st, Hetherington Engineering, Inc. has prepared this
geotechn.ical summary related to geologic conditions past landslides, and proposed future
mitigation efforts on the west facing coaslal bluff at the subject site. ln order to keep this
summary relatively brief attached is a list of references related to the Park Newport
Apartments site that includes most (if not all) of the lmown geotechnical/geolo gic
documents. Tbese documents have addressed various aspects of tbe coastal bluff slope
geology, landslides, stability, and mitigation efforts.
SITE HISTORY/SLOPE CONDITIONS
The subject natural slope is a coastal bluff that descends from the west side of Park Newport
Apartments Lo Backbay Drive along the eastern edge of Upper Ne·wpor1 Bay in Newport
Beach, California (see Location Map, hgure 1). The slope descends at slope ral ios of 0.5: l
to 1.5: 1 (horizontal to ve1iical) to locally vertical with a maximum height of approximately
90-feet. This coastal bluff was left in a natural condition at the time of grading/construction
of Park Newport Apartments in 1969. The slope exposes 10 to 15-feet or· silty sand
Quaternary Paralic Deposits (terrace deposits) over diatomaceous shale and siltstone
Miocene Monterey Formation bedrock. Geologic structure of sedimentary bedding within
the siltstone bedrock reported ly consists of a series of east to west trending, west plunging
anticlines and synclines creating locally unfavorable orientations relative lo the west facing
slope. Numerous older landslides that exist on this slope were identified by LeRoy Crandall
and Associates. The slope is subject Lo on-going erosion , surficial instability rockfalls, and
landslides.
5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 93 1-191 7 • Fax (760) 931 -0545
333 Third Street, Suite 2 • Laguna Beach, CA 92651 -2306 • (949) 715-5440 • Fax (760) 931-0545
www.hetheringtonengineering.com
PA2021-099
GEO'! EClINlt'/\1. 0llM!vfARY OF PROPOSED LAND8LlDE MITIGt\TlON
Pro.it-ct No. 85M.J
Log No. 21343
March 29, 2021
Page 2
The au·ached Geologic Map Plate l , depicts the geologic conditions on and near the slope.
The Park Newport buildings wer-· graclecl in l969 an l documented fill exists on the level
building pads, but has nol been shown on the Geologic Map for simplicity.
The following summary of locumcnted slope instability on the coastal bluff is not intended
to b all inclusive, but is intenclecl to elem 11 slrate the performance of lbe slope. Small to
large landslides have taken place in 1978, 1993, l 99~, 2000, 2005, and 2020. Rock falls
have occurred in 1998, 2005, 2006, 2009, and 2016. "mall to large surfi ial slope fail mes
take place in 1e•1rs \Nith long duration and/or hi gh inl nsity rainfal l events. Ernsi n takes
place during mosl rainfall events. The asphalt con cr t paved Backbay Drive right-of-way
exists along ll1 e toe of th coastal bluff and has been impacted by debris
a rnmilation/bl ckage on the roadway clue lo coastal bluff instability.
Due Lo !he hei ght, steep slope ratio, existing landslides, locally adverse geologic structure,
and poor quality bedrnck exposed on the coastal bluff, factors-of-safety for gross an l
sm:ficial slope stability arc less than 1.5. Tl1c coastal bluff slope is considered gm sly and
surficiaJ ly unstable from an engineering geolog ic and geotechnical engmeenng
perspective.
1n the past, mitigation of impacts to Park Newport improvements has been performed. The
following is a summary of the measures implemented:
1979 -Timber Pile/Wood Lagging Retaining Wall, vvest side of Units 4570
through 4640. Eighteen piles 10-feet bedrock embedment.
1998 -Soldier Pile Wall, west side of clubhouse. Twenty-tlu·ee, 36-inch
diameter, 7-feet on-center, 60-feel deep reinforced concrete caissons.
1998 -Soldier Pile Wall, southwest side of Unit 4570. Six, 48-inch diameter, 8-
feet on-center, 60-feet deep reinforced concrete caissons.
The approximate location of these structmes are noted on the attached Geologic Map, Plate
1.
The June 2020 landslide event resulted in a ve1tical main scarp (1 O±feet high) exposing
highly fractured blocky siltstone. This rockfall potential created a hazard to Backbay Drive
located at the toe of the coastal bluff. Backbay Drive has been closed Lo vehicular traffic
since the landslide event Park Newport Apartments has recently completed the installation
of a Geobrugg Tecco anchored mesh system to mitigate the rockfall potential (References
107 -114). We understand completion of this work will allow the City ofNewpo1t Beach
to re-open Backbay Drive.
Park Newport Apartments monitors conditions on and 1em the top of the slope on an amrnal
basis. Storm drainage systems have been enbanced and storm water flow is directed away
HETHERINGTON ENGINEERING, INC.
PA2021-099
GEO T'EC llNlC'AI, SUMMARY OF PROl'OSED LANDSLl lrn MITinA I ION
Proj ct l\Jo . 8S6,J. I
Log No. 21 3,n
March 29, 2021
Pag, 3
from lb slope in a controlled manner. Jn addition, portions of the active lanclsli les are
covered usi ng plastic membranes and san I ba gs to re lu ce erosion durin g lh e rainy season.
PROPOSED fMPROVEMEN S
As a res ult of ongoing slope in lability, lh follow ing area~ arc being evaluated for
pro1 osed rnili ga lion measures co11sisting ors Jdier pi les.
Exle>ncling lb clubhou ·es ldi er I ilcs to lh so uth pa l nil 4830 approximately
150-feel Lola! (approximately 20-solclicr pil s).
lnsta!Ji ng so ldi r piles n lhe soulh east sid e of Buildin g 4, approx imately 200-
feel total where land lide materials w re mapped by Law-Cran !all and
Assa 'iales xlencling under lhe strucluJe (a1 proximal ly 28-so ldi er pil es).
So ldi er piles are exp ctecl to co nsist of 36 lo 48-i11ch diameter drill ed ho l s 7 to 8-feel on
cent r to depths of 60 lo 70-feet, lbat will be fill d with concrete reinforced with steel
rebar "cages . The holes arc drilled usin g convenlional drilling equ ipment, steel cages are
placed into the hole using a crane, concrete is Lhen placed by tremi e method to fill the hole.
These improvements are needed to protect and extend the useful life of the existing
residential structures.
The approximate locations of these areas are indicated on the attached Geo log ic Map Plate
1. Analyses and design would be required to provide further details of the proposed
improvemen Ls.
This opp01twlity lo be of service is appreciated. If you b.ave any questions, please contact
Olli" office at yo ur convenience.
N ENGTNEERING, INC.
ro s1 nal Geologist 3772
Cerlified Engineering Geologist 11
Certified Hyclrogeologist 591
( expires 3/31 /22)
Distribution: 1-via e-mail Jim Diaz (jcliaz@gb-a.com)
1v1 °11gme
Geoteclmical "
( expires 3/3 1 /22
1-via e-mail Ken Dressel (Kclressel@gb-a.com)
]-via e-11 i, Shawna Schaffner (sschaffner@caapla.t111ing.com) ·11•1
HETHERINGTON ENGINEERING, INC.
PA2021-099
• u, 1, ,, I •.
REFEPEI ICES
l. 'Report of SLtpplcmental Geo logic hwesligation, l roposecl Armtmenl Developmeni,
Newport Beach, CA", by Glenn Brown and Associates, dated Noven bcr 21 , 1968 .
2. "Reports of Soil and Foundation Investigation Phase 1 Proposed Headlands
Apartments Promontory Poin t Area", by LeRoy Cra11dall and Assa iates for Gerson
Bakar & Associates, elated December 26, 1968.
3. "Preliminary Foundation Recommendations, Proposed Headlands Apartments,
Newport Beach, California", by LeRoy Cranda ll and Associates, elated January 16,
1969.
4. "Report of Soil and Foundation Investigati on Phase II Proposed Park Nev-rp ort
Apartments Promontory Point Area", by LeRoy Crandall aocl Associates for Gerson
Bakar and Associat s, dated April 4, 1969.
5. "Supplementary Information, Pad N ewport Apartments, Newport B ach, CA", by
LeRoy Crandal] and Associates, dated August 21, 1969.
6. "Requirements for Dri lled Pile Foundations, Townhouses Adjacent to Buildings 4, 5
and 6, Proposed Park N ewport Apartments, Jamboree Road and San Joaquin H_iU s
Road, Newport Beach, CA.", by LeRoy Crandall and Associates, dated July 8, 1970.
7. "Estimated Tip Elevations -Drilled Piles, Building No. 4, Park Newpmt, Jamboree
Road near San Joaquin Hills Road, Newport Beach, California", by LeRoy Crandall
Associates, dated January 21, 1971.
8. "Report of Soil Investigation Proposed Extension of San Joaquin Hills Road -San
Joaquin Hills Road to Backbay Drive Newport Beach, Califom..ia", by LeRoy Crandall
and Associates, for Park Newport, Ltd., dated July 16, 1971.
9. "Preliminary Observations, Bluff Erosion and Sloughing, Park Newport Apartments,
Newport Beach, California", by LeRoy Crandall and Associates, elated March 10,
1978.
10. "Suggestions for Slope Repairs Existing Slope West of Buiklings 32, 35, 36 and 37,
Park Newpo1t Apartments, Newpo1i Beach, CA", by LeRoy Crandall and Associates,
dated July 19, 1978.
11. "Soil and Foundation Inspection, Building 41 (Apartment 3170) Park Newport
Apartments, Jamboree and San Joaquin Hills Road, Newport Beach, CA", by LeRoy
Crandall and Associates, dated August 10, 1978.
12 . "Conference Summary, Erosion Control Retaining Wall Adjacent to Building 35 Park
Newport Apartments", by LeRoy Crandall and Associates, for Gerson Bakar &
Associates, elated November 2, 1978.
,, ' '\III '
· HETHERINGTON ENGINEERING, INC.
Project No. 8564.J
Log No. 21343
PA2021-099
REF ~H.ENCES
13. "Report of Slope Stabilily Study Wesl Facing Slope Adjacent to Bui lding 4 Park
Newport Apartments", by LeRoy Crandall and Associates for Gerson-Bakai· &
Associates, dated June 28, 1979.
14. "Review ofFOlmdation Underpitu ing, Design NWC BLlilding 41 (Apartment 3170),
Park Newp01t Apartments, Newport Beach, CA", by LeRoy Crandall and Associates,
dated October 18, 1979.
I 5. "Verification ofDrille l Pile Inspection, and Inspection and Testing of Compacted Fill,
Propose I Underpinning of Building No. 41, Park Newport Apmt ments, One Park
Newport Drive", by LeRoy Crandall and Associates for City of Newport Beach, dated
July 31 , 1980.
16. "Inspection of Site Condilions, Existing Park Newport Apartments, San Joaquin Hills
Road, Newport Beach, CA", by LeRoy Crandall and Associates, for Qer ·on Bakar &
Associates, dated December 3, 1984.
J 7. "Summary of Observations Site Visit -March 22, 1988 Park Newport Apartments",
by LeRoy Crandall an I Associales, for Gerson Bakar & Associates, dated May 26,
1988.
18. "Report of Geologic Evaluation of Slope Below B uilding 4 Newpmt Beach, California
for Park Newport Apartments", by LeRoy Crandall and Associates, for Park. Newport
Apartments, dated April 30, 1991.
19. "Consultation Regarding Existing Slope Failure on the Promontory Point Area Park
Newport Apartments", by Law Crandall, Inc. for Mr. Ken Adelson, elated Jtme 22,
1993. .
20. "Maintenance Program Slope Facing Backbay Drive Park Newport Apa_rtrnents", by
Law Crandall, Inc. for Gerson, Bakar & Associates, dated August 29, 1994.
2 1. "Monitoring Program Slope Facing Backbay Drive Park Newport Apartments", by
Law Crandall, Inc. for Gerson Bakar & Associates, dated September 1, 1994.
22. "Geotechnical Consultation, Slope Distress Near Units 3160 and 3170, Park Newport
Aparbnents, One Park Place, Newport Beach, CA", by Law/Crandall, elated December
15 ,1994.
23 . "Addendum to Geotechnical Consultation Observation of Erosion Control Measures
Park Newport Apartments", by Law Crandall, Inc., for Pai-1< Newport Apartments,
dated February 16, 1995.
24. "Park Newpmt Monitoring Smvey", by RBF, elated October 10, 1995, December 6,
1995, Februmy 12, 1996.
• I ' I
HETHERINGTON ENGINEERING, INC.
Project No. 8564.1
Log No. 21343
PA2021-099
REFERENCES
25. "Park Newport Mo11ilo1ing Survey", by Robert Bein, Willinm Frost, & Associates, for
Law Cra1 cla ll , dntecl February 21, 1996.
26. "Park Newport Monitoring Survey", by Robert Bein, William Fro st & Associates, for
Law Crandall, dated April 8, 1996.
27. "Bi-Mon thly Monitoring Program Slope Facing Backbay Drive Park Ne·wp01t
Apartme1 ts", by Law Crandal] for Gerson Bakar & Associates, dated May 14, 1996.
28. "Report of Geotechnical Investigation Existing Landslide", by Law/Crandall for
Gerson, Bakar & Associates, daled May 31, 1996.
29. "1995-1996 Annual Slope Monitoring Prngram Slope Facing Backbay Drive", by Law
Crandal I for Gerson, Bakar & Associates, el ated June 24, 1996.
30. "Memo-3 160 Laoclslicl e Area", by Li nda Gunther of Park Newpmt Apartments fo r
Andy Dodge, Maintenan e Supervi sor, elated October 3 1, 1996.
3 1. "Supplemental Geotechnical Inves ti gation for a Slope Wall", by Bagahi Engineering
for Gerson, Bak ai· & Associates, elated November 14, 1996.
32. "Email Summaries -Park Newport Slide Area", from Gerson, Bakar and Associates,
dated June 29, 1995 tlu-ough October 21, 1996.
33. "Geotechnical Consultation Observation of Asphaltic Distress Near Building 4", by
Law Crandall for Gerson, Bakar & Associates, dated March 18, 1997.
34. "Park Newport Monitoring Survey, Newpoti Beach", by Robert Bein, Will.iam Frost
~ As.sociates for Gerson, Bakar & Associates, dated April 2, 1997.
35. "1996-97 Annual Monitoring Program Slope Facing Backbay Drive", by Law
Crandall for Gerson, Bakar and Associates, dated May 13, 1997.
36. "Landslide Mitigation Action -Park Newport Apaitments", by Bagab.i Engineering
for California Civil Inc., dated July 25, 1997.
37. "Response to Coastal Cmmnission -Park Newport Slope Repair", by Bagahi
Engineering for Gerson, Bakar & Associates, dated August 4, 1997.
38. "Park Newpmi Apartments' Slope Rehab Project", by Gerson, Bakar & Associates for
Eric Bmess of PF & G, dated September 9, 1997.
39. ''Retaining Wall Calculations -Park Newp01t Apaitments", by Stainple Engineering
for Park Newpmt Apartments, dated October 9, 1997.
HETH ERINGTON ENGINEERING, INC.
Project No. 8564.1
Log No. 21343
PA2021-099
~:FERENCES
40. "Special Iuspection R port -Park Newport Retaini11g Wall", by Gary Rutberford for
C ity ofNewpottBeach, elate I October 14, 1997.
41. "SJte Reconnaissance Slope Facing Backbay Drive", by Law Crandall for Gerson,
Bak:ar & Associates, dated October 22, 997.
42. "Progress Report -Park Newport Slope Wall", by Bagahi Engineering fo r Gerson,
Bakar & Associates, dated October 23 , 1997.
43. "Progress Report -Park Newport Slope Wall", by Bagahi Engineeri ng for Gerson,
Bakar & Associates, dated December 5, l 997.
44. "Fine Grade Compaction Reporl -Park Newpm'L Apartments Slope Wall", by Bagahi
Engine ring for Gerson, Bakar and Associates, dated December 8, J 997.
45. "Park Newport Apartment D ra in Revegetation", by LSA Associat s, Inc. for Park
Newport Apartments, dated February 25, 1998.
46. "Review of Slope Mitigation Options, Park Newport Apartments, One Park Newport,
Newporl Beach , CN', by Law Crandall for Gerson Bakar & Associates, dated
April 13, 1998.
47. "Final Slope Improvement Options Report", by Law Crandall for Gerson, Bak:ar, and
Associates, dated April 14, 1998.
48. "Report of Slope Stability Evaluation", by Law Crandall for Gerson, Bakar &
Associates, dated May 1, 1998.
49. "Shoring Plan, Park Newport Apaitments, Slope Stabilization -Clubhouse Area and
Rockfall Area, One Park Newport, Newport Beach, CA", by Gerald Lehmer
Associates, elated May 5, 1998 and Aug11st 11 , 1998 (Sheets SH-1 through SH-4).
50. "Grading I lan Review-Temporary Erosion Repair, Pmtions of the West Facing Slope,
Park Newport Apartments, Newport Beach, CA", by Hetherington Engineering, Inc.,
dated August 25, 1998.
51. "Alternatives to Tempormy Erosion Repair, Portions of the West F acing Slope, Park
Newp01t Apartments, Newp01t Beach, CA", by Hetherington Engineering, Inc., dated
September 10, 1998.
52. "Additional Geotechnical Comments, Proposed Repairs to Pmtions of the West Facing
Slope, Areas 2 and 3, Park Newport Apartments, Nevvport Beach, CA", by
Hetherington Engineering, Inc., dated September 21 , 1998.
HETHERINGTON ENGINEERING, INC.
Project No. 8564.1
Log No. 21343
PA2021-099
REPERENCES
53. "Review of Project Special Provisions , Park N~wport Sites A and B, Par! Newport
Aparhnents, Newpo1t Beach, Ca", by Hetherington Engineering, dated SeJ lember 24,
1998.
54. "1997 -1998 Annual Monitoring Program, Slope Facing Backbay Drive", by Law
Crandall, elated October 14, 1998 .
55. "Review of Site Conditions, Portions of the West Facing Slope Adj acent to the
Clubhouse, Park Newport Apartments, Newpo1t Beach, CA", by Hetherington
Engineering, Inc. dal d December 15, 1998.
56. "Temporary Erosion Repair, Portions of lhe West Facing Slope, Park Newport
Apartments, Newport Beach, Cl\.", by Hetherington Engineering, Inc., dated
December 22, 1998.
57. "Respons to Draft Submittal Lett.er for CDP Application to the Coastal Commission ,
Park Newport Apartments, Slope Stabil ity Repairing Work (Siles 2 an I 3), Ne\vport
Beach, 'A", by Hetherington Engineering, Inc., dated January 19, 1999.
58 . "Geolechnical Review -Temporary Erosion Repairs, West Facing Slope, Areas 2 and
3, Park Newport Apartments, Newport Beach, California ', by Hetherington
Engineering, Inc., elated February 18, 1999.
59. "1998 -1999 Annual Monitoring, Backbay Drive Slope, Park Newport Apaitments,
One Park Place, Newport Beach, CA ... ", by Hetherington Engineering, Inc., dated
October 22, 1999.
60. "Moilitori.ng Report for Slope ai1cl Parking Garage ... ", prepared by RBF Consulting,
dated December 27, 2000.
61 . "1999 -2000 Annual Monitoring Program, Backbay Drive Slope and Adjacent Areas,
Park Newport Apartments, One Park Newport Drive, Newport Beach, California", by
Hetherington Engineering, Inc., elated January 5, 2001.
62. "Park Newp01i Apartments, Slope Monitoring Project. .. ", prepared by RBF
Consulting, elated January 28, 2002.
63. "2000 -2001 Annual Monitoring Program, Backbay Drive Slope and Adjacent Area,
Park Newport Apartments, One Park Newport Drive, Newport Beach, California", by
Hetherington Engineering, Inc., dated February 20, 2002.
64. "Park Newp01t Apaitments, Slope Monitoring ... ", prepared by RBF Consulting, dated
December 26, 2002.
HETHERINGTON ENGINEERING, INC.
Project No. 8564. l
Log No. 21343
PA2021-099
REFERENCES
65. "200 I -2002 Annual Monitoring P rogram, Back bay D1·ivc Slope and Adjacenl Areas,
Park Newport Apartments, One Park Newporl Drive, Newport Beach, Cal ifornia", by
Hetherin gton Engineering, Inc., dated January 27, 2003.
66. "Pad ' Newpo1t Apartments, Slope and Parking Structure Monitoring Project",
prepared by RBF Consulting, dated february 18, 2004.
67. "2002 -2003 Ammal Mo11itoring Program, Backbay Drive Slope and Adjacent Areas,
Park Newport Aparlments, One Park Newport Drive, Newport Beach, California ... ,,,
by Hetherington Engineering, Inc., dated March 12, 2004.
68. "Anm1al Monitoring/S lope Area Drainage System, Update on Condition of Surface
Drainage Devices, Park Newport Aparlmenls ... ", by Hetherington Engineering, In .,
dated October 29, 2004.
69. "inspection of Slope Area Damages, Park Newport Apartments, Newport Beach ... ",
by Helllerington Engineering, Inc., elated Ja nuary 31, 2005.
70. "Inspection of February 2005 Storm Damages, Pad<. Newport Apaitments, Newport
Beach ... ", by Hetherin gton Engineering, Inc., dated February 24, 2005.
71 . "Park Newport Monitoring Garage Structme and Slope Monitoring Project", prepared
by RBF Consulting, elated March 23, 2005.
72. "2003 -2004 Annual Monitoring Program, Backbay Drjve Slope and Adjacent Areas,
Park Newport Apartments, One Park Newport Drive, Newport Beach, California ... ",
by Hetherington Engineering, Inc., dated May 20, 2005.
73 . "Notice of Code Violation for Slope Failure at I Park Newport Drive ... ", by City of
Newport Beach, dated June 24, 2005.
74. "Rep01t of Findings, GeotechnicaJ Evaluation ofTlu·ee Areas Along the Coastal B'Juff,
Park Newpo1t Apartments, Newp01t Beach, California", by Hetherington Engineering,
Inc., dated November 11, 2005.
75. "Response to City Letter, Park Newport Apartments, Newport Beach, California", by
Hetherington Engineering, Inc., dated December 19, 2005.
76. "Park Newpmt Apmtments, Garage Structure and Slope Monitoring Project. .. ", by
RBF Consulting, dated December 29, 2005, revised January 11, 2006.
77. "Slope Inclinometer Data, Park Newpo,rt Apa1tments ... ", by Hetherington
Engineering, Inc., dated January 23, 2006.
HETHERINGTON ENGINEERING, INC.
Project No. 8564. I
Log No. 21343
PA2021-099
REPEH.ENCE..,
'/8. "2006 Aunual Monitoring Program, Back.bay Drive Slope and Adjacent Areas, Parl
Newport /\.partmenls, One Park Newport Drive, Newpmt Beach, California 92660",
by Hetherington Engineering, Inc., dated February 27, 2006.
79. "Slope Rockfall Mitigation, Park Newport Aparlments, West of Unit 4570, Newp01t
Beach, California", by Hetherington Engineering, Inc., dated May 12, 2006.
80. " ... Settlement and Deformation Monitoring Surveying Services at the Park Newport
Apartments ... ", by RBfi Consulting, dated February 23 , 2007 .
81. "2007 Am1ua l Monitoring Program, Backbay Drive Slope and Adjacent Areas, Park
Newport Apmtments, One Park Newport Drive, Newport Beach, California 92660",
by Hetherington Engin ering, Inc., elated Jlme 29, 2007.
82. "Inspecliou of Top of Coastal Bluff Drainage Conditions, Park Newport Apa rtments,
Newport Beach, California", by Hethe1ington Engineering, Inc., dated December 5,
2007 .
83. " ... Settlement and Deformation Monitoring Surveying Services at the Park Nev,,port
Apartments ... ", by RBF Consulting, dated Jun 19, 2008.
84. "2008 Annual Mo11itoring Program, Backbay Drive Slope and Adjacent Areas, Park
Newport Apartments, One Park Newport Drive, Newport Beach, California, 92660",
by Hetherington Engineering, Inc., dated September 3, 2008.
85. "... Settlement and Deformation Monitoring Survey Services at the Park Newport
Apartments ... ", by RBF Consulting, dated June 5, 2009 .
86. "2009 Annual Monitoring Program, Backbay Drive Slope and Adjacent Areas, Park
Newport Apartments, One Park Newport Drive, Newport Beach, California", by
Hetherington Engineering, Inc., dated August 18, 2009.
87. "Surficial Slope Failure, Coastal Bluffs Below Building 4, Park Newport Apmtrnents,
Newporl Beach, Califomia", by Hetherington E ngineering, Inc., dated January 28,
2010.
88. " ... Settlement and Deformation Monitoring Survey Services ... ", by RB.F Consulting,
dated July 7,2010.
89. "2010 Annual Monitoring Report, Backbay Drive Slopes and Adjacent Areas, Park
Newport Apmtments, One Park Newport Drive, Newport Beach, California", by
Hetherington Engineering, Inc., dated September 29, 2010.
90. "Geotechn.ical Investigation, Proposed Rock.fall Netting Slope Protection System,
Coastal Bluff Below Unit 4570, Building No. 35, Pm-le Newport Apartments, One Pmk
HETHERINGTON ENGINEERING, INC.
Project No. 8564.1
Log No. 21343
PA2021-099
REF -;'RENCES
Newport O1·ve, Newport Beach, California", by fietherington Engineering, Inc., dated
Jan uary 5, 2011 .
91. " ... Settlement and Deformation Mani taring Survey Services ... ", by RBF Consulting,
dated June 14, 2011.
92. "20Jl Annual Monitoring Report, Backbay Drive Slope and Adjacent AJeas, Park
Newport Apartments, One Park Newport Drive, Newport Beach, California", by
Hetherington Engineering, Inc., dated August 26, 20 I .
93. "2012 A1l0ual Mon iloring Report, Backbay Drive Slope and Adjacent Areas, Park
Newport Apartments, One Park Newport Drive, Newport Beach, Ca lifornia", by
Hetherington Engineering, Inc., dated October 12, 2012.
94. "201 3 AnJTual Monitoring Report, Backbay Drive Slope and Adjacent Areas, Park
Newport Apmtments, Ot1e Park Newport Drive, Newport Beach, California", by
Hetherington Engineering, In ., dated September 25, 2013.
95. "2014 A.mrnal Monitoring Report, Backbay Drive Slope and Adjacent Areas, Park
Newport Apartments, One Park Newport Drive, Newport Beach, California", by
Hetherington Engineering, Inc., dated October 15 , 2014.
96. "2015 Annual Monitoring Report, Backbay Drive Slope and Adjacent Areas, Park
Newport Apartments, One Park Newpo1t Drive, Newp01t Beach, Califor.rua", by
Hetherington Engineering, Inc., dated October 5, 2015.
97. "2016 Annual Mo.rutoring Rcpmt, Backbay Drive Slope and Adjacent Areas, Park
Newpmi Apartments, One Park Newport Drive, Newport Beach, California", by
Hetherington Engineering, Inc., elated December 14, 2016.
98. "Geoteclmical Investigation, Damaged Retaining Wall, Park Newport Apartments,
Building la, Newpo1t Beach, California", by Hetherington Engineering, Inc., dated
April ,19, 2017.
99. "Addendum to Geotechnical Investigation, Damaged Retaining Wall, Park Newport
Apaitments, Building la, Nev,rport Beach, California", by Hetherington Engineering,
Inc., dated October 19, 2017.
100."2017 Annual Monitoring Report, Backbay Drive Slope and Adjacent Areas, Park
Newport Apartments, One Pai·k Newp01t Drive, Newport Beach, Califor.rua", by
Hetherington Engineering, Inc., dated December 29, 2017.
101."2018 Annual Monitoring Report, Backbay Drive Slope and Adjacent Areas Park
Newport Apaiiments, One Park Newp01t Drive, Newport Beach, California", by
Hetherington Engineering, Inc., dated November 5, 2018.
HETHERINGTON ENGINEERING, INC.
Project No. 8564.1
Log No. 2 l343
PA2021-099
REFERENCES
I 02. "Gmcrgency Storm Ora in Repair, North of Building 41 (Units 3150 through 3220),
Park Newport Apartments, One Park Newport Drive, Newport Beach, California", by
Heth erington Engineering, inc., elated March 5, 20 l9.
103."Park Newp01t Apartments, l Park Newport Drive, 24-inch St01m Drain
Rehabilitation Plan", by BFK Engineers, dated October 23, 2019 (2 Sheets).
l 04. "Geo technical Report Review Checklist, Repair Rear Drainage Pipe, 1 Park Newport
Drive ... ", by City ofN wport Beach, dated November 12, 201 9.
105."20 l9 J\.nnual Morutoring Program, Bacl bay Drive Slope an.cl Adjacent Areas, Parl
Newporl Apartments, One Park Newport Drive, Newport Beach, California", by
Hetherington Engmeering, Inc., dated December 18, 20 19.
106. "Geo technical Summary of Proposed Storm Drain Rehabilitation, North of Building
41 (U ni ts 3160 and 3 170), Park Newporl Apartments, One Park Newport Drive,
Newport Beach, Ca li forn.ia", by Hetherington Engineering, Inc., dated December 20,
2019.
l 07. "Geoteclmical Summary of Landslide Mitigation, West of Unit 4830, Park Newport
Apartments, One Park Newpo1t Drive, Newport Beach, California», by HelheriJ.1gton
Engineering, Inc., dated Jul y 21, 2020.
108. "Park Newpmt Apartments, Back Bay Drive, Rockfall Assessment Letter, Newport
Beach, California", by Kane Geotech, Inc., dated August 20, 2020.
109."Park Newport Apartments, Surficial Slope Stabil ization and Rockfall Mitigation,
Engineering Design Ca l.culation Report, Newport Beach, California", by Kane
Geotech, Inc., dated August 20, 2020 (Sheets 1 through 5). '
110. "Park NewpOJt Apartments, Surficial Slope Stabilization and Rockfall Mitigation
(Project Specifications), Newport Beach, California", by Kane Geotech, Inc., dated
August 20, 2020.
111. "Proposed Rockfall Mitigation, West of Unit 4830, Park Newport Apmtments, One
Park Newport, Newport Beach, California", by Hetherington Engineering, Inc., dated
September 4, 2020.
112."Response to Geotechnical Rep01t Review Checklist, Proposed Rockfall Mitigation,
West of Unit 4830, One Park Newport Drive, Newport Beach, California, Plan Check
No. 1636-2020", by Hetherington Engineering, Inc., dated December 18, 2020.
11 3. "Response to Plan Check Correction List, Proposed Rockfall Mitigation, West of Unit
4830, One Park Newport Drive, Newport Beach, California, Plan Check No. 1636-
2020", by Hetherington Engineering, Inc., dated December 18, 2020.
HETHERINGTON ENGINEERING, INC.
Project No. 8564.1
Log No. 21343
PA2021-099
REFERENCPS
L 14."Proposcd Emergency Roddall Mitigation, West of Unjt 4830, One Park Newport
Drive, Newport Beach, California", by Hetherington Engineering, Inc., dated January
6, 202 1.
HETHERINGTON ENGINEERING, INC.
Project No. 8564. l
Log No. 21343
PLATE NO.PROJECT NO.PROJECT NO.GEOLOGIC MAP01203060 90120NSCALE: 1" = 60'EXPLANATIONBORING BY LEROY CRANDALL & ASSOCIATES (1978)GEOLOGIC CONTACTAPPROXIMATE LOCATION OF EXISTING PILES: TIMBER/WOOD LAGGINGRETAINING WALL, PILES 10 FEET INTO BEDROCK (1979)APPROXIMATE LOCATION OF EXISTING PILES: CLUBHOUSE SOLDIER PILE WALL,23 PILES, 36-INCH DIAMETER, 7-FEET ON CENTER, 60 FEET DEEP (1998)APPROXIMATE LOCATION OF EXISTING PILES: SOLDIER PILE WALL, 6 PILES,48-INCH DIAMETER, 8-FEET ON-CENTER, 60-FEET DEEP (1998)123B-7APPROXIMATE LOCATION OF POSSIBLE SOLDIER PILE WALL:EXTEND CLUBHOUSE PILES SOUTH ABOVE JUNE 2021 LANDSLIDEBUILDING 45APPROXIMATE LOCATION OF POSSIBLE SOLDIER PILE WALL:(1978)BORING BY LEROY CRANDALL & ASSOCIATES (1968)B-7(1968)4(1968)B-4(1968)B-5(1978)B-1(1978)B-6(1968)LANDSLIDEFORMATIONMONTEREYDEPOSITSTERRACEDEPOSITSTERRACEFORMATIONMONTEREYFORMATIONMONTEREYFORMATIONMONTEREYDEPOSITSTERRACEFORMATIONMONTEREYFORMATIONMONTEREYLANDSLIDEMARCH 1978(ACTIVE)JUNE 2020(ACTIVE)1998(ACTIVE)JANUARY 1993(ACTIVE)JANUARY 1993(ACTIVE)DECEMBER 1994(ACTIVE)(ACTIVE)NOVEMBER 1978DEPOSITSTERRACEB-3Park Newport ApartmentsNewport Beach, California11SURFICIAL FAILURES / EROSIONROCKFALL(PERIODIC ACTIVITY)4B-5(1968)235B-7(1978)B-6(1978)B-7(1968)B-2(1978)B-4(1978)B-3(1978)PA2021-099~-.:r$:t. .,,;,..: ,__,~· ' )i'@ ... ' • ., '1' ~ ' -•., ~ ' -,.,_ ~-; J: l l\',c=.•t ~ '"r-;i:_,'.j . . .. ,, . . . ~-.J, '. ":-, ..... -~ ··u· .. ~i;,,. ",:-•,~ r •}.;.f, t '-~ -i ··,,·._," ,,;,. ./' •" ir~-1> ·, ..... = ~ . . · .• · !'l,i ~ ' ~-. . ~ .,, .,,, ' 7 lt _ .. ii "<6.9 .. ,;;, · . ... . . ,t . .,V ,/:ii • ' ,. • • I ' '. • •• 'I, ' . ,> . d ,. .' • ~} . . .• ''.'-.;,;, . . ' • ~, X •• , • : , ~' ·:t'i\'."'\ C • , ' --...... L"> "' .. ':It~{.•·;•' · .. :,.• . , .. '~{~-· ' . ,. ~ "'--<.7,<f ""'·· ' . C,t S . . r:.tt r _____.;i.. r-e---1 . •·----~ ...... , I • • • • ., ,. , ""' "" ', NGINEERING, INC. HETHERINGT?c~C CONSULTANTS GEOTECHN 8564.1
7400 Shoreline Drive
Suite 6
Stockton, California 95219
Tel: 209-472-1822
www.kanegeotech.com
6080 Center Drive
Suite 600
Los Angeles, California 90045
Tel: 323-331-9222
www.kanegeotech.com
1441 Kapiolani Boulevard
Suite 1115
Honolulu, Hawai’i 96814
Tel: 808-468-9993
www.kanegeotech.com
March 29, 2021
Paul Bogseth PG, CEG, CHG
Principal Engineering Geologist
Hetherington Engineering, Inc.
5365 Avenida Encinas, Suite A
Carlsbad, California 92008
Subject: 1 Park Newport Drive Rockfall Slope Stabilization
Construction Final Approval Letter
Newport Beach, California
KANE Project No. KGT21-07, KGT20-43
City of Newport Beach (COMB) Permit No. X2020-2013
KANE GeoTech, Inc. (KANE GeoTech) was contracted by Hetherington Engineering, Inc., (Client)
to provide limited special inspection services during construction of the rock slope stabilization at
the project location. These services did not include continuous construction oversight. The rock
slope stabilization system is a Geobrugg TECCO high-strength steel wire mesh system (System).
The System is installed along Back Bay Drive at APN 440-132-52. The System is constructed near
the top of slope elevation 95-ft MSL and covers the surficial landslide scarps. Access Limited
Construction, Inc. (Access Limited) was the Contractor for the System at the project location.
Final Inspection Description
KANE GeoTech personnel inspected the completed System located at the project site on March
22, 2021. The final inspection was performed in accordance with the approved Construction
Drawings1 and Project Specifications2. Access Limited personnel were present during the final
inspection.
Final Inspection Summary
During the final inspection, KANE GeoTech personnel traversed the slope and observed the
System using an Unmanned Aerial System (UAS). KANE GeoTech personnel inspected all
components of the constructed System and obtained completion photos and videos. A total of 49
threaded bar and (8) wire rope ground anchors were installed. Appendix A includes an As-Built
aerial image of the final construction, and Appendix B includes an As-Built aerial image of the
ground anchor locations.
Final Inspection Results
At the time of the final inspection, KANE GeoTech personnel did not observe any deviations from
the approved Construction Drawings and Project Specifications.
1KANE GeoTech, Inc. (2021). 1 Park Newport, Surficial Rock Slope Stabilization, Construction Drawings, Newport
Beach, California. August 20, 2020. KGT20-43. Revised January 20, 2021.
2KANE GeoTech, Inc. (2020). 1 Park Newport, Surficial Rock Slope Stabilization, Construction Drawings, Newport
Beach, California. August 20, 2020. KGT20-43.
5 - Park Newport Final Approval LetterPA2021-099
G ~nc
Geoengineering Consultants
1 Park Newport Drive Rockfall Slope Stabilization
Construction Final Approval Letter
Newport Beach, California
Page 2
Completed Inspections
Inspections performed by KANE GeoTech during construction included:
1. System Site Layout Limits and Ground Anchor Approval
2. Verification Anchor Testing Data Review
3. Production Ground Anchor Grout Mix Design Review and Approval
4. System Construction Final Inspection
Inspection Limitations
KANE GeoTech is not responsible for any construction performed without its oversight or beyond
the contracted Scope of Services.
Conclusion
We conclude that the System installed at the Project Site meets the requirements of the approved
Construction Drawings and Project Specifications. Therefore, it is KANE GeoTech's opinion that
the installation of the System is satisfactory and will perform as intended.
Disclaimer
Surficial landslides can be sporadic and unpredictable. Causes range from human construction
to environmental effects (weather, earthquakes, etc.). Because of the multiplicity of factors
affecting such events it is not, and cannot be, an exact science that guarantees the safety of
individuals and property. However, by the application of sound engineering principles to a
predictable range of parameters, the risk of injury and property loss can be substantially reduced
using properly designed protection measures in identified risk areas. Periodic inspection and
maintenance of such systems are necessary to ensure the desired protection level is not degraded
by impact damage, corrosion, or other factors.
Thank you for this opportunity to be of service. Please do not hesitate to contact us with any
questions you might have.
Sincerely,
KANE GeoTech, Inc.
William F. Kane, PhD, PG, PE
President and Principal Engineer
California Licensed Civil Engineer No. 55714
KANE GeoTech, Inc.
PA2021-099
Appendix A
As-Built
Aerial Image
Rock Slope Stabilization System
PA2021-099
Park Newport Rock Slope Stabilization As-Built Aerial Imagery
PA2021-099
Appendix B
As-Built
Aerial Image
Ground Anchor Locations
PA2021-099
PARK NEWPORT ROCKFALL SLOPE STABILIZATION AS-BUILT ANCHOR LAYOUT LOCATIONS
9
132456
7 8 10 11 12
1314
15161718192021
22 23 24
25
26
27
28
29303132
33
343536
37 38 39 40 41 42
43444546474849
W1
W2
W3
W4
W5
W6W7
W8
LEGEND
NO. 1-49 : PRODUCTION STEEL THREADED BAR ANCHOR
NO. W1 - W8: PRODUCTION STEEL WIRE ROPE ANCHOR
PA2021-099
6 - Geotechnical Final Report
PA2021-099
HETH RINGTON ENGINEERING, INC.
SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY
April 7, 2021
Proj ect No. 8564.1
Lo g No. 21378
Gerson Bakar and Associates
c/o Park Newport Apaitments
One Park Newporl Drive
Newport Beach, Californ ia 92660
Attention:
Subj ec t:
Mr. Jim Diaz
Facilities Manager
GEOTECI-INICAL OB SERVATION OF ROCK ivIESH ANCHORING
INSTALLATION AND TEST.ING
West of Unit 4830
Park Newport Apartments
One Park Newport Drive
Newpo1t Beach, California
References: Attached
Dear Mr. Diaz:
In accordance with your request, this report provides a summmy of our geotechnical
services in conjunction with the drilling, installation and testing of rock mesh anchoring
for the emergency rockfall mitigation of the main scarp of the Jlme 26, 2020 landslide at
the subject site based on plans prepared by Kane Geotech, Inc. (Reference 6). The
drilling and rock mesh anchoring installation were performed by Access Limited
Construction, between February 10 and March 18, 2021, with continuous geotechnical
observation by Hetherington Engineering, Inc.
Our services during installation of the rock mesh anchoring consisted of the following:
o Observation of drilled holes for compliance with minimum diameters and depths to
acco1mnodate the specified grout diameter and length dimensions for the threaded bar
anchors.
• Observation of threaded bar anchor installations in the completed drilled holes to
confirm compliance with specified anchor bar lengths.
• Confirmation of proper grouting of the installed threaded bai· anchors.
Prepai·ation of this report swnrnarizing our geotechnical observation of the rock mesh
anchoring installation and testing.
5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931 -1917 • Fax (760) 931 -0545
333 Third Street, Suite 2 • Laguna Beach, CA 92651 -2306 • (949) 715-5440 • Fax (760) 931 -0545
www.hetheringtonengineering.com
PA2021-099
GEOTECHNICAL OBSERVATION OF ROCK MESH ANCHORING
INSTALLATION AND TESTING
Proj ect No. 8564.1
Log No. 21378
April 7, 202 l
Page 2
DESCRIPTION 0 } RO K MESH ANCHORS
A total of 3 sacrificial, 46 J roduction, 8 border cable, and 4 sp l anchors were in stalled in
supporl of the ro le mesh surfi cial slope stabilization system. Om report of the locaLions
and numbering of the rock mesh anchoring are sho wn on ·Rock Mesh Anchor Plan,
Figure I, which is based on Sheel 2 of the "Park Nev-1p01i Apartments Back Bay Drive,
Surficial Slope Stabilizatio n and Rockfall Mitigalion, Newport Beach, aliforni a" plan
set, by Kane GeoTech, inc. (Reference 6).
The threaded anchor bars and wire-rope anchors were installed in the drill ed holes in the
fa ce of the slope. The thrnaded anchor bars consisted of Willi ams Grade 75 ATB epoxy
coated tbJ:eaded bars. The wire-rope anchors consisled of 5/8-inch diameter IWR ', 6xl 9
wire rope (double legged). The t.b..readed anchor bars were installed with SCH 40 PVC
centra lizers, spaced at a maximum of IO-feet on center. The anchors were installed in
holes that were drilled at inclinations ranging from 15 to 18-degrees from horizontal,
where the slope inclination exceeded 70-degrees. Where the slope inclination was less
than 70-clegrees, anchors were installed in ho les that were drilled perpendicular to the
slope face. The original tlu·eacled bar and wire rope anchor specifications are shown on
Geobrugg Tecco G65/4 Surficial Slope Stabilization System Details, Figure 1, which is
an exceq)t of Sheet 3 Ol eference 6). Revised anchor specifications were issued by Kane
GeoTech, Inc. in a Memorandum, dated February 19, 2021 (Reference 8).
OBSERVATION OF ROCK MESH ANCHOR INS1 ALLATION
Drilling for rock mesh anchors was accomplished with 3.5 and 4-i.nch-diameter clown
hole hammer drill and hand drill with 100 rope thread drill steel. No groundwater or
caving was encountered while drilling. The holes for the sacrificial verification anchors
were drilled to a length of IO-feet as specified on the plans, Sheet 3 (Reference 6). The
holes for the production and spot anchors were drilled to a length of 12-ft. The holes for
the border cable anchors were drilled to a length of 10-ft. Information pertaining to the
drilling and installation of the rock mesh anchors is provided in Rock Mesh Anchor
Smru11ary, Table I.
The tlu·eaded bar and wire rope anchors were installed and grouted. Complete
encasement of the bonded zones of the anchors with grout was assmed by pumping until
grout flowed out of the holes. Dates on which the grouting occuned for each anchor are
shown in Rock Mesh Anchor Summary, Table I.
HETHERINGTON ENGINEER ING , INC.
PA2021-099
GEOTECHNICAL OBSERVATION OF ROCK MESil ANCHORING
IN STALLATION AND TESTING
Proj ect No. 8564.1
Log No. 21378
April 7, 2021
Page 3
VERIFICATION (PRE-PRODUC1ION) ANCHOR TESTING
Performance tes ting o (' three sacrifi. ial verification anchors was perfo rmed in accordance
wilb the Post Tensioning Instilute (PTI) DC35. l -14, C nstruction Drawings, and Project
Specifications (References 6, 7, and 9). Ancho r performance testing was performed using
a 39-ton center-hole hydraulic ram and temporary cribbing and steel load frame setup.
The hydraulic ram was placed over the ancbor bar and seated on the load frame. A steel
plate was fi:ed to Lhe end of lhe tlu·eaded ru1chor bar to :facilitate displacement
measurements. A caliper bearing against fue steel plate and supported on an independent
reference fram e was setup to measure the threaded bru· anchor dispJacement.
The verification anchors were performance tested by cyclically and incrementally loading
and unloading the anchor to the maximum test load (133% of the design load) or failure.
Loading of the anchor was accomplished by increasing the hydraulic pressure of the ram
in correspondence with calculated load pressures determined from the calibration sheet
supplied with the ram. A copy of the ram calibration sheet is provided as Hydraulic Ram
Calibration Sheet, Figure 1. After an initial aligmnent load of 25% of the design load
was applied, movement of the tendons was recorded for pressures corresponding to 50,
100, 125 and 150-percent of design lo ad. Anchor testing acceptance criteria was provided
in the Project Specifications (Reference 7). The results of proof testing for each
verification anchor are provided in the Verification Anchor Performru1ce Testing,
Appendix A.
During performance testing, sacrificial verification anchors SA-I, SA-2, and SA-3 were
loaded to failure. Failure was defined by the design engineer in Memorandum No. 1,
dated Februru·y 19, 2021 (Reference 8), to be a load at which the anchor grout movement
was 1.0-inch or greater. The load atfailme for SA-1, SA-2, ru1d SA-3 was 18.2, 36.4, and
27.3 kips, respectively. The performru1ce testing data was provided to the design
engineer, Bill Kane, of Kane GeoTech.
The verification anchor testing prompted the design change recommendations by Kane
Geotech outlined in Reference 8. The recommendations included the following: bar
anchor depths should be a minimum of 12-ft and grouted per specification, wire rope
anchor depths should be minimum of 9-ft, drill hole diameter should be a minimum of
3.5-inches, and no further anchor testing will be required.
HETHERINGTON ENGINEERING, INC.
PA2021-099
GEOTEC.HNICAL OBSERVATION OF ROCK MESH ANCHORING
INSTALLATION AND TESTING
Project No. 8564.1
Log No. 2 1378
April 7, 202 1
Page 4
ONCLUSIONS
Based on our observations, it is our opinion that the rock mesh anchors install ed for the
surJicial slope stabilization and rockfall mitigation at the subj ect site are in su bstantial
compliance wi Lh the referenced plans and specifications.
LDvIITATIONS
Our observations were performed using the degree of care and skill ordinarily exercised,
under similar circumstances, by reputable geotecl1ni cal consultants practicing in this or
similar localities. No other warranty, expressed or implied, .is made as to th e conclu sion
an d professional advice included in this report.
This opportunity to be of service is appreciated and we hope this information is helpful to
you. Please call ifthere are any questions or inquires.
Respectfully submitted,
HETHERJNGTON ENGINEERING, INC.
• <. • JJ"-l'"Jv ,,,_..,,,_., Paul A. Bogseth
Civil Engineer 30 Professional Geologist 3772
Geotechnical Eng.~,.,w..a"" ---Ce1tified Engineering Geologist 11
(expires 3/31/22) -........:::-:,. Ce1tified Hydrogeologist 591
£L ~------Edwin R. Cunningham
Civil Engineer 81687
( expires 10/31/22)
Attachments: Rock Mesh Anchoring Plan
Smficial Slope Stabilization Sy
Hydraulic Ram Calibration Sheet
Rock Mesh Anchor Summary
Verification Anchor Performance Testing
Plate 2
Figure I
Table I
Appendix A
HETHERINGTON ENGINEERING, INC.
PA2021-099
GEOTECHNICAL OBS • RVATION OF ROCK t-,1fESH AN CHORING
TNSTALLATlON AND TESTING
Project No. 8564.1
Log No. 2]378
Aprjl 7, 2021
Page 5
Distribution: 3-Addressee
I -via e-mail Ken Dressel (kdressel@gba.com)
I-via e-mail Jim Diaz Udi az@gba.com)
I -via e-mail William Kane (William.kane@kanegeotech.com)
HETHERINGTON ENGINEERING, INC.
PA2021-099
REFERENCES
1. Hetherington Engineering, Inc., "Geoteclm.ical Summary of Landslide Miligalion,
West of Unit 4830, Park Newport Aparlments, One Park Newport Drive, Newp01t
Beach, California", dated July 21, 2020.
2. Hetherington Engineering, Inc., "Proposed Rockfall Mitigation, West of Unit 4830,
Park Newport Apartments, One Park Newport Drive, Newport Beach, Cal.ifornia",
dated September 4, 2020.
3. Hetherington Engineering, lnc., "Proposed Emergency Rockfall Miligation, West of
Unit 4830, Park Newport Apartments, One Park Nev"p01t Drive, Newport Beach,
California", dated January 6, 2021.
4. Kane Geotech, Inc., "Park Newport Apartments, Back Bay Drive, Rockfall
Assessment Letter, Newport Beach, Cali fornia", elated August 20, 2020.
5. Kane Geotech, Inc., "Park Newport Apartments, Surficial Slope Stabilization and
Rockfall Mitigation, Engineering Design Calculation Reporl, Newpo1t Beach,
California", dated August 20, 2020.
6. Kane Geotech, Inc., "Park Newp01t Aparlments, Back Bay Drive, Sur:ficial Slope
Stabilization and Rockfall Mitigation, Newpo1t Beach, California", dated August 20,
2020 (Sheets 1 through 5).
7. Kane Geotech, Inc., "Park Newport Apartments, Surficial Slope Stabilization and
Rockfall Mitigation (Projecl Specifications), Newport Beach, Ca lifornia", dated
August 20, 2020.
8. Kane Geotech, Inc., "Park Newport Anchor Testing, Revised Anchor Depths,
MemorandumNo.l ", dated February 19, 2021.
HETHERINGTON ENGINEERING, INC.
Project No. 8564.1
Log No. 21378
NROCK MESH ANCHOR PLANGEOTECHNICAL CONSULTANTSHETHERINGTON ENGINEERING,INC.PROJECT NO.PLATE NO.0125 1015200SCALE: 1" = 10'Park Newport ApartmentsNewport Beach, California8564.1 1LEGENDAPPROXIMATE LOCATION OF PRODUCTION ANCHORAPPROXIMATE LOCATION OF SPOT ANCHORAPPROXIMATE LOCATION OF BORDER CABLE ANCHORAPPROXIMATE LOCATION OF SACRIFICIAL ANCHOR7BCA8SA3SP57PA77BCA87BCA77PA67PA77PA57PA47PA37PA27BCA67BCA57PA16PA15PA13PA14PA12PA11BCA21BCA11PA11PA21PA31PA51PA61BCA31BCA42PA63PA74PA66PA66PA26PA36PA41PA42PA22PA32PA42PA53PA23PA33PA43PA53PA64PA24PA34PA44PA56PA55PA25PA35PA45PA55PA65PA7SP1SA3SA1SP2SP3SP4SP5SA2PA2021-09995'--50• -'--------------50• ----------~----------~-0 ------r--G <D LO O ,,--:---4::...__, f:---------..~-------,CXJS?".·--~ +--t-=~~~-;;-;;~~==+===:;z~~~~~~~~;c=:;z=::7"===~~~~====== CXJ CXJ Lf) ._--f': l'-.n f': CXJ lO -_j(X).J,.J_ ______ ---;)~( ncurr· --0 ...j__-~~n'7------------N CXJ LO l n I'-I'-0 CD . I'-. . CXJ CXJ N CXJ . CXJ I'-. CXJ ~, '( EDGE OF (7 PAVEMENT Lf) CXJ • • • cp lO CXJ . CXJ . CXJ ro X' I'-CD . CXJ ----------------70•-----------55• __ _ 50' ----_J -•i-----~ --0 I'-s;;j-. CXJ lO . --i: -----I 0 I'-. CXJ ) . . ) CXJ
SURFICIAL SLOPE STABILIZATION DETAILSGEOTECHNICAL CONSULTANTSHETHERINGTON ENGINEERING,INC.PROJECT NO.PLATE NO.NOT TO SCALEPark Newport ApartmentsNewport Beach, California8564.1 2PA2021-099MIN. (3) 1/2" WIRE ROPE CLIPS I--~"'-------------------40'-0" APPROX. TOP MESH COVERAGE WIDTH-----------------------; 2'-0" MIN., 3'-0" MAX. 1/2" 0 6X19 IWRC BOUNDARY WIRE ROPE 5/8" 0 6X19 IWRC WIRE ROPE ANCHOR (DOUBLE LEGGED) 2'-0" MIN. , 3'-0" MAX. WIRE ROPE ANCHOR OFFSET CREST OF HEAD SCARP LANDSLIDE AREA TYP. 10'-0" MAX. 58'-0" APPROX. MESH COVERAGE SLOPE DISTANCE HEIGHT CLAW 1/2" 0 MIN. 6X19 2'-0" MIN., 3'-0" MAX. WIRE ROPE ANCHOR OFFSET IWRC BOUNDARY WIRE ROPE 5/8" 0 IWRC 6X19 WIRE ROPE ANCHOR (DOUBLE LEGGED) MANUFACTURER'S SWAGED FERRULE OR ((4) 5/8" WIRE ROPE CLIPS] ANCHOR EMBEDMENT DEPTH (SEE SCHEDULE 2) r ANCHOR DEPTH INTO BEDROCK (SEE SCHEDULE 2) 3" MIN. /Ll.\lf------10'-0" MAX. ANCHOR SPACING---< 1/2 ANCHOR SPACING OFFSET GEOBRUGG TENSIONED TECCO G65/4 LAYOUT DETAIL ELEVATION VIEW SCALE N.T.S. GEOBRUGG TECC0° P33 SPIKE PLATE SURFICIAL TOP SOIL / WEATHERED BEDROCK TYP. 3" MIN. THREADED BAR TAIL (ABOVE HEXAGONAL NUT) 1 (#9) 1-1/8" 0 WILLIAMS FORM GRADE 75-KSI SOLID THREADED BAR OR APPROVED EQUAL 1/2" MIN. GROUT COVER AROUND ANCHOR 1-1/8" 0 H.D. HEXAGONAL NUT AND H.D. HARDENED WASHER CEMENT GROUT NON-SHRINK 1,500 PSI MIN.@ 3-DAYS 3,000-PSI MIN. @ 7 DAYS COMPRESSIVE STRENGTH SCH. 40 PVC CENTRALIZER 10'-0" MAX. O.C SPACING 2 MIN. PER ANCHOR SHALE BEDROCK TYP. DRILL HOLE0 (SEE SCHEDULE 1) OR SPLAYED END CEMENT GROUT NON-SHRINK 1,500 PSI MIN. @3-DAYS 3,000-PSI MIN. @ 7 DAYS COMPRESSIVE STRENGTH SHALE BEDROCK TYP. SCH. 40 PVC CENTRALIZER 10'-0" MAX. 0 C SPACING 2 MIN. PER ANCHOR D-4 THREADED BAR ANCHOR 3 SIDE VIEW DETAIL SCALE NTS. WIRE ROPE ANCHOR OFFSET 3'-0" MIN. ANCHOR OFFSET OVER CREST OF HEAD SCARP -CREST OF HEAD SCARP LANDSLIDE AREA TYP. GEOBRUGG TECCO®G65/4 WIRE MESH EST. COVERAGE QUANTITY: 3,000SQ FT. 5/8" 0 6X19 IWRC WIRE ROPE ANCHOR (DOUBLE LEGGED) EXISTING NATURAL GRADE TYP. MANUFACTURER'S SWAGED FERRULE OR [(4) 5/8" WIRE ROPE CLIPS] MANUFACTURER'S SWAGED FERRULE OR [(4) 5/8" WIRE ROPE CLIPS] BOUNDARY ROPE CONNECTION TO WIRE ROPE ANCHOR PLAN VIEW DETAIL SCALE N.T.S. S1 -THREADED BAR AND WIRE ROPE ANCHOR -BOND STRENGTH AND RESISTANCE GEOLOGIC ANCHORAGE MIN. NOMINAL ANCHOR ALLOWABLE ANCHOR NOMINAL ANCHOR ALLOWABLE DRILL HOLE GROUT/GROUND PULLOUT SUBSURFACE BEDROCK DIAMETER BOND STRENGTH GROUT/GROUND BOND RESISTANCE ANCHOR PULLOUT STRENGTH RESISTANCE HARD SHALE 3.5-IN 100-PSI 50-PSI 13.2-KIPS/FT 6.6-KIPS/FT S1 NOTES: 1. (*) ALLOWABLE THREADED BAR ANCHOR GROUT/GROUND BOND STRENGTH INCLUDES A RESISTANCE FACTOR OF 2.0 PER FHWA GEC 007, 2015. 2. ( .. ) ALLOWABLE THREADED BAR ANCHOR PULLOUT RESISTANCE INCLUDES A RESISTANCE FACTOR OF 2.0 PER FHWA GEC 007, 2015. 3. PULLOUT RESISTANCE IS FOR THE BONDED ANCHOR DEPTH INTO BEDROCK. S2 -THREADED BAR AND WIRE ROPE ANCHOR -DEPTHS GEOLOGIC EST MIN. EST. STICK UP EST. MIN. ANCHORAGE UNBONDED MIN. BONDED ANCHOR ANCHOR TYPE SUBSURFACE (FREE-STRESSING LENGTH) ANCHOR DEPTH EMBEDMENT ABOVE GROUND TENDON BEDROCK ANCHOR DEPTH DEPTH SURFACE LENGTH THREADED BAR HARD SHALE 3-FT 6-FT 9-FT 1-FT 10-FT WIRE ROPE HARD SHALE 3-FT 3-FT 6-FT 1-FT 7-FT S2 NOTES: 1. (') ANCHOR UN BONDED (FREE-STRESSING LENGTH) DEPTH FOR THE SURFICIAL WEATHERED BEDROCK/ TOPSOIL LAYER. 2. BONDED ANCHOR DEPTH INTO BEDROCK. S3 -ANCHOR -DESIGN & MAXIMUM TEST LOADS SOIL NAIL ANCHOR POSITION PATTERN/ SPOT THREADED BAR BOUNDARY WIRE ROPE TENSILE DESIGN LOAD MAX. TENSILE TESTING LOAD (DL) (MTL) 36.4-KIPS 48.4-KIPS 18.2-KIPS 24-KIPS S4 -THREADED BAR ANCHOR -PLATE PRE-TENSIONING LOAD CREST OF HEAD SCARP LANDSLIDE AREA TYP. SOIL NAIL ANCHOR POSITION ANCHOR ANCHOR PRE-TENSIONING PRE-TENSIONING TENSILE LOAD TORQUE THREADED BAR ANCHOR SEE DETAIL D/4 PATTERN/ SPOT 6.7-KIPS 295 FT-LBS S4 NOTE: 1. PRE-TENSIONING LOAD SHALL NOT EXCEED 11-KIPS OF TENSILE LOAD PER THE MANUFACTURERS REQUIREMENTS. GEOBRUGG TECCO®G65/4 WIRE MESH EST. COVERAGE QUANTITY: 3,000 SQ.FT. LOOSE/ BROKEN SURFICIAL SLOPE MATERIAL TYP. DRILL HOLE0 (SEE SCHEDULE 1) TO BE RETAINED BY SYSTEM 32" MIN. HEIGHT CONCRETE PRECAST K-RAIL TYPE (K) 80-FT LENGTH AUTHORIZED FOR TEMPORARY PLACEMENT IN ACCORDANCE WITH EMERGENCY COASTAL DEVELOPMENT PERMIT (CDP) SEE DETAIL D/4 MONTEREY FORMATION TYP. BEDDING VARIES 40° -60° TYPICAL SLOPE CROSS SECTION PROFILE VIEW SCALE: NTS. BOUNDARY WIRE ROPE ANCHOR SIDE VIEW DETAIL SCALE N.T.S. I 2021 01-20 REVISED PLANS I GEOBRUGG TECCO® G65/4 SURFICIAL SLOPE STABILIZATION SYSTEM DETAILS I GEOBRUGG TECCO" G65/4 TENSIONED WIRE MESH SYSTEM I (ti ~ c,: 0 .I, C 0 u C 0 in e w 'O "' 'O 'O c,: ci ":' 0 N D N REVISIONS Q) C > 0 c§ ~ u. Cl 0 +' <( >, ~ I-r.i Ill -'= Q) co al Ill (/) ~ .E UJ ."!::: 0 -" -::, 0 u u ~ ::J ~(I) N Ill 0 a ·c:: .. O> al 0:: ro w Q) u, Ill .l!l 'O 0 o:'. Q) Ill ·-C C C C "' .c w -~ ·u O Q) C g> C: ~ E 0 u I ~ Ill I-UJ UJ ro t:: Q) c Ill 0 Ill ~ CD I-Q. :.a t:: <( 0 3:! "C <( "' 0 0) C C'O ui 0 C <I) ..C t:: Q. w ·-> (/) 0 ., i o:'. w <( "'C Q. a. <( .c l!) Ill 3: 0 ci5 z a. Q) ~o Q) z 'iii w I l!) -" ·c:; o:'. ro 'E a. ::, a. Cf) I-r---w w CV) I u. (/) 0 ::,: ::,: t) CD ::,: CD C 0 0 CD w ~ z w ..c ::.:: Cl 0 (.) ~ u. U) ::.:: w::.:: a., w ~ I u. I-0~ 0 0$ 0 a., b (9 0 z w N I-z (/) ' 0 co ~ 0 w i-: 0 -, z N OM 0 o:'. 'SI' 0 w N a. ' N w 0 0 ....I WN <( I-z I-N 0 c§ ~~ @ (/)
PA2021-099
---------------------
Caltrans Transportation Laboratory
Date: 1/15/2021 Contract No.:
Name of System: RACH 3010 ocation: SAC-10
Jack No.: TE-10 Bridge:
Contractor Gauge #: Gauge A Contractor Gauge #: Gauge B
oad Cell Run 1 Run 2 Run 3 Average Run 1 Run 2 Run 2 Average (Kips)
PS I PSI PSI PS I PS I PSI PSI PSI
10 1350 1400 1400 1383 1350 1300 1300 1317
20 2600 2700 2700 2667 2650 2600 2600 2617
30 4000 4000 4000 4000 3900 3900 3900 3900
40 5300 5300 5300 5300 5200 5200 5200 5200
50 6500 6500 6500 6500 6400 6400 6400 6400
Load Cell :
Verification Date:
HYDRAULIC RAM CALIBRATION SHEET
HETHERIN GTON ENG INE ER ING, INC. Park Newport Apartments
New12ort Beach, CA
GEOTECHNICAL CONSULTANTS PROJ ECT NO. 8564.1 I FIGURE NO. 1
PA2021-099
Tendon Drilling I nformation
Rock
Mesh Anchor Free Bonded Length Date Anchor Length Length Length Drilling Method Drilled No. (ft) (ft) (ft) Drilled (ft)
SA1 11 3 6 2/11/2021 Down Hole Hammer Drill 10
SA2 11 3 6 2/11/2021 Down Hole Hammer Drill 10
SA3 11 3 6 2/11/2021 Down Hole Hammer Drill 10
1BCA1 11 3 7 2/12/2021 Hand Drill 10
15CA2 11 3 7 2/12/2021 Hand Drill 10
15CA3 11 3 7 2/12/2021 Hand Drill 10
1BCA4 11 3 7 2/12/2021 Hand Drill 10
7BCAS 11 3 7 2/23/2021 Hand Drill 10
7BCA6 11 3 7 2/23/2021 Hand Drill 10
7BCA7 11 3 7 2/19/2021 Hand Drill 10
7BCA8 11 3 7 2/19/2021 Hand Drill 10
1PA1 13 3 9 2/16/2021 Hand Drlll 12
1PA2 13 3 9 2/16/2021 Hand Drill 12
1PA3 13 3 9 2/17/2021 Down Hole Hammer Drill 12
1PA4 13 3 9 2/17/2021 Down Hole Hammer Drill 12
1PAS 13 3 9 2/17/2021 Hand Drill 12
1PA6 13 3 9 2/17/2021 Hand Drill 12
2PA1 13 3 9 2/17/2021 Hand Drill 12
2PA2 13 3 9 3/1/2021 Hand Drill 12
2PA3 13 3 9 2/26/2021 Down Hole Hammer Drill 12
2PA4 13 3 9 2/25/2021 Down Hole Hammer Drill 12
2PAS 13 3 g 3/1/2021 Hand Drill 12
2PA6 13 3 9 2/17/2021 Hand Drill 12
TABLE I
Surficial Slope Stabilization System
Park Newport Apartments, One Park Newport, Newport, California
ROCK MESH ANCHOR SUMMARY
Grouting
Drilled Initial Post-Second
Inclination Post-Date Diameter Grouting Grouting
(inches) (degrees) Date Date Grouting Tested
Date
4 15 2/11/2021 2/16/2021
4 15 2/11/2021 2/16/2021
4 15 2/11/2021 2/16/2021
3.5 90 3/4/2021
3.5 90 3/4/2021
3.5 90 3/4/2021
3.5 90 3/4/2021
4 3/4/2021
4 3/4/2021
4 3/4/2021
4 3/4/2021
3.5 77 3/4/2021
3.5 80 3/4/2021
3.5 65 3/4/2021
3.5 72 3/4/2021
3.5 65 3/4/2021
3.5 67 3/4/2021
3.5 75 3/4/2021
3.5 15 3/4/2021
4 16 3/4/2021
4 3/4/2021 16
3.5 17 3/4/2021
3.5 18 3/4/2021
TABLE I --Page 1 of 3
Performance Testing
Total
Creep Design Elongation after 10 Load -at 133% of minutes D.L. D.L. (inches) at 1330/o (kips) O.L,
(inches)
36.4
36.4
36.4
Lock Off Lock Off
Pressure Load
(psi) (kips)
R::TIEi
Notes
Anchor failed @ 18.2 kips
Anchor failed @ 36.4 kips
Anchor failed @ 27 .3 kips
Project No. 8577.1
Log No. 21310
PA2021-099
Tendon Drilling Information
Rock
Mesh Anchor Free Bonded Length Anchor Length Length Length Date Drilling Method Drilled No. (ft) (ft) (ft) Drilled (ft)
3PA1 13 3 9 2/18/2021 Hand Drill 12
3PA2 13 3 9 2/26/2021 Hand Drill 12
3PA3 13 3 9 2/25/2021 Down Hole Hammer Drill 12
3PA4 13 3 9 2/24/2021 Down Hole Hammer Drill 12
3PAS 13 3 9 2/24/2021 Down Hole Hammer Drill 12
3PA6 13 3 9 2/23/2021 Hand Drill 12
3PA7 13 3 9 2/23/2021 Hand Drill 12
4PA1 13 3 9 2/18/2021 Hand Drill 12
4PA2 13 3 9 2/23/2021 Down Hole Hammer Drill 12
4PA3 13 3 9 2/24/2021 Down Hole Hammer Drill 12
4PA4 13 3 9 2/24/2021 Down Hole Hammer Drill 12
4PAS 13 3 9 2/24/2021 Down Hole Hammer Drill 12
4PA6 13 3 9 2/25/2021 Hand Drill 12
5PA1 13 3 9 3/1/2021 Hand Drill 12
5PA2 13 3 9 2/23/2021 Dawn Hole Hammer Dnll 12
SPA3 13 3 9 2/24/2021 Down Hole Hammer Drill 12
SPA4 13 3 9 2/18/2021 Down Hole Hammer Drill 12
SPAS 13 3 9 2/18/2021 Down Hole Hammer Drill 12
SPA6 13 3 9 2/22/2021 Hand Drill 12
SPA7 13 3 9 2/25/2021 Hand Drill 12
6PA1 13 3 9 2/22/2021 Down Hole Hammer Drill 12
6PA2 13 3 9 2/18/2021 Down Hole Hammer Drill 12
6PA3 13 3 9 2/18/2021 Down Hole Hammer Drill 12
TABLE I
Surficial Slope Stabilization System
Park NewPort Apartments, One Park Newport, Newport, California
ROCK MESH ANCHOR SUMMARY
Grouting
Second Drilled Initial Post-
Diameter Inclination Grouting Grouting Post-Date
(inches) (degrees) Date Date Grouting Tested
Date
3.5 16 3/4/2021
3.5 15 3/4/2021
4 17 3/4/2021
4 17 3/4/2021
4 16 3/4/2021
3.5 16 3/4/2021
3.5 15 3/4/2021
3.5 16 3/4/2021
4 15 3/4/2021
4 15 3/4/2021
4 17 3/4/2021
4 17 3/4/2021
3.5 16 3/4/2021
3.5 15 3/4/2021
4 15 3/4/2021
4 47 3/4/2021
4 44 3/4/2021
4 45 3/4/2021
3.5 15 3/4/2021
3.5 3/4/2021
4 50 3/4/2021
4 45 3/4/2021
4 45 3/4/2021
TABLE I --Page 2 of 3
Performance Testing
Total
Creep Design Elongation after 10 Load -at 133% of minutes O.L. D.L. (inches) at 133% (kips) D.L.
(inches)
Lock Off Lock Off
Pressure Load
(psi) (kips)
flEi
Notes
ProJect No. 8577,1
Log No. 21310
PA2021-099
Tendon Drilling Information
Rock
Mesh Anchor Free Bonded Length Date Anchor Length length Length Drillin9 Method Drilled No. (ft) (ft) (ft) Drilled (ft)
6PA4 13 3 9 2/18/2021 Down Hole Hammer Drill 12
6PA5 13 3 9 2/22/2021 Down Hole Hammer Dnll 12
6PA6 13 3 9 2/22/2021 Down Hole Hammer Drill 12
7PA1 13 3 9 2/23/2021 Down Hole Hammer Drill 12
7PA2 13 3 9 2/22/2021 Down Hole Hammer Drlll 12
7PA3 13 3 9 2/22/2021 Down Hole Hammer Drill 12
7PA4 13 3 9 2/22/2021 Down Hole Hammer Drill 12
7PA5 13 3 s 2/22/2021 Down Hole Hammer DrUI 12
7PA6 13 3 9 2/19/2021 Down Hole Hammer Drill 12
7PA7 13 3 9 2/19/2021 Down Hole Hammer Drill 12
SPl 13 3 9 2/23/2021 Down Hole Hammer Drill 12
SPZ 13 3 9 2/25/2021 Down Hole Hammer Drill 12
SP3 13 3 9 2/24/2021 Down Hole Hammer Drill 12
SP4 13 3 9 3/1/2021 Hand Drill 12
TABLE I
Surficial Slope Stabilization System
Par'~ Newport Apartments, One Park Newport, Newport, Cahforn,a
ROCK MESH ANCHOR SUMMARY
Grouting
Drilled Initial Post-Second
Inclination Post-Date Diameter Grouting Grouting
(inches) (degrees) Date Date Grouting Tested
Date
4 45 3/4/2021
.. 42 3/4/2021
4 15 3/4/2021
4 30 3/4/2021
4 42 3/4/2021
4 50 3/4/2021
4 50 3/4/2021
4 47 3/4/2021
4 47 3/4/2021
4 40 3/4/2021
4 15 3/4/2021
4 17 3/4/2021
4 16 3/4/2021
3.5 40 3/4/2021
TABLE I --Page 3 o: 3
Performance Testing
Total
Creep Design Elongation after 10 Load -at 1330/o of minutes D.L D.L. (inches) at 1330/o (kips) 0.L
(inches)
Lock Off lock Off
Pressure Load
(psi) (kips)
t-=IEi
Notes
ProJect. No. 8577.1
Log No. 21310
PA2021-099
APPENDIX A
(V erification Anchor Performance Testing)
HETHERINGTON ENGINEERING, INC.
Project No. 8564.l
Log No. 21378
PA2021-099
Project Name: Park Newport
Project Number: 8564.1
Inspector: ERC
PERFORMANCE TEST
Design Load DL 36.4 Kips
Ram Calibration Slope 0.0077
Stressing Length 9 feet
Free Lengt11 (U) 1 feet
Bond Length (Lb) 6 feet
Area (A) 0.79 sq . inches
Modulus of Elasticity {E) 28000 l<si
Dial Measured
oad Load Pressure Time Read ing Elongation
(% of DL (kips) (psi) (minutes) (inches) (inches)
0.10 3.6 506 1 0.003 0.000
0.25 9.1 1215 2 0.473 0.470
0.10 3.6 506 3 0.433 0.430
0.25 9.1 1215 4 0.477 0.474
0.50 18.2 2397 5 1.011 1.008
0.10 3.6 506
0.25 9.1 1215 -~ •. .,
0.50 18.2 2397
0.75 27.3 3579
0.1 0 3.6 506
0.25 9.1 1215
0.50 18.2 2397
0.75 27.3 3579
1.00 36.4 4761
0.10 3.6 506
0.25 9.1 1215
0.50 18.2 2397
0.75 27.3 3579
1.00 36.4 4761
1.20 43.7 5706
0.10 3.6 506
0.25 9.1 1215
0.50 18.2 2397
0.75 27.3 3579
1.00 36.4 4761
1.20 43.7 5706
1.33 48.4 6321
1.33 48.4 6321
1.33 48.4 6321 1
1.33 48.4 6321 2
1.33 48.4 6321 3
1.33 48.4 6321 4
1.33 48.4 6321 5
1.33 48.4 6321 6
1.33 48.4 6321 10
1.33 48.4 6321 15
0.10 3.6 506
Anchor Number· 1
Row:
Date Tested: 2/16/2021
Theo 80% Theo Theo
Elong. Elong. Elong.
LS LS LS+ 1/2Lb
(inches) (inches) (inches)
0.018 0.014 0.024
0.027 0.021 0.036 -0.000 0.000 0.000
0.027 0.021 0.036
0.071 0.057 0.095
0.000 0.000 0.000
0.027 0.021 0.036
0.071 0.057 0.095
0.116 0.092 0.154
0.000 0.000 0.000
0.027 0.021 0.036
0.071 0.057 0.095
0.116 0.092 0.154
0.160 0.128 0.213
0.000 0.000 0.000
0.027 0.021 0.036
0.071 0.057 0.095
0.116 0.092 0.154
0.160 0.128 0.213
0.195 0.156 0.261
0.000 0.000 0.000
0.027 0.021 0.036
0.071 0.057 0.095
0.116 0.092 0.154
0.160 0.128 0.213
0.195 0.156 0.261
0.219 0.175 0.291
0.219 0.175 0.291
0.219 0.175 0.291
0.219 0.175 0.291
0.219 0.175 0.291
0.219 0.1 75 0.291
0.219 0.175 0.291
0.219 0.175 0.291
0.219 0.175 0.291
0.219 0.175 0.291
0.000 0.000 0.000
HETHERINGTON ENGINEERING, INC
PA2021-099
V)
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C
C
0 :;:;
IU Ol C 0 iii
0.100 -
0.090
0.080
0.070 -1------
0.060
0.050 -
0.040
0.030
0.020 -1--------
0.010 _,__ __ _ I
'/
Bond Length Analysis For Pertormance Test
Load v. Elongati~n
Anchor No.:
/
Row No.: 2/16/2021
Test Date:
/ -------7
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0.000 _,__ _______ h----
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14 .00
Load (kips)
• Measured
----• -80% Stressing Length
---Stressing Length + 50% Bond Length
HETHERINGTON ENGINEERING, INC.
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16.00
/
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18.00 20.00
Project No.: 8564.1
Park Newport
PA2021-099
00 QJ .c (_)
.!::
C: ~ Cll OJ
C: 0
[iJ
Creep Analyis For Performance Test
Time v. Elongation
Anchor No.: 1
Row No.:
Test Date: 2/16/2021
8.600 ~-------r-----,---.,---,--,----,--.--,r,-------,-----,----r--,---,r-;--.---,--,
8.580 --1---
8.560 --
8.540 -,__.__,_ -L...-
8.520
8.500 -
8.480 -
8.460-<----
8.440-<----
8.420 -----l------1-
8.400 -l-----....L--......L.---L_.....L____.l.__JL._L__.l-+------'---'----'----'-...J......_--'---'---'---i
10 100
_______ Tin,e lminut_e=.1... __ _
--0--Measured Elongation
•Creep Limit at 0.04 inches
HETHERINGTON ENGINEERING, INC.
Project No.: 4345.1
Belmont Slope Repair
PA2021-099
Project Name: Park Newport
Project Number: 8564.1
In spector: ERC
PERFORMANCE TEST
Design Load DL 36.4 f<ips
Anchor Number: 2
Row:
Date Tested. 2/16/2021
Ram Calibration Slope 0.0077
Stressin g Length
Free Length (Lf)
Bond Length (Lb)
Area (A)
Mod ulu s of Elasticit E)
Load
% of
0.10
0.25
0.10
0.25
0.50
0.10
0.25
0.50
0.75
0.10
0.25
0.50
0.75
1.00
0.10
0.25
0.50
0.75
1.00
1.20
0.10
0.25
0.50
0.75
1.00
1.20
1.33
1.33
1.33
1.33
1.33
1.33
1.33
1.33
1.33
1.33
0.10
Load
(kips)
3.6
9.1
3.6
9.1
18.2
3.6
9.1
18.2
27.3
3.6
9.1
18.2
27.3
36.4
3.6
9.1
18.2
27.3
36.4
43.7
3.6
9.1
18.2
27 .3
36.4
43.7
48.4
48.4
48.4
48.4
48.4
48.4
48.4
48.4
48.4
48.4
3.6
Pressure
(psi)
506
1215
506
1215
2397
506
1215
2397
3579
506
1215
2397
3579
4761
506
1215
2397
3579
4761
5706
506
1215
2397
3579
4761
5706
6321
6321
6321
6321
6321
6321
6321
6321
6321
6321
506
9 feet
1 feet
6 feet
0.79 sq. inches
28000 l<si
Theo 80° o Theo
Dial Measured Elong. Elong .
Time Reading Elongation LS LS
(minutes) (inches) (inches) (inches) (inches) -~-~-+-~-~-!--'---'--+-~-~
0.000 0.000 0.018 0.014
0.057 0.057 0.027 0.021
0.007 0.007 0.000 0.000
0.064 0.064 0.027 0.021
0.331 0.331 0.071 0.057
0.202 0.202 0.000 0.000
0.265 0.063 0.027 0.021
0.360 0.158 0.071 0.057
0.824 0.622 0.116 0.092
0.624 0.624 0.000 0.000
0.670 0.670 0.027 0.021
0.749 0.749 0.071 0.057
0.872 0.872 0.116 0.092
>1.00 0.160 0.128
0.000 0,000
0.027 0.021
0.071 0.057
0.116 0.092
0.160 0.128
0.195 0.156
0.000 0.000
0.027 0.021
0.071 0.057
0.116 0.092
0.160 0.128
0.195 0.156
0.219 0.175
0.219 0.175
0.219 0.175
2 0.219 0.175
3 0.219 0.175
4 0.219 0.175
5 0.219 0.175
6 0.219 0.175
10 0.219 0.175
15 0.219 0.175
0.000 0.000
HETHERINGTON ENGIN EERING, INC
Theo
Elong.
LS + 1/2Lb
inches)
0.024
0.036
0.000
0.036
0.095
0.000
0.036
0.095
0.154
0.000
0.036
0.095
0.154
0.213
0.000
0.036
0.095
0.154
0.213
0.261
0.000
0.036
0.095
0.154
0.213
0.261
0.291
0.291
0.291
0.291
0.291
0.291
0.291
0.291
0.291
0.291
0.000
PA2021-099
U)
Ql .c u C -C 0 .:; ro
C)
C 0 iii
0.250
0.200 -l--------
0.150
0.100
Bond Length Analysis For Performance Test
Load v. Elongati~n
Anchor No.:
Row No.:
Test Date:
2/16/2021
/
/
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---7''-----------------
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/
0.050 -l--------------l-----,£----------c-'~----------
0.000 -1--------:...._,---------.--------,------.-------,--------,
0.00 5.00 10.00 15.00 20.00 25.00 30,00
Load (l<ips)
~ Measured
------80% Stressing Length
---Stressing Length + 50% Bond Length
HETHERINGTON ENGIN EERING, INC.
Project No.: 8564.1
Park Newport
PA2021-099
'in Q) .c: (.)
:.§.
C .g
cu OJ C 0 jjj
Creep Analyis For Performance Test
Time v. Elongation
Anchor No.: 2
Row No.:
Test Date: 2/16/2021
8.600 ~----~-------,--,------,---,--,.--,--,.---,--------.---,-----,--,-----,----,---,---,-,
8.580 +----
8. 560 1--------1-----+--+----+-----l
8.540 +--------+-----+--+---
8.520
8.500
8.480
8.460 _,_ ___ _
8.440 -+-----
8.4 20 -1--------+----+-----jf---+-+-+---l-
8.400 -l-------_j_ __ _.1. __ L..__.L_..L.__J__J.__J_+-------'-----'---'----'--'--'---'--'--j
1 10 100
~-----~~~=J.te,~------+--Measured Elongation -•creep Limit at 0.04 inches
HETHERINGTON ENGINEER ING, INC.
Project No.: 4345.1
Belmont Slope Repair
PA2021-099
Project Name: Parl< Newpor l
Project Number: 8564 .1
Anchor Number. 3
Row·
Inspector: ERC Date Tested: 2/16/2021
PERFORMANCE TEST
Design Load DL 36.4 Kips
Ram Calibration Slope 0.0077
Stressing Length 9 feet
Free Length (Lf) 1 feet
Bond Length (Lb) 6 feet
Area (A) 0.79 sq. inches
Modulus of Elasticity E) 28000 l<si
Theo 80° o Theo
Dial Measured Elong. Elong.
Load Load Pressure Time Reading Elongatio n LS LS
(% of DL kips) (psi) (minutes (i nches) (inches) (inches) (inches ,__,_ __ -+--'__,___,_,, _ _,_,__,_ __ ,_ _ _,, _ _,_ _ _._ _ __,_ __ -'---I-'~-~
0.10 3.6 506 0.013 0.000 0.018 0.014
0.25 9.1 1215 0.098 0.085 0.027 0.021
0.10 3.6 506 0.062 0.049 0.000 0.000
0.25 9.1 1215 0.102 0.089 0.027 0.021
0.50 18.2 2397 0.326 0.313 0.071 0.057
0.10 3.6 506 0.229 0.216 0.000 0.000
0.25 9.1 1215 0.273 0.260 0.027 0.021
0.50 18.2 2397 0.340 0.327 0.071 0.057
0.75 27.3 3579 0.866 0.853 0.116 0.092
0.10 3.6 506 0.000 0.000
0.25 9.1 1215 0.027 0,021
0.50 18.2 2397 0.071 0.057
0.75 27.3 3579 0.116 0.092
1.00 36.4 4761 0.160 0.128
0.10 3.6 506 0.000 0.000
0.25 9.1 1215 0.027 0.021
0.50 18.2 2397 0.071 0.057
0.75 27.3 3579 0.116 0.092
1.00 36.4 4761 0.160 0.128
1.20 43.7 5706 0.195 0.156
0.10 3.6 506 0.000 0.000
0.25 9.1 1215 0.027 0.021
0.50 18.2 2397 0.071 0.057
0.75 27.3 3579 0.116 0.092
1.00 36.4 4761 0.160 0.128
1.20 43.7 5706 0.195 0.156
1.33 48.4 6321 0.219 0.175
1.33 48.4 6321 0.219 0.175
1,33 48.4 6321 1 0.219 0.175
1.33 48.4 6321 2 0.219 0.175
1.33 48.4 6321 3 0.219 0.175
1.33 48.4 6321 4 0.219 0.1 75
1.33 48.4 6321 5 0.219 0.175
1.33 48.4 6321 6 0.219 0.175
1.33 48.4 6321 10 0.219 0.175
1.33 48.4 6321 15 0.219 0.175
0.10 3.6 506 0.000 0.000
HETHERINGTON ENGINEERING, INC
Theo
Elong.
LS+ 1/2Lb
(in ches)
0.024
0.036
0.000
0.036
0.095
0.000
0.036
0.095
0.154
0.000
0.036
0.095
0.154
0.213
0.000
0.036
0.095
0.154
0.213
0.261
0.000
0.036
0.095
0.154
0.213
0.261
0.291
0.291
0.291
0.291
0.291
0.291
0.291
0.291
0.291
0.291
0.000
PA2021-099
'in Q) .c u C
C:
0 :;:::; ro Cl C:
0
ui
Bond Length Analysis For Performance Test
Load v. Elongati~n
Anchor No.:
Row No.:
Test Date:
0.350 -------------------
2/16/2021
0.300 -1--------------------------------------
/
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0.200 ·
0.150 ·
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0.050 --1---------------.f----~-------------------------
0.000 ----!I---~-----~-----~-----~-----~------,
0.00 10.00 20.00 30.00 40.00 50.00 60.00
Load (l1ips)
• Measured
· • • · · · 80% Stressing Length
- --Str·essing Length + 50% Bond Length
HETHERINGTON ENGINEERING , INC.
Project No.: 8564 .1
Park Newport
PA2021-099
U)
Q) .c 0 C
C 0 :;:; Ill 01 C 0 jjj
Creep Analyis For Performance Test
Time v. Elongation
Anchor No.: 3
Row No.:
Test Date: 2/16/2021
8.600 ~---------,~-~-.-----,-----,----,---,---,-------,---,-----,--,---.----r---,.---r-i
8.580 +----
8.560 1-------+-----+--I-----
8.540 -I-------+-----+--
8.520
8.500
8.480 -
8.460 __ ,__ __ _
8.440 _,__ __ _
8.420 •l--------+----+--l---+--1----1
8.400 -1--------1.... __ __j_ __ L___j_ _ _L__,__---'-_,__-l-------'-----'---'----''-----'-_._-'--_._--I
10 100
~-----~·me.Jmi □utes.\, __ _
-as-Measured Elongation -•creep Limit at 0.04 inches
HETHERINGTON ENGINEERING, INC.
Project No.: 4345 .1
Belmont Slope Repair
TECHNICAL MEMORANDUM
1940 E Deere Avenue, Suite 250 ● Santa Ana, California 92705 ● 949.837.0404
PROJECT NUMBER:10850007BLUF
TO: Pua Whitford, CAA Planning
FROM: Tony Bomkamp
DATE: April 19, 2021
SUBJECT: Additional Pre-Construction Avian Surveys for Park Newport Rockfall Mitigation Project (PA2021-008), Emergency Coastal Development Permit No. CD2021-001
On February 16, 2021 I conducted a pre-construction survey for the federally-listed coastal California gnatcatcher at the above-referenced site at the corner of Back Bay Drive and San
Joaquin Hills Road in accordance with the Orange County Central Coastal NCCP/HCP “NCCP Construction Measures”. The results of February 16, 2021 surveys are summarized in a Memorandum that addresses the surveys, dated February 17, 2021.
SITE CONDITIONS
It is GLA’s understanding that additional geotechnical remediation may be necessary based on a study prepared by Heatherington Engineering dated March 29, 2021 that identifies two additional locations within the Park Newport Apartment ownership, specifically impacts associated with possible installation of soldier pile wall and extended club house piles above
June 21, 2020 landslide and possible soldier pile walls below Building 4. Included in the biological review would be an on-site assessment of direct impacts associated with the project work and indirect impacts associated with construction-related impacts to adjacent areas due to construction noise, dust, etc. A pre-construction surveys for the coastal California gnatcatcher and the coastal cactus wren would be conducted, consistent with the NCCP Construction
Minimization Measures excerpted below.
NCCP CONSTRUCTION MEASURES
Based on GLA’s initial review, it does not appear that native habitats would be impacted by the remedial work at the two proposed locations noted above; nevertheless, the site assessment and surveys would be conducted to ensure compliance with the portion of the NCCP Construction Minimization Measures excerpted below.
7 - Future Construction MemoPA2021-099
GLENN LUKOS ASSOCIATES
Regulatory Services
MEMORANDUM April 19, 2021
Page 2
Additionally, prior to the commencement of grading operations or other activities involving disturbances CSS, a survey will be conducted to locate gnatcatchers and cactus
wrens within 100 feet of the outer extent of projected soil disturbance activities, and the
locations of any such species shall be clearly marked and identified on the
construction/grading plans. Thus, while it does not appear that native habitats would be impacted by the remedial work at the
two proposed locations noted above, the site assessment and surveys should be conducted to
ensure compliance with the NCCP Construction Minimization Measures, as noted.
PA2021-099
8 - Tarp Placement Diagram
PA2021-099
NEWPORT BEACH
0 200
Feet
400
Disclaimer:
Every reasonable effort has been made to assure the
accuracy of the data provided, however, The City of
Newport Beach and its employees and agents
disclaim any and all responsibility from or relating to
any results obtained in its use.
4/20/2021