Loading...
HomeMy WebLinkAbout20210122_CDD Action LetterCOMMUNITY DEVELOPMENT DEPARTMENT PLANNING DIVISION 100 Civic Center Drive, P.O. Box 1768, Newport Beach, CA 92658- 8915 949-644-3200 www.newportbeachca.gov EMERGENCY COASTAL DEVELOPMENT PERMIT Subject: Park Newport Rockfall Mitigation Project (PA2021-008) ▪Emergency Coastal Development Permit No. CD2021-001 Site Location Applicant Property Owner 5000 Park Newport Drive (APN 440 -132-52) Gerson Bakar & Associates Park Newport Land LTD On January 22, 2021, the Community Development Director approved Emergency Coastal Development Permit No. CD2021-001. This approval is based on the following findings and subject to the following conditions. I. AUTHORIZED DEVELOPMENT This emergency CDP authorizes emergency actions for the purpose of mitigating the imminent risk of rocks and debris from further eroding and falling on to Back Bay Drive to protect public safety. The project consists of the installation of anchored rockfall mesh at the head of the scarp of a recent landslide area and installing a K-rail barrier along the toe of the slope, as depicted in the attached Surficial Slope Stabilization and Rockfall Mitigation plan, dated January 20, 2021 (Attachment CD 3). II. CEQA DETERMINATION The proposed operation is exempt from the California Environmental Quality Act (CEQA) pursuant to Section 15269 (c) (the activity is necessary to prevent or mitigate an emergency), Section 15301 Class 1 (Existing Facilities), and Section 15303 Class 3 (New Construction or Conversion of Small Structures) of the CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 3. Section 15269 allows specific actions necessary to prevent or mitigate an emergency. The development is necessary to mitigate and reduce the immediate risks associated with rock, soil or other debris from falling on to Back Bay Drive during a potential rain event. The Class 1 exemption includes 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 Class 3 exemption includes a store, motel, office, restaurant, or similar structure not involving the use of significant amounts of hazardous substances, not exceeding 2,500 square feet in floor area or 10,000 square feet in floor area in urbanized areas zoned for such use. There are no known exceptions listed in CEQA Guidelines Section 15300.2 that would invalidate the use of these exemptions. Park Newport Rockfall Mitigation Project ECDP No. CD2021-001 (PA2021-008) January 22, 2021 Page 2 Tmplt: 05/22/2020 FINDINGS 1.An emergency exists that requires action more quickly than permitted by the procedures for regular permits administered pursuant to the provisions of Chapter 21.50, Permit Application Filing and Processing, and the work can and will be completed within thirty (30) days unless otherwise specified by the terms of the permit. Facts in Support of Finding a.A landslide occurred at the subject property on June 26, 2020, that has resulted in the temporary closure of Back Bay Drive to vehicular traffic. b.The property owners retained Hetherington Engineering, Inc. a professionally licensed Engineering and Geology firm to assess the risk of further slope failure and assist with remediating the landslide area. On January 6, 2021, Hetherington Engineering issued a geotechnical opinion letter that concluded there is an imminent risk of future rockfalls at the subject site due to a steeply inclined scarp along the upper portion of subject landslide area. The letter further opined that the rockfall mitigation measures proposed under this permit should be installed as soon as possible. 2.Public comment on the proposed emergency action has been reviewed, if time allows. Facts in Support of Finding a.Based on the imminent threat of further rock fall and debris erosion that could be exacerbated by a rain event this winter and recommendation of a licensed Geologist and Engineer that mitigation should be installed as soon as possible in order to protect public safety, public comment regarding this emergency action is not feasible. 3.The work proposed would be consistent with the requirements of the certified Land Use Plan portion of the local government’s Local Coastal Program; and Facts in Support of Finding a.An emergency has occurred in which a landslide has resulted in an unsafe condition that poses an imminent threat to public safety and is impacting the full use of adjacent development, Back Bay Drive, a public road providing public access to the upper Newport Ecological Preserve. b.The development authorized under this permit is temporary and necessary to mitigate an existing public safety hazard. Park Newport Rockfall Mitigation Project ECDP No. CD2021-001 (PA2021-008) January 22, 2021 Page 3 Tmplt: 05/22/2020 c.A full coastal development permit application is required to be filled within 90 days (Condition of Approval #4) of the issuance of this permit to authorize the removal of the development authorized under this Emergency Coastal Development Permit or seek authorization to retain it on a permanent basis. 4.The work proposed under the emergency permit shall be the minimum amount necessary to address the emergency. Facts in Support of Finding a.The scope of work for this project has been limited to mitigate only those areas that pose an imminent threat to public safety. The rockfall mesh authorized under this permit will be confined to the steeply inclined scarp along the upper portion of subject landslide area. The lower area of the landslide area does not pose a risk for future rock falls and therefore will not be mitigated as part of this project. 5.Development authorized is not located in an area in which the California Coastal Commission retains direct permit review authority. Facts in Support of Finding a.The subject property is not located in an area in which the California Coastal Commission retains direct permit review authority in accordance with the City’s Post Local Coastal Program Certification Permit and Appeal Jurisdiction map dated July 23,2018. III.CONDITIONS OF APPROVAL 1.Authorized development is limited to that which is specifically described in this permit and depicted in the attached plans, subject to all conditions of approval. Any changes will require a separate review and may necessitate separate authorization from the Director. 2.Any development or structures constructed or installed pursuant to this emergency coastal development permit shall be considered temporary until authorized by a follow-up regular coastal development permit and that issuance of this emergency coastal development permit shall not constitute an entitlement for the development authorized by this emergency coastal development permit. 3.ECDP No. CD2021-001 is valid for sixty (60) days from the date of issuance and said permit shall expire after March 23, 2021. The Director may extend an emergency permit for up to an additional sixty (60) days for good cause including but not limited to that a coastal development permit application is on file. 4.The applicant or property owner shall submit a regular coastal development permit application consistent with the requirements of the Newport Beach Local Coastal Park Newport Rockfall Mitigation Project ECDP No. CD2021-001 (PA2021-008) January 22, 2021 Page 4 Tmplt: 05/22/2020 Program within 90 days of the issuance of this emergency coastal development permit. 5.Development authorized by this emergency coastal development permit shall be removed unless a complete application for a regular coastal development permit is filed within 90 days of the approval of this emergency coastal development permit and said regular permit is subsequently approved. If a regular coastal development permit authorizing permanent retention of the development is denied, development authorized by this emergency coastal development, or the denied portion of the development, shall be removed and the site shall be restored. 6.The project is subject to all applicable City ordinances, policies, and standards, unless specifically waived or modified by the conditions of approval. 7.The applicant shall comply with all federal, state, and local laws. Material violation of any of those laws in connection with the use may be cause for revocation of this Use Permit. 8.The applicant is required to obtain all applicable permits from the City’s Community Development Department, Building Division and Public Works Department. 9.The Director’s determination shall be reported to the California Coastal Commission and the Planning Commission. 10.To the fullest extent permitted by law, applicant shall indemnify, defend and hold harmless City, its City Council, its boards and commissions, officials, officers, employees, and agents from and against any and all claims, demands, obligations, damages, actions, causes of action, suits, losses, judgments, fines, penalties, liabilities, costs and expenses (including without limitation, attorney’s fees, disbursements and court costs) of every kind and nature whatsoever which may arise from or in any manner relate (directly or indirectly) to City’s approval of this ECDP No. CD2021-001 for the Park Newport Rockfall Mitigation Project. This indemnification shall include, but not be limited to, damages awarded against the City, if any, costs of suit, attorneys' fees, and other expenses incurred in connection with such claim, action, causes of action, suit or proceeding whether incurred by applicant, City, and/or the parties initiating or bringing such proceeding. The applicant shall indemnify the City for all of City's costs, attorneys' fees, and damages which City incurs in enforcing the indemnification provisions set forth in this condition. The applicant shall pay to the City upon demand any amount owed to the City pursuant to the indemnification requirements prescribed in this condition. ______________________________ Seimone Jurjis, Community Development Director Park Newport Rockfall Mitigation Project ECDP No. CD2021-001 (PA2021-008) January 21, 2021 Page 5 Tmplt: 05/22/2020 Attachments: CD 1 Emergency CDP Request CD 2 Geotechnical Opinion Letter dated Jan. 6, 2021 CD 3 Plans dated January 20, 2021 CD 4 Excerpt of the Post Local Coastal Program Certification Permit and Appeal Jurisdiction map dated July 23,2018, with the project site highlighted Applicant and Permit Recipient Acknowledgement and Agreement I hereby acknowledge that I have received a copy of this permit and that I have read and understand the permit and all conditions. I hereby agree to implement and maintain the authorized development consistent with this permit including the project description, approved site plan diagram, findings, and all conditions of approval. This is an approved and executed permit and it constitutes a contract between the City and Permittee for all purposes. Ken Dressel, on behalf of Park Newport Land LTD Signature Date 01-28-2021 Attachment No. CD 1 Emergency CDP Request From: Shawna Schaffner <sschaffner@caaplanning.com> Sent: Wednesday, January 20, 2021 5:50 PM To: Schneider, Matthew; Campbell, Jim Cc: Ken Dressel Subject: Emergency CDP Request - Park Newport/Back Bay Drive Attachments: Hetherington Engineering 1-6-21.pdf [EXTERNAL EMAIL] DO NOT CLICK links or attachments unless you recognize the sender and know the content is safe. Matt and Jim – CAA Planning submits this request, acting as a representative of Park Newport Apartments (on behalf of Ken Dressel, Gerson Bakar & Associates). As you are aware, there is an existing escalating threat to public safety due to the failing bluff-face below the housing development known as Park Newport. On June 26, 2020, rockfall from a past landslide area fell onto Backbay Drive, forcing its closure. The rockfall potential is considered an imminent risk to public safety because Back Bay Drive is a popular roadway in Newport Beach providing public access to runners, cyclists, and nature enthusiasts, as well as for vehicular traffic. Additional rockfall risk is considered imminent, as detailed in the attached Geotechnical Opinion Letter prepared by Hetherington Engineering, Inc. This emergency CDP request to allow emergency actions for the purpose of protecting public safety is submitted consistent with the City’s Certified LCP Implementation Plan Section 21.52.025. Hetherington Engineering determined that the landslide area will likely continue to generate rockfalls unless emergency measures are taken, and that the risk is imminent. The emergency recommendations include anchoring rockfall mesh at the head of the scarp and installing a barrier along the toe of the slope, as depicted in the attached SURFICIAL SLOPE STABILIZATION AND ROCKFALL MITIGATION plan, dated January 6, 2020. As you are aware, a k-rail barrier is proposed at the toe of the slope, which may result in an encroachment within the public right of way. The encroachment will be minimized to the maximum extent possible, and in no case will the k-rail barrier be closer than 6 inches from the edge of pavement. In most cases, the k-rail will be several feet from the edge of pavement. We request temporary authorization to encroach into the right of way, in accordance with the plan and this requested emergency CDP. The plan for the proposed emergency measures, dated January 20, 2021, has been submitted for technical review under separate cover. It is anticipated that it will take approximately two weeks to mobilize for installation of the steel mesh, and several weeks to install all improvements. These measures are proposed to minimize the current imminent risk to public safety. Due to the time- sensitivity of the need for emergency actions, a formal application is not included with this request but will be forthcoming. We look forward to working together with the City in an effort to keep the public safe and to re-open Back Bay Drive. Sincerely, Shawna Schaffner Attachment No. CD 2 Geotechnical Opinion Letter dated Jan. 6, 2021 01-28-2021 Attachment No. CD 3 Plans 01-28-2021 EXPOSED SLOPETYP.BACK BAY DRIVENEWPORT BEACH, CALIFORNIAGEOBRUGG TECCO SYSTEM·MESH TYPE: GEOBRUGG TECCO® G65/4·EST. MESH COVERAGE HEIGHT: 58-FT·EST. MESH COVERAGE BOTTOM WIDTH: 60-FT·EST. MESH COVERAGE TOP WIDTH: 40-FT·EST. MESH COVERAGE AREA: 2,900 SQ.FT.·EST. MESH COVERAGE QUANTITY: 3,000-SQ.FT.··BULKING FACTOR = 5%GEOBRUGG TECCO SYSTEMSPOT THREADED BAR ANCHORWITH GEOBRUGG P33 SPIKE PLATEEST. SPOT ANCHOR QUANTITY: 5GEOBRUGG TECCO SYSTEMPATTERN THREADED BAR ANCHORWITH GEOBRUGG P33 SPIKE PLATEEST. PATTERN ANCHOR QUANTITY: 41EXISTING VEGETATIONGEOBRUGG TECCO SYSTEMBOUNDARY WIRE ROPEEST. LENGTH: 250-L.F.GEOBRUGG TECCO SYSTEMBOUNDARY WIRE ROPE ANCHOREST. ANCHOR QUANTITY: 832" MIN. HEIGHT CONCRETE PRECASTK-RAIL TYPE (K) 80-FT LENGTHAUTHORIZED FOR TEMPORARYPLACEMENT IN ACCORDANCE WITHEMERGENCY COASTAL DEVELOPMENTPERMIT (CDP)PROPERTY LINE(LOCATION APPROX.)INDEX OF SHEETSDESCRIPTION NUMBERTITLE AND SITE PLAN DETAILS.........................................................................................SURFICIAL SLOPE STABILIZATION CONCEPTUAL TOPOGRAPHIC LAYOUT .............GEOBRUGG TECCO ELEVATION AND PLAN TYPICAL DETAILS ..................................GEOBRUGG TECCO MESH CONNECTION DETAILS AND NOTES.................................CONSTRUCTION SITE BMP TYPICAL DETAILS................................................................TRAFFIC CONTROL PLAN..................................................................................................STRAW WATTLE EROSION CONTROL TYPICAL DETAILS.............................................PARK NEWPORT APARTMENTS BACK BAY DRIVE SURFICIAL SLOPE STABILIZATION AND ROCKFALL MITIGATIONNEWPORT BEACH, CALIFORNIA12PROJECT VICINITY LOCATIONP-11SCALE: N.T.S.3N45GENERAL1.DETAILS SHOWN ON THESE CONSTRUCTION DRAWINGS ARE TYPICAL AND SIMILAR. DIMENSIONS, SCHEDULES, SPECIFIC NOTES, AND DETAILS TAKEPRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DIMENSIONS SHOWN ON THESE CONSTRUCTION DRAWINGS ARE BASED ON BESTAVAILABLE INFORMATION PROVIDED TO AND MAY NOT BE PRECISELY INDICATIVE OF FIELD CONDITIONS. ALL DIMENSIONS AND DETAILS SHOWN ONTHESE CONSTRUCTION DRAWINGS SHALL BE REVIEWED AND VERIFIED BY THE CONTRACTOR BEFORE THE START OF ANY CONSTRUCTION. ANYDISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN ENGINEER IMMEDIATELY FOR CLARIFICATION.2.FINAL PLANS SHALL BE APPROVED BY THE PROJECT ENGINEER PRIOR TO THE START OF WORK.DEFINITIONS1.THE CONTRACTOR IS DEFINED AS THE INSTALLATION AND DRILLING CONTRACTOR FOR THE SURFICIAL SLOPE STABILIZATION SYSTEM.2.KANE GEOTECH, INC. (KANE GEOTECH) IS HEREIN DEFINED AS THE DESIGN ENGINEER FOR THE SURFICIAL SLOPE STABILIZATION SYSTEM ANDWHOSE STAMP IS ON THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS.3.HETHERINGTON ENGINEERING, INC. IS HEREIN DEFINED AS THE PROJECT ENGINEER.4.DAY IS HEREIN DEFINED AS ANY WORKDAY EXCEPT ANY SATURDAY, SUNDAY, OR FEDERAL LEGAL HOLIDAY IN THE UNITED STATES.CONTRACTOR QUALIFICATIONS1.THE CONTRACTOR SHALL BE A LICENSED CALIFORNIA CONSTRUCTION CONTRACTOR. THE CONTRACTOR SHALL HAVE A MINIMUM OF FIVE YEARS OFEXPERIENCE INSTALLING SIMILAR SYSTEMS UNDER SIMILAR CONDITIONS. THE CONTRACTOR SHALL PREPARE AND PROVIDE A PROJECTQUALIFICATIONS SUBMITTAL TO THE DESIGN ENGINEER THAT INCLUDES THE FOLLOWING ITEMS:1.1.THE CONTRACTOR SHALL BE EXPERIENCED IN THE CONSTRUCTION OF PERMANENT SLOPE STABILIZATION SYSTEMS AND HAVE SUCCESSFULLYCONSTRUCTED AT LEAST 3 SEPARATE SYSTEMS IN THE LAST 5 YEARS. THE CONTRACTOR SHALL PROVIDE A PROJECT REFERENCE LIST THATINCLUDES A BRIEF DESCRIPTION OF THE PROJECT WITH THE NAME AND CONTACT INFORMATION OF THE PROJECT OWNER/REPRESENTATIVEWHO CAN PROVIDE VERIFICATION.1.2.SUBMIT A LISTING OF PERSONNEL INCLUDING ON-SITE SUPERVISORS, DRILL OPERATORS, AND OTHER PERSONNEL TO BE USED FOR THECONSTRUCTION OPERATIONS UNDER THIS CONTRACT WHO POSSESS THE REQUIRED EXPERIENCE FOR PERFORMING AN INSTALLATION OF THESYSTEM, AS SHOWN AND SPECIFIED HEREIN. INCLUDE PERSONNEL IN THE LISTING THAT HAS RELEVANT EXPERIENCE FROM THE PAST 5 YEARSPERTAINING TO SLOPE STABILIZATION SYSTEMS.1.3.DRILLING OPERATORS AND FOREMAN SHALL HAVE A MINIMUM OF 2 YEARS OF EXPERIENCE INSTALLING PERMANENT GROUND ANCHORS WITHTHE CONTRACTOR'S ORGANIZATION. SUBMIT DOCUMENTATION THAT THE PROJECT'S PERSONNEL HAVE APPROPRIATE QUALIFICATIONS.CHANGES TO PREVIOUSLY APPROVED PERSONNEL SHALL BE APPROVED IN WRITING. INADEQUATE PROOF OF PERSONNEL QUALIFICATIONSSHALL CAUSE APPROVAL HOLD.1.4.IF SPECIALTY CONTRACTOR(S) ARE REQUIRED TO PERFORM CONSTRUCTION TASKS, THE CONTRACTOR SHALL SUBMIT SIMILARQUALIFICATIONS FOR THE SPECIALTY CONTRACTOR(S). THE SPECIALTY CONTRACTOR(S) SHALL BE APPROVED BY THE DESIGN ENGINEERPRIOR TO BEING MOBILIZED AND COMMENCING WORK.2.THE DESIGN ENGINEER SHALL APPROVE OR REJECT THE CONTRACTOR'S QUALIFICATIONS SUBMITTAL WITHIN FIVE WORKING DAYS AFTER RECEIPT.WORK SHALL NOT START, NOR MATERIALS ORDERED UNTIL THE CONTRACTOR'S SUBMITTAL HAS BEEN APPROVED BY THE DESIGN ENGINEER.3.THE CONTRACTOR SHALL NOT USE CONSULTANTS OR MANUFACTURER'S REPRESENTATIVES TO SATISFY THE REQUIREMENTS OF THIS SECTION.CONTRACTOR SUBMITTALS1.THE CONTRACTOR SHALL DEVELOP AND PROVIDE A “SUBMITTAL DOCUMENT PACKAGE” TO THE PROJECT ENGINEER AND DESIGN ENGINEER NOLESS THAN TWO WEEKS BEFORE CONSTRUCTION COMMENCEMENT.2.THE PROJECT AND DESIGN ENGINEER SHALL HAVE A MINIMUM OF ONE WEEK (7 WORKING DAYS) FOR SUBMITTAL REVIEW. IF REVIEW COMMENTSARE REQUIRED FOR THE CONTRACTOR, THE RESPONSE COMMENTS SHALL BE PROVIDED BACK TO THE DESIGN ENGINEER AND PROJECT ENGINEERNO LESS THAN ONE WEEK BEFORE CONSTRUCTION FOR APPROVAL.3.NO CONSTRUCTION OR MOBILIZATION SHALL COMMENCE UNTIL THE SUBMITTAL PACKAGE HAS BEEN APPROVED BY ALL REVIEW PARTIESINDICATED ABOVE. THE SUBMITTAL PACKAGE DOCUMENT SHALL BE IN PORTABLE DOCUMENT FORMAT (PDF) FORM AND ALL INFORMATIONCONTAINED SHALL BE LEGIBLE.4.THE SUBMITTAL PACKAGE SHALL INCLUDE;4.1.CONTRACTOR QUALIFICATIONS AS DESCRIBED IN THE REFERENCED PROJECT SPECIFICATIONS SECTION "CONTRACTOR QUALIFICATIONS."4.2.ALL APPROPRIATE MATERIAL AND INSTALLATION DOCUMENTATION TO BE USED ON THE PROJECT INCLUDING; MATERIAL SPECIFICATIONSHEETS, MANUALS, PRODUCT TECHNICAL DATA, MANUFACTURER'S NAMES, ASTM CONFORMANCE, MATERIAL HANDLING SHEETS, ANDWARRANTIES.4.3.PROPOSED GROUT MIX DESIGN:4.3.1.CEMENT TYPE, NON-SHRINK ADDITIVES, W/C RATIO, AND COMPARATIVE COMPRESSIVE STRENGTH DATA AS PROVIDED BY THEMANUFACTURER OR AS DETERMINED FROM THE GROUT TESTING INSPECTION DESCRIBED BELOW.4.4.ANCHOR TESTING LOAD FRAME (CRIBBING) ASSEMBLY4.5.ANCHOR TESTING EQUIPMENT: QUALITY ASSURANCE CERTS, CALIBRATION CERTIFICATES, AND LOADING GRAPHS.4.6.BMP MATERIALS, INSTALLATION, AND MAINTENANCE PROCEDURES.4.7.ADDITIONAL SPECIAL INSPECTIONS AS REQUIRED BY GOVERNING AGENCIES.THE CONTRACTORS SUBMITTAL PACKAGE SHALL BE PROVIDED AND APPROVED BY THE DESIGN ENGINEER PRIOR TO CONSTRUCTIONCOMMENCEMENT.REQUESTS FOR INFORMATION (RFI)1.REQUESTS FOR INFORMATION (RFI) OR DEVIATIONS FROM THESE CONSTRUCTION DRAWINGS ENCOUNTERED IN THE FIELD SHALL BE SUBMITTEDBY THE CONTRACTOR IN WRITING TO THE DESIGN ENGINEER. THE DESIGN ENGINEER SHALL HAVE A MINIMUM OF TWO WORKING DAYS FORRESPONSE.REQUESTS FOR SUBSTITUTION1.SUBSTITUTION REQUESTS IN REGARDS TO THESE CONSTRUCTION DRAWINGS SHALL BE SUBMITTED BY THE CONTRACTOR IN WRITING ANDAPPROVED BY THE DESIGN ENGINEER. THE DESIGN ENGINEER SHALL HAVE A MINIMUM OF TWO WORKING DAYS FOR REVIEW AND RESPONSE. NOCHANGE IMPLEMENTATION SHALL BE ALLOWED UNTIL THE DESIGN ENGINEER APPROVAL.PERMITS1.ALL REQUIRED AND APPLICABLE PERMITS SHALL BE OBTAINED FOR THE PROJECT PRIOR TO CONSTRUCTION.2.PERMITS SHALL BE PLACED NEAR THE CONSTRUCTION ENTRANCE PRIOR TO CONSTRUCTION COMMENCEMENT. THE CONTRACTOR SHALL REVIEWAND MEET ALL PERMITTING REQUIREMENTS.3.THE CONTRACTOR SHALL ALSO OBTAIN SITE-SPECIFIC PERMITS INCLUDING, BUT NOT LIMITED TO, HOT WORK PERMITS (IF APPLICABLE) WHENREQUIRED FOR ANY ACTIVITY THAT CAN BE A SOURCE OF IGNITION WHEN A FLAMMABLE MATERIAL IS PRESENT OR CAN BE A POTENTIAL FIREHAZARD.4.AN APPROVED ENCROACHMENT PERMIT IS REQUIRED FOR ALL WORK ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY/PROPERTY.5.A PUBLIC WORKS DEPARTMENT ENCROACHMENT PERMIT INSPECTION IS REQUIRED BEFORE THE BUILDING DEPARTMENT PERMIT FINAL CAN BEISSUED. AT THE TIME OF PUBLIC WORKS DEPARTMENT INSPECTION, IF ANY OF THE EXISTING PUBLIC IMPROVEMENTS SURROUNDING THE SITE ISDAMAGED, NEW CONCRETE SIDEWALK, CURB AND GUTTER, AND ALLEY/STREET PAVEMENT WILL BE REQUIRED. ADDITIONALLY, IF EXISTINGUTILITIES INFRASTRUCTURE ARE DEEMED SUBSTANDARD, A NEW 1-INCH WATER SERVICE, WATER METER BOX, SEWER LATERAL AND/OR CLEANOUTWITH BOX AND LID WILL BE REQUIRED. 100% OF THE COST SHALL BE BORNE BY THE PROPERTY OWNER (MUNICIPAL CODES 14.24.020 AND 14.08.030).SAID DETERMINATION AND THE EXTENT OF THE REPAIR WORK SHALL BE MADE AT THE DISCRETION OF THE PUBLIC WORKS INSPECTOR.CONTRACTOR IS RESPONSIBLE TO MAINTAIN THE PUBLIC RIGHT OF WAY AT ALL TIMES DURING THE CONSTRUCTION PROJECT. A STOP WORKNOTICE MAY BE ISSUED FOR ANY DAMAGE OR UNMAINTAINED PORTION OF THE PUBLIC RIGHT OF WAY/PROPERTY.”6.AN ENCROACHMENT AGREEMENT IS REQUIRED FOR ALL NON-STANDARD IMPROVEMENTS WITHIN THE PUBLIC RIGHT OF WAY/PROPERTY. ALLON-STANDARD IMPROVEMENTS SHALL COMPLY WITH CITY COUNCIL POLICY L-6.SPECIAL INSPECTIONSINSPECTIONS LISTED BELOW SHALL BE PERFORMED DURING THE PROJECT TO ENSURE CONSTRUCTION IS IN CONFORMANCE WITH THE CONSTRUCTIONDRAWINGS, ENGINEERING DESIGN, SPECIFICATIONS, AND THE GOVERNING AGENCY REQUIREMENTS. ADDITIONAL SPECIAL INSPECTIONS MAY BEREQUIRED BY THE GOVERNING AGENCY.1.PRE-CONSTRUCTION MEETING1.1.AN ON-SITE PRE-CONSTRUCTION MEETING SHALL BE HELD PRIOR TO CONSTRUCTION TO REVIEW CONSTRUCTION SEQUENCE, INSTALLATION,DRILLING PROCEDURES, BMP IMPLEMENTATION, AND QUALITY ASSURANCE INSPECTIONS AND TESTING.1.2.ALL PARTIES BUT INCLUDING BUT NOT LIMITED TO THE OWNER, DESIGN ENGINEER, PROJECT ENGINEER, CONTRACTOR, AND GOVERNINGAGENCY REPRESENTATIVE (IF REQUIRED) SHALL BE PRESENT AT THE MEETING.2.FIELD SITE LAYOUT2.1.THE PROPERTY BOUNDARY EASEMENT LIMITS SHALL BE MARKED AND FLAGGED BY A LICENSE LAND SURVEYOR PRIOR TO THE SURFICIALSLOPE STABILIZATION CONSTRUCTION.2.2.ALL UTILITIES SHALL BE IDENTIFIED BY THE UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 811 PRIOR TO THE SURFICIAL SLOPESTABILIZATION CONSTRUCTION.2.3.THE SURFICIAL SLOPE STABILIZATION SYSTEM SITE LAYOUT SHALL BE PERFORMED BY THE CONTRACTOR AND OBSERVED BY THE DESIGNENGINEER IN THE FIELD. THE SITE LAYOUT SHALL INCLUDE MARKING LOCATIONS FOR THE ANCHOR LOCATIONS. THE DESIGN ENGINEER SHALLINSPECT THE SITE LAYOUT COMPLETION FOR APPROVAL PRIOR TO DRILLING COMMENCEMENT.3.ANCHOR DRILLING INSPECTION3.1.ANCHOR DRILLING SHALL BE OBSERVED, LOGGED, AND INSPECTED BY THE PROJECT GEOTECHNICAL PERSONNEL IN THE FIELD.4.ANCHOR GROUT INSPECTION4.1.THE CONTRACTOR SHALL HAVE A CERTIFIED TESTING LABORATORY COLLECT THE GROUT SAMPLES ON-SITE AND PERFORM COMPRESSIVESTRENGTH TESTS FOR THE ANCHORAGE GROUT. GROUT SHALL BE SAMPLED AND TESTED IN ACCORDANCE WITH EITHER ASTM C109, ASTM C39,ASTM C1019. EITHER 2-IN CUBE OR 4-IN HEIGHT X 2-IN DIAMETER (2:1 RATIO) CYLINDERS ARE ACCEPTABLE.4.2.A MINIMUM OF (6) GROUT SPECIMENS SHALL BE SAMPLED AND TESTED. (3) GROUT SPECIMENS SHALL BE TESTED AT 3-DAYS CURING DURATIONAND THE REMAINING (3) GROUT SPECIMENS AT 7-DAYS CURING DURATION. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF1,500-PSI AT 3-DAYS AND 3,000-PSI AT 7-DAYS. SEE PROJECT SPECIFICATIONS SECTION “GROUT TESTING” FOR ADDITIONAL REQUIREMENTS.5.ANCHOR TESTING INSPECTION5.1.THE ANCHOR TESTING CRITERIA AND PROCEDURE SHALL BE IN ACCORDANCE WITH THE REFERENCED PROJECT SPECIFICATIONS. THE DESIGNENGINEER SHALL BE NOTIFIED A MINIMUM OF ONE WEEK BEFORE TENTATIVE TESTING DATES. ANCHOR TESTING SHALL BE IN ACCORDANCEWITH THE POST TENSIONING INSTITUTE (PTI) DC35.1-14 RECOMMENDATIONS FOR PRESTRESSED ROCK AND SOIL ANCHORS, CONSTRUCTIONDRAWINGS, AND PROJECT SPECIFICATIONS.5.2.THE CONTRACTOR SHALL TENSILE TEST SACRIFICIAL VERIFICATION OR PRODUCTION THREADED BAR ANCHORS.5.3.ANCHOR TESTING SHALL BE OBSERVED BY THE DESIGN ENGINEER AND PERFORMED BY QUALIFIED TESTING PERSONNEL. THE CONTRACTOR'STESTING PERSONNEL SHALL BE COMPETENT IN TESTING AND EQUIPMENT SETUP. THE ANCHOR TESTING EQUIPMENT SETUP AND PROCEDURESHALL BE INSPECTED BY THE DESIGN ENGINEER BEFORE ANCHOR TESTING. ANCHOR TESTING SHALL NOT BE PERFORMED UNTIL THE GROUTHAS REACHED MINIMUM ADEQUATE COMPRESSIVE STRENGTH NO LESS THAN 3-DAYS AFTER GROUT POUR, OR AT THE DISCRETION OR THEDESIGN ENGINEER.5.4.THE CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER NO LESS THAN 2 DAYS BEFORE TESTING ANCHORS.5.5.SEE PROJECT SPECIFICATIONS "ANCHOR TESTING" FOR TESTING QUANTITIES, EQUIPMENT REQUIREMENTS, EQUIPMENT SETUP, AND TESTINGPROCEDURE.6.FINAL INSPECTION6.1.ALL PARTIES INCLUDING BUT NOT LIMITED TO THE OWNER, DESIGN ENGINEER, PROJECT ENGINEER, CONTRACTOR, AND GOVERNING AGENCYREPRESENTATIVE (IF REQUIRED) SHALL BE ON-SITE FOR THE FINAL INSPECTION WALK THROUGH.6.2.IF ADDITIONAL FIELD CHANGES ARE REQUIRED TO PROVIDE APPROVAL, THE CONTRACTOR SHALL MAKE ALL NECESSARY CHANGES. REQUIREDCHANGES SHALL BE DOCUMENTED BY THE CONTRACTOR. IF APPROVED, THE DESIGN ENGINEER SHALL PROVIDE A LETTER OF APPROVAL TOTHE OWNER.6.3.IS THE RESPONSIBILITY OF THE CONTRACTOR TO MEET ALL REQUIREMENTS PROVIDED IN THE CONSTRUCTION DRAWINGS AND PROJECTSPECIFICATIONS.CONSTRUCTION OVERSIGHTTO ENSURE THAT THE PROJECT DURING CONSTRUCTION IS IN CONFORMANCE WITH THE APPROVED SUBMITTALS, IT IS RECOMMENDED THAT KANEGEOTECH, INC. BE RETAINED TO OBSERVE CONSTRUCTION DURING THE PROJECT. KANE GEOTECH, INC. IS NOT RESPONSIBLE FOR CONSTRUCTIONPERFORMED WITHOUT ITS OVERSIGHT.DUST CONTROL1.CONTRACTOR SHALL PROVIDE ADEQUATE DUST AND DEBRIS CONTROL MEASURES FOR THE DURATION OF THE PROJECT.SITE UTILITIES1.THE CONTRACTOR SHALL VERIFY ALL UTILITY LINES PRIOR TO ANY VEGETATIVE CLEARING, SCALING, GRADING, EXCAVATION, OR CONSTRUCTION.CALL BEFORE YOU DIG. UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 811: (800) 422-4133. NO STUDY OF UNDERGROUND UTILITIESHAS BEEN PERFORMED AS PART OF THESE CONSTRUCTION DRAWINGS AND PROJECT SPECIFICATIONS.2.DURING CONSTRUCTION THE CONTRACTOR SHALL OBSERVE AND REPORT ANY AND ALL UTILITY SERVICES THAT MAY BE IN THE EASEMENT.UNDERGROUND SERVICE ALERTS SHALL BE UPDATED NO EARLIER THAN 48-HOURS BEFORE BREAKING GROUND. DURING CONSTRUCTION, THECONTRACTOR SHALL MAINTAIN FUNCTIONAL SERVICE TO ANY AND ALL UTILITIES FOUND IN THE EASEMENT. PLANNED INTERRUPTION OF SERVICESHALL REQUIRE PERMISSION FOR THE UTILITY SERVICE PROVIDER AND THE OWNER/CUSTOMER. BEFORE ISSUANCE OF A CERTIFICATE OFOCCUPANCY THE CONTRACTOR SHALL REPAIR AND DAMAGE TO UTILITIES FOUND IN THE EASEMENT.GRADING QUANTITIES1.GRADING QUANTITY ESTIMATED: 0-CUBIC YARDS. GRADING NOT REQUIRED OR PART OF THE SURFICIAL SLOPE STABILIZATION WORK.DISCLAIMER1.SURFICIAL LANDSLIDE AND OR ROCKFALL EVENTS CAN BE SPORADIC AND UNPREDICTABLE. CAUSES RANGE FROM HUMAN CONSTRUCTION TOENVIRONMENTAL 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 SOUNDENGINEERING PRINCIPLES TO A PREDICTABLE RANGE OF PARAMETERS, THE RISK OF INJURY AND PROPERTY LOSS CAN BE SUBSTANTIALLYREDUCED USING PROPERLY DESIGNED PROTECTION MEASURES IN IDENTIFIED RISK AREAS. INSPECTION AND MAINTENANCE OF SUCH SYSTEMSARE NECESSARY TO ENSURE THE DESIRED PROTECTION LEVEL IS NOT DEGRADED BY IMPACT DAMAGE, CORROSION, OR OTHER FACTORS.REVIEWED AND OR REFERENCE DOCUMENTS1.AGH UNIVERSITY OF SCIENCE AND TECHNOLOGY (2012). TECCO SLOPE STABILIZATION SYSTEM AND RUVOLUM 5 DIMENSIONING. METHOD.GEOBRUGG AG, 8590 ROMANSHORN, SWITZERLAND, PRINT.2.AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE). (2017). ASCE 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHERSTRUCTURES PROVISIONS.3.APPLIED TECHNOLOGY COUNCIL (ATC). (2020). SEISMIC HAZARDS BY LOCATION ONLINE PROGRAM.4.CALIFORNIA BUILDING STANDARDS COMMISSION (CBSC) (2019). 2019 CALIFORNIA BUILDING CODE OF REGULATIONS TITLE 24. 11 EFFECTIVEJANUARY 1, 2020.5.CALIFORNIA GEOLOGICAL SURVEY (CGS) (2008). SPECIAL PUBLICATION 117A GUIDELINES FOR EVALUATING AND MITIGATION SEISMIC HAZARDS INCALIFORNIA.6.CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT (2020). PLAN CHECK CORRECTION LIST, SLOPE REPAIR, PLAN CHECK NO. 1636-2020.SEPTEMBER 17, 2020.7.CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION (2020). GEOTECHNICAL REPORT REVIEW CHECKLIST,TENSIONED HIGH-STRENGTH STEEL MESH ROCKFALL STABILIZATION ON HILLSIDE (SLOPE REPAIR). PLAN CHECK NO. 1636-2020. 9/23/2020.8.E. HOEK & J.W. BRAY (1981). ROCK SLOPE ENGINEERING. REVISED THIRD EDITION. THE INSTITUTION OF MINING AND METALLURGY, LONDON 1981.9.GEOBRUGG AG (2016). TECCO G65/4 STANDARD SYSTEM DRAWING. GEOBRUGG AG CH-8590 ROMANSHORN, SWITZERLAND. DRAWING NO. GE-1006E.2016 12-07.10.GEOBRUGG AG (2019). TECHNICAL DATA SHEET: HIGH-TENSILE STEEL WIRE MESH TECCO G65/4. GEOBRUGG AG CH-8590 ROMANSHORN,SWITZERLAND. TECHDATA_171204.11.GEOBRUGG AG (2019). PRODUCT MANUAL TECCO SYSTEM, SLOPE STABILIZATION SYSTEM. CH-8590 ROMANSHORN, SWITZERLAND. EDITION116-N-FO/17. 2019 01-18.12.GEOBRUGG AG (2019). SOFTWARE MANUAL RUVOLUM SLOPE STABILIZATION. CH-8590 ROMANSHORN, SWITZERLAND. 2019 07-12.13.GEOBRUGG NORTH AMERICA (2017). WIRE ROPE TECHNICAL DATA SHEET.14.HETHERINGTON ENGINEERING, INC. (2020). GEOLOGIC CROSS-SECTION (REVISED), PARK NEWPORT APARTMENTS, NEWPORT BEACH, CALIFORNIA.FIGURE NO. 1, PROJECT NO. 8564.1.15.HETHERINGTON ENGINEERING, INC. (2020). GEOLOGIC MAP, PARK NEWPORT APARTMENTS, NEWPORT BEACH, CALIFORNIA. PLATE NO. 1, PROJECTNO. 8564.1.16.HUNT, ROY E. (1984). GEOTECHNICAL ENGINEERING INVESTIGATION MANUAL. NEW YORK: MCGRAW-HILL, PRINT.17.INTERNATIONAL CODE COUNCIL, INC. (2018). 2018 INTERNATIONAL BUILDING CODE. 4051 WEST FLOSSMOOR ROAD, COUNTY CLUB HILLS, ILLINOIS60478.18.KANE GEOTECH, INC. (2020). PARK NEWPORT APARTMENTS - BACK BAY DRIVE, SURFICIAL SLOPE STABILIZATION AND ROCKFALL MITIGATION,PROJECT SPECIFICATIONS, NEWPORT BEACH, CALIFORNIA. AUGUST 20, 2020.19.KANE GEOTECH, INC. (2020). PARK NEWPORT APARTMENTS - BACK BAY DRIVE, SURFICIAL SLOPE STABILIZATION AND ROCKFALL MITIGATION,ENGINEERING DESIGN CALCULATION REPORT, NEWPORT BEACH, CALIFORNIA. AUGUST 20, 2020.20.KANE GEOTECH, INC. (2020). PARK NEWPORT APARTMENTS - BACK BAY DRIVE, ROCKFALL ASSESSMENT LETTER, NEWPORT BEACH, CALIFORNIA.AUGUST 20, 2020.21.MICHAEL BAKER INTERNATIONAL (2020). PARK NEWPORT, PARK NEWPORT APARTMENTS LANDSLIDE TOPO. 7/8/2020. JOB NO. 179528.22.POST-TENSIONING INSTITUTE (PTI) (2014). RECOMMENDATIONS FOR PRESTRESSED ROCK AND SOIL ANCHORS DC35.1-14. 5TH ED. MICHIGAN, PRINT.23.ROCSCIENCE (2020). ROCFALL STATISTICAL ANALYSIS OF ROCKFALLS PROGRAM. VERSION 8.010.24.U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY ADMINISTRATION (FHWA) (2015). GEOTECHNICAL ENGINEERING CIRCULAR NO. 7, SOILNAIL WALLS REFERENCE MANUAL. PUBLICATION NO. FHWA-NHI-14-007. FHWA GEC 007. FEBRUARY 2015.25.U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY ADMINISTRATION (FHWA) (1999). GEOTECHNICAL ENGINEERING CIRCULAR NO. 4GROUND ANCHOR AND ANCHORED SYSTEMS. PUBLICATION NO. FHWA-IF-99-015. JUNE 1999.26.U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY ADMINISTRATION (FHWA) (2014). STANDARD SPECIFICATIONS FOR CONSTRUCTION OFROADS AND BRIDGES ON FEDERAL HIGHWAY PROJECTS, FP-14.27.UNITED STATES GEOLOGICAL SURVEY (USGS). (2020). EARTHQUAKE HAZARDS ANALYSIS ONLINE PROGRAM. UNIFIED HAZARD TOOL..28.WILLIAMS FORM ENGINEERING CORP. (2019). GROUND ENGINEERING SYSTEMS MANUAL NO. 119.PROJECT LOCATIONSITE PLAN DETAILTITLE AND SITE PLAN DETAILSLOCATION:APN: 440-132-52PROJECT LOCATIONLATITUDE: 33° 37' 38.28" NLONGITUDE: 117° 53' 01.11" WPROJECT LOCATIONLATITUDE: 33° 37' 38.28" NLONGITUDE: 117° 53' 01.11" WDATE: DRAWN BY: KANE PROJECT NO: DESIGNED BY: SCALE: OF SHEET PREPARED AT THE REQUEST OF REVISIONS© 2020 KANE GeoTech, Inc. CHECKED BY:Los Angeles Office 6080 Center Dr., Suite 600 Los Angeles, CA 90045 (323) 331-9222 Honolulu Office 1441 Kapiolani Blvd., Suite 1115 Honolulu, HI 96814 (808) 468-9993 GeoTech, Inc. Geoengineering Consultants Stockton Office 7400 Shoreline Dr., Suite 6 Stockton, CA 95219 (209) 472-1822 BJF WFK WFK N.T.S. 2020 08-20 KGT20-43 Park Newport Apartments Back Bay Drive Surficial Slope Stabilization and Rockfall Mitigation Newport Beach, California Hetherington Engineering, Inc. 5365 Avenida Encinas, Suite A Carlsbad, California 92008 1 7 2021 01-20: Added Sheet 7.BACK BAY DRIVEN 62021 01-20 REVISED PLANS7 65'70'60'50'55'55'55'55'60'60'60'60'65'65'65'65'70'70'70'70'50'50'50'50'100'75'80'85'90'45'40'35'30'25'20'15'10'95'GEOBRUGG TECCO SYSTEMPATTERN THREADED BAR ANCHORWITH GEOBRUGG P33 SPIKE PLATEEST. PATTERN ANCHOR QUANTITY: 41GEOBRUGG TECCO SYSTEM·MESH TYPE: GEOBRUGG TECCO® G65/4·EST. MESH COVERAGE HEIGHT: 58-FT·EST. MESH COVERAGE BOTTOM WIDTH: 60-FT·EST. MESH COVERAGE TOP WIDTH: 40-FT·EST. MESH COVERAGE AREA: 2,900 SQ.FT.·EST. MESH COVERAGE QUANTITY: 3,000-SQ.FT.··BULKING FACTOR = 5%GEOBRUGG TECCO SYSTEMSPOT THREADED BAR ANCHORWITH GEOBRUGG P33 SPIKE PLATEEST. SPOT ANCHOR QUANTITY: 5GEOBRUGG TECCO SYSTEMBOUNDARY WIRE ROPEEST. LENGTH: 250-L.F.EXISTING SIDE SCARPOF LANDSLIDE AREA55'PROPERTY LINEGEOBRUGG TECCO SYSTEMBOUNDARY WIRE ROPE ANCHOREST. ANCHOR QUANTITY: 8CONCRETE DRAINAGESTRUCTURE TYP.32" MIN. HEIGHT CONCRETE PRECASTK-RAIL TYPE (K) 80-FT LENGTHAUTHORIZED FOR TEMPORARYPLACEMENT IN ACCORDANCE WITHEMERGENCY COASTAL DEVELOPMENTPERMIT (CDP)EROSION CONTROL AREASEE SHEET 7 FOR STRAW WATTLE DETAILS AND SEE HYDROSEEDING NOTE 1CROSS SECTION X-X'TOP OF MESH32" MIN. HEIGHT CONCRETE PRECASTK-RAIL TYPE (K) 80-FT LENGTHAUTHORIZED FOR TEMPORARYPLACEMENT IN ACCORDANCE WITHEMERGENCY COASTAL DEVELOPMENTPERMIT (CDP)BOTTOM OF MESHTHREADBAR ANCHORWITH GEOBRUGGSPIKE PLATEBEDROCK(MONTEREY FORMATION)(B E D D I N G 4 0 ° T O 6 0 ° )EROSION CONTROLNORTH AMERICAN GREENSEDIMAX-SW® STRAW WATTLEOR EQUALSEE SHEET 7 FOR DETAILSDATE: DRAWN BY: KANE PROJECT NO: DESIGNED BY: SCALE: OF SHEET PREPARED AT THE REQUEST OF REVISIONS© 2020 KANE GeoTech, Inc. CHECKED BY:Los Angeles Office 6080 Center Dr., Suite 600 Los Angeles, CA 90045 (323) 331-9222 Honolulu Office 1441 Kapiolani Blvd., Suite 1115 Honolulu, HI 96814 (808) 468-9993 GeoTech, Inc. Geoengineering Consultants Stockton Office 7400 Shoreline Dr., Suite 6 Stockton, CA 95219 (209) 472-1822 BJF WFK WFK 1" = 6'-0" 2020 08-20 KGT20-43 Park Newport Apartments Back Bay Drive Surficial Slope Stabilization and Rockfall Mitigation Newport Beach, California Hetherington Engineering, Inc. 5365 Avenida Encinas, Suite A Carlsbad, California 92008 2 7 2021 01-21: Added K-Rail Location Note 2. Added Erosion Control Details.GENERAL1.DETAILS SHOWN ON THE CONSTRUCTION DRAWINGS ARE TYPICAL AND SIMILAR.DIMENSIONS, SCHEDULES, SPECIFIC NOTES, AND DETAILS TAKE PRECEDENCEOVER GENERAL NOTES AND TYPICAL DETAILS.2.DIMENSIONS SHOWN ON THE CONSTRUCTION DRAWINGS ARE BASED ON BESTAVAILABLE INFORMATION PROVIDED TO AND MAY NOT BE PRECISELY INDICATIVEOF FIELD CONDITIONS. ALL DIMENSIONS AND DETAILS SHOWN ON THECONSTRUCTION DRAWINGS SHALL BE REVIEWED AND VERIFIED BY THECONTRACTOR BEFORE THE START OF ANY CONSTRUCTION. ANY DISCREPANCIESSHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN ENGINEER IMMEDIATELYFOR CLARIFICATION.SITE UTILITIES1.THE CONTRACTOR SHALL VERIFY ALL UTILITY LINES PRIOR TO ANY VEGETATIVECLEARING, SCALING, GRADING, EXCAVATION, OR CONSTRUCTION. CALL BEFOREYOU DIG. UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 811: (800)422-4133. NO STUDY OF UNDERGROUND UTILITIES HAS BEEN PERFORMED AS PARTOF THESE CONSTRUCTION DRAWINGS AND PROJECT SPECIFICATIONS.2.DURING CONSTRUCTION THE CONTRACTOR SHALL OBSERVE AND REPORT ANYAND ALL UTILITY SERVICES THAT MAY BE IN THE EASEMENT.3.UNDERGROUND SERVICE ALERTS SHALL BE UPDATED NO EARLIER THAN 48-HOURSBEFORE BREAKING GROUND. DURING CONSTRUCTION, THE CONTRACTOR SHALLMAINTAIN FUNCTIONAL SERVICE TO ANY AND ALL UTILITIES FOUND IN THEEASEMENT. PLANNED INTERRUPTION OF SERVICE SHALL REQUIRE PERMISSIONFOR THE UTILITY SERVICE PROVIDER AND THE OWNER/CUSTOMER.4.BEFORE ISSUANCE OF A CERTIFICATE OF OCCUPANCY THE CONTRACTOR SHALLREPAIR AND DAMAGE TO UTILITIES FOUND IN THE EASEMENT.5.ALL PRIVATE IRRIGATION SPRINKLER HEADS SHALL BE INSTALLED ANDPOSITIONED IN A MANNER THAT WILL NOT CAUSE IRRIGATION OVERSPRAY ONTOTHE PUBLIC RIGHT-OF-WAY.SITE LAYOUT - GENERAL1.SURFICIAL SLOPE STABILIZATION SYSTEM LIMITS SHOWN ARE APPROXIMATE.ACTUAL FIELD LOCATION LIMITS SHALL BE VERIFIED IN THE FIELD BY THE DESIGNENGINEER PRIOR TO THE START OF CONSTRUCTION.2.SITE LAYOUT FIELD STAKING FOR THE SURFICIAL SLOPE STABILIZATION SYSTEMSHALL BE ACCOMPLISHED USING THE CONSTRUCTION DRAWINGS AS A GUIDE.SITE LAYOUT LOCATION STAKING SHALL BE VERIFIED IN THE FIELD BY THE DESIGNENGINEER PRIOR TO DRILLING.3.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND ANCHORAGELOCATIONS SHOWN ON THE CONSTRUCTION DRAWINGS PRIOR TO ANYVEGETATIVE CLEARING, SCALING, EXCAVATION, AND CONSTRUCTION.4.DISCREPANCIES BETWEEN THE CONSTRUCTION DRAWINGS AND ON-SITE FIELDCONDITIONS MAY ADJUST THE COVERAGE AREA AND DIMENSIONS SHOWN ON THECONSTRUCTION DRAWINGS. ANY CHANGE DUE TO SITE CONDITIONS SHALL BEAPPROVED IN WRITING BY THE DESIGN ENGINEER.5.GEOBRUGG TECCO® SLOPE STABILIZATION SYSTEM LAYOUT SHOWN ON SHEET 02IS CONCEPTUAL AND FOR REFERENCE ONLY. STAKING AND LAYOUT SHALL NOT BECOMPLETED USING THE CONCEPTUAL LAYOUT.6.ADDITIONAL ANCHORS MAY BE NECESSARY DEPENDING ON SLOPE CONDITIONSAFTER REMOVAL OF EXISTING VEGETATION AND OR EXISTING CONTOURIRREGULARITIES ON THE SLOPE FACE.ESTIMATED MATERIAL QUANTITIES1.NO GEOBRUGG SURFICIAL TECCO SLOPE STABILIZATION SYSTEM MATERIALSSHALL BE ORDERED UNTIL THE SYSTEM LOCATION SITE LAYOUT FIELD STAKINGHAS BEEN COMPLETED AND APPROVED BY THE ENGINEER.2.FINAL GEOBRUGG SURFICIAL TECCO SLOPE STABILIZATION SYSTEM MATERIALQUANTITIES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.TOPOGRAPHIC SURVEY1.THIS TOPOGRAPHIC SURVEY SHOWN HAS BEEN MODIFIED AND IS ONLY INTENDEDFOR THE DESIGNED SURFICIAL SLOPE STABILIZATION LAYOUT AND LOCATIONPURPOSES.2.LOCATIONS OF PROPERTY LINES ARE APPROXIMATE.SURFICIAL SLOPE STABILIZATION SYSTEM MATERIAL LEGENDGEOBRUGG TECCO SYSTEM - BOUNDARY WIRE ROPE·ESTIMATED BOUNDARY WIRE ROPE LENGTH: 250-L.F.GEOBRUGG TECCO SYSTEM - PATTERN ANCHOR WITH SPIKE PLATE·ESTIMATED PATTERN THREADED BAR ANCHOR QUANTITY: 41GEOBRUGG TECCO SYSTEM - HIGH STRENGTH STEEL WIRE MESH·WIRE MESH TYPE: TECCO G65/4·ESTIMATED WIRE MESH COVERAGE AREA: 2,900-SQ.FT.·ESTIMATED WIRE MESH COVERAGE QUANTITY: 3,000-SQ.FT.··BULKING FACTOR = 5%GEOBRUGG TECCO SYSTEM - SPOT ANCHOR WITH SPIKE PLATE·ESTIMATED SPOT THREADED BAR ANCHOR QUANTITY: 5GEOBRUGG TECCO SYSTEM - BOUNDARY WIRE ROPE ANCHOR·ESTIMATED WIRE ROPE ANCHOR QUANTITY: 8SURFICIAL SLOPE STABILIZATION CONCEPTUAL TOPOGRAPHIC LAYOUTGEOBRUGG SURFICIAL SLOPE STABILIZATION SYSTEM6'0'6'12'18'3'TOPOGRAPHIC SCALESCALE: 1 INCH = 6 FEET20'0'20'40'60'10'CROSS-SECTION SCALESCALE: 1 INCH = 20 FEETHYDROSEEDING:1.SLOPE SHALL BE HYDROSEEDED PER DIRECTION FROM THE CITY ENGINEEREXCEPT FOR AREAS WITH EXPOSED ROCK.K-RAIL LOCATION:1.K-RAIL AUTHORIZED FOR TEMPORARY PLACEMENT IN ACCORDANCE WITH THEEMERGENCY COASTAL DEVELOPMENT PERMIT.2.K-RAIL MINIMUM 6" FROM EDGE OF PAVEMENT (ADJUST IN FIELD TO PROVIDELARGER SETBACK WHERE FEASIBLE). TOE CAN BE TRIMMED BACK AS NEEDEDTO EXPOSE NO MORE THAN 2 VERTICAL FT. INSTALL K-RAIL WITH ADEQUATESPACE BETWEEN THE TOE AND THE K-RAIL FOR ACCUMULATION OFSOIL/DEBRIS.TRAFFIC CONTROL PLAN:1.EXISTING TRAFFIC CONTROL PLAN TO REMAIN. SEE SHEET 6 FOR DETAILS.2021 01-20 REVISED PLANS BOUNDARY WIRE ROPE ANCHORSIDE VIEW DETAILSCALE: N.T.S.ANCHOREMBEDMENT DEPTH(SEE SCHEDULE 2)HEAVY-DUTYTHIMBLE5/8" Ø IWRC 6X19WIRE ROPE ANCHOR(DOUBLE LEGGED)MANUFACTURER'S SWAGEDFERRULE OR [(4) 5/8" WIREROPE CLIPS]1'-0" MAX.1'-0" MAX.CEMENT GROUT NON-SHRINK1,500 PSI MIN. @ 3-DAYS3,000-PSI MIN. @ 7 DAYSCOMPRESSIVE STRENGTHSCH. 40 PVC CENTRALIZER10'-0" MAX. O.C. SPACING2 MIN. PER ANCHOR3" MIN. GROUT COVERSWAGED FERRULEOR SPLAYED ENDGEOBRUGG TENSIONED TECCO G65/4 LAYOUT DETAILELEVATION VIEWD-13SCALE: N.T.S.THREADED BAR ANCHORSIDE VIEW DETAILD-43SCALE: N.T.S.1'-0" MAX.1'-0" MAX.DRILL HOLE Ø(SEE SCHEDULE 1)SCH. 40 PVC CENTRALIZER 10'-0" MAX. O.C. SPACING2 MIN. PER ANCHORSURFICIAL TOP SOIL /WEATHERED BEDROCK TYP.CEMENT GROUT NON-SHRINK1,500 PSI MIN. @ 3-DAYS3,000-PSI MIN. @ 7 DAYSCOMPRESSIVE STRENGTHAA'BOUNDARY ROPE CONNECTION TO WIRE ROPE ANCHORPLAN VIEW DETAILD-23SCALE: N.T.S.3" MIN. GROUTCOVERMIN. (3) 1/2" WIRE ROPE CLIPSMIN. (3) 1/2" WIREROPE CLIPS5/8" Ø 6X19 IWRC WIRE ROPEANCHOR (DOUBLE LEGGED)HEAVY-DUTY THIMBLETYP.1/2" Ø 6X19 IWRCBOUNDARY WIRE ROPED-23D-33TYPE 2 COMPRESSIONCLAW1/2" Ø MIN. 6X19 IWRCBOUNDARY WIRE ROPEANCHOR EMBEDMENTDEPTH (SEE SCHEDULE 2)SHALE BEDROCK TYP.DRILL HOLE Ø(SEE SCHEDULE 1)40'-0" APPROX. TOP MESH COVERAGE WIDTHD-332'-0" MIN. , 3'-0" MAX.WIRE ROPEANCHOR OFFSETMANUFACTURER'S SWAGEDFERRULE OR [(4) 5/8" WIREROPE CLIPS]EXISTING NATURALGRADE TYP.1/2" Ø MIN. 6X19IWRC BOUNDARYWIRE ROPEEXISTING NATURALGRADE TYP.MANUFACTURER'S SWAGEDFERRULE OR [(4) 5/8" WIREROPE CLIPS]5/8" Ø 6X19 IWRC WIRE ROPEANCHOR (DOUBLE LEGGED)HEAVY-DUTY THIMBLETYP.ANCHOR INCLINATION[SEE SHEET 4 NOTES]ANCHOR DEPTHINTO BEDROCK(SEE SCHEDULE 2)ANCHOR DEPTHINTO BEDROCK(SEE SCHEDULE 2)SURFICIAL TOP SOIL/ WEATHERED BEDROCKTYP.TYPE 2COMPRESSIONCLAW60'-0" APPROX. BOTTOMMESH COVERAGE WIDTH58'-0" APPROX.MESH COVERAGESLOPE DISTANCEHEIGHT1/2" MIN. GROUT COVERAROUND ANCHOR1/2" MIN.GROUT COVERAROUND ANCHORCREST OF HEAD SCARPLANDSLIDE AREA TYP.2'-0" MIN. , 3'-0" MAX.WIRE ROPEANCHOR OFFSETGEOBRUGG TECCO® G65/4WIRE MESH EST.COVERAGE QUANTITY:3,000 SQ.FT.TOP OF SLOPETOP OF SLOPESHALE BEDROCK TYP.CREST OF HEADSCARPLANDSLIDEAREA TYP.GEOBRUGG TECCO® G65/4WIRE MESH1-1/8" Ø H.D. HEXAGONAL NUTAND H.D. HARDENED WASHER(#9) 1-1/8" Ø WILLIAMS FORMGRADE 75-KSI SOLID THREADED BAROR APPROVED EQUAL3" MIN. THREADED BAR TAIL(ABOVE HEXAGONAL NUT)GEOBRUGG TECCO® P33 SPIKE PLATE3'-0" MIN. ANCHOR OFFSETOVER CREST OF HEAD SCARPGEOBRUGG TECCO®P33 SPIKE PLATE1/2" Ø 6X19 IWRCBOUNDARYWIRE ROPE2'-0" MIN. , 3'-0" MAX.WIRE ROPEANCHOR OFFSETGEOBRUGG TECCO®P33 SPIKE PLATE1/2 ANCHORSPACING OFFSET10'-0" MAX. ANCHOR SPACING10'-0"MAX.ANCHORSPACINGGEOBRUGG TECCO® G65/4WIRE MESH EST.COVERAGE QUANTITY:3,000 SQ.FT.PATTERNTHREADED BAR ANCHORSEE DETAIL D/4CREST OF HEAD SCARPLANDSLIDE AREA TYP.LOOSE / BROKEN SURFICIAL SLOPE MATERIAL TYP.TO BE RETAINED BY SYSTEMSPOTTHREADED BAR ANCHORSEE DETAIL D/432" MIN. HEIGHT CONCRETE PRECASTK-RAIL TYPE (K) 80-FT LENGTHAUTHORIZED FOR TEMPORARYPLACEMENT IN ACCORDANCE WITHEMERGENCY COASTAL DEVELOPMENTPERMIT (CDP)TYPICAL SLOPE CROSS SECTION (A-A')PROFILE VIEWD-53SCALE: N.T.S.MONTEREY FORMATION TYP.BEDDING VARIES 40° - 60°ANCHOR INCLINATION[SEE SHEET 4 NOTES]EROSION CONTROL AREASEE SHEET 2 FOR DETAILSDATE: DRAWN BY: KANE PROJECT NO: DESIGNED BY: SCALE: OF SHEET PREPARED AT THE REQUEST OF REVISIONS© 2020 KANE GeoTech, Inc. CHECKED BY:Los Angeles Office 6080 Center Dr., Suite 600 Los Angeles, CA 90045 (323) 331-9222 Honolulu Office 1441 Kapiolani Blvd., Suite 1115 Honolulu, HI 96814 (808) 468-9993 GeoTech, Inc. Geoengineering Consultants Stockton Office 7400 Shoreline Dr., Suite 6 Stockton, CA 95219 (209) 472-1822 BJF WFK WFK N.T.S. 2020 08-20 KGT20-43 Park Newport Apartments Back Bay Drive Surficial Slope Stabilization and Rockfall Mitigation Newport Beach, California Hetherington Engineering, Inc. 5365 Avenida Encinas, Suite A Carlsbad, California 92008 3 7 2021 01-20: Added Erosion Control Area.GEOBRUGG TECCO® G65/4 SURFICIAL SLOPE STABILIZATION SYSTEM DETAILSGEOBRUGG TECCO® G65/4 TENSIONED WIRE MESH SYSTEMS1 - THREADED BAR AND WIRE ROPE ANCHOR - BOND STRENGTH AND RESISTANCEGEOLOGIC ANCHORAGESUBSURFACE BEDROCKMIN.DRILL HOLEDIAMETERNOMINAL ANCHORGROUT/GROUNDBOND STRENGTH*ALLOWABLE ANCHORGROUT/GROUND BONDSTRENGTHNOMINAL ANCHORPULLOUTRESISTANCE**ALLOWABLEANCHOR PULLOUTRESISTANCEHARD SHALE3.5-IN100-PSI50-PSI13.2-KIPS/FT6.6-KIPS/FTS1 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 - DEPTHSANCHOR TYPEGEOLOGICANCHORAGESUBSURFACEBEDROCK*UNBONDED(FREE-STRESSING LENGTH)ANCHOR DEPTHMIN. BONDEDANCHOR DEPTHEST. MIN.ANCHOREMBEDMENTDEPTHEST. STICK UPABOVE GROUNDSURFACEEST. MIN.TENDONLENGTHTHREADED BARHARD SHALE3-FT6-FT9-FT1-FT10-FTWIRE ROPEHARD SHALE3-FT3-FT6-FT1-FT7-FTS2 NOTES:1.(*) ANCHOR UNBONDED (FREE-STRESSING LENGTH) DEPTH FOR THE SURFICIAL WEATHERED BEDROCK / TOPSOIL LAYER.2.BONDED ANCHOR DEPTH INTO BEDROCK.S3 - ANCHOR - DESIGN & MAXIMUM TEST LOADSSOIL NAIL ANCHORPOSITIONTENSILE DESIGN LOAD(DL) MAX. TENSILE TESTING LOAD(MTL)PATTERN / SPOTTHREADED BAR36.4-KIPS48.4-KIPSBOUNDARYWIRE ROPE18.2-KIPS24-KIPSS4 - THREADED BAR ANCHOR - PLATE PRE-TENSIONING LOADSOIL NAIL ANCHORPOSITIONANCHORPRE-TENSIONINGTENSILE LOADANCHORPRE-TENSIONINGTORQUEPATTERN / SPOT6.7-KIPS295 FT-LBSS4 NOTE:1.PRE-TENSIONING LOAD SHALL NOT EXCEED 11-KIPS OF TENSILE LOAD PERTHE MANUFACTURERS REQUIREMENTS.2021 01-20 REVISED PLANS GEOBRUGG TECCO® HORIZONTAL END PANEL CONNECTION DETAILELEVATION VIEW - (3/8" SHACKLE CONNECTION OPTION)D-44SCALE: N.T.S.GEOBRUGG TECCO® HORIZONTAL END PANEL CONNECTION DETAILELEVATION VIEW - (TURN-IN OF WIRE OPTION)D-54SCALE: N.T.S.BREAK LINETYP.GEOBRUGG TECCO® TREE CUT-OUT DETAILSELEVATION VIEWD-14SCALE: N.T.S.GEOBRUGG TECCO® VERTICAL END PANEL CONNECTION DETAILELEVATION VIEW - OVERLAP OPTIOND-34SCALE: N.T.S.GEOBRUGG TECCO® G65/4WIRE MESH PANEL (A)BREAK LINETYP.GEOBRUGG TECCO® G65/4WIRE MESH PANEL (B)GEOBRUGG T3 CONNECTION CLIP(1) PER MESH DIAMOND (EACH SIDE)GEOBRUGG TECCO® G65/4WIRE MESH PANEL (B)GEOBRUGG TECCO® G65/4WIRE MESH PANEL (A)MIN. (2) 5/16" Ø WIRE ROPECLIPS EACH END PER LOOPGEOBRUGG TECCO® G65/4WIRE MESH PANEL (A)MIN. (2) 5/16" Ø WIRE ROPECLIPS EACH END PER LOOPGEOBRUGG TECCO® G65/4WIRE MESH PANEL (A) &(B) LOOPSGEOBRUGG TECCO® G65/4WIRE MESH PANEL (B)BREAK LINETYP.GEOBRUGG TECCO® G65/4WIRE MESH PANEL (A)GEOBRUGG TECCO® G65/4WIRE MESH PANEL (B)GEOBRUGG TECCO® VERTICAL END PANEL CONNECTION DETAILELEVATION VIEW - WITHOUT OVERLAP OPTIOND-24SCALE: N.T.S.2 DIAMOND MESH UNIT OVERLAP TYPICAL(3) 5/16" Ø WIREROPE CLIPSTREELOCATIONTYP.GEOBRUGG TECCO® G65/4STEEL WIRE MESHPANEL (A)2 MESH MIN. BOUNDARY ROPEOFFSET FROM CUT EDGEBREAK LINETYP.GEOBRUGG TECCO® G65/4WIRE MESH PANEL (B)5/16" Ø 6X19 IWRCLACING WIRE ROPE(SEAM THROUGH EACHMESH DIAMOND)GEOBRUGG TECCO® G65/4VERTICAL MESH CONNECTION(OPTION TYPES SEE DETAILSD-2, D-3 SHEET 4)GEOBRUGG TECCO® G65/4WIRE MESH PANEL (A) & (B)LOOPS3/8" MIN. SCREW PINANCHOR SHACKLE(1) PER MESH DIAMONDGEOBRUGG T3 CONNECTION CLIP(2) PER MESH DIAMONDDATE: DRAWN BY: KANE PROJECT NO: DESIGNED BY: SCALE: OF SHEET PREPARED AT THE REQUEST OF REVISIONS© 2020 KANE GeoTech, Inc. CHECKED BY:Los Angeles Office 6080 Center Dr., Suite 600 Los Angeles, CA 90045 (323) 331-9222 Honolulu Office 1441 Kapiolani Blvd., Suite 1115 Honolulu, HI 96814 (808) 468-9993 GeoTech, Inc. Geoengineering Consultants Stockton Office 7400 Shoreline Dr., Suite 6 Stockton, CA 95219 (209) 472-1822 BJF WFK WFK N.T.S. 2020 08-20 KGT20-43 Park Newport Apartments Back Bay Drive Surficial Slope Stabilization and Rockfall Mitigation Newport Beach, California Hetherington Engineering, Inc. 5365 Avenida Encinas, Suite A Carlsbad, California 92008 4 7GEOBRUGG TECCO WIRE MESH CONNECTION DETAILS AND NOTESGEOBRUGG TECCO® G65/4 TENSIONED WIRE MESH SYSTEMTENSIONED HIGH-STRENGTH WIRE MESH SYSTEM NOTESSTEEL MATERIALS - CORROSION PROTECTION1.ALL STEEL MATERIALS USED IN FOR THE GEOBRUGG TECCO® SLOPESTABILIZATION SYSTEM SHALL BE CORROSION PROTECTED BY GALVANIZATIONOR EPOXY COATING. SEE PROJECT SPECIFICATIONS FOR ADDITIONALCORROSION PROTECTION REQUIREMENTS.STEEL MATERIAL - AESTHETIC COLORING1.AESTHETIC COLORING FOR THE GEOBRUGG TECCO® SLOPE STABILIZATIONSYSTEM SHALL BE DETERMINED BY THE OWNER. STEEL MATERIAL TO BECOLORED SHALL BE DETERMINED BY THE OWNER. IF AESTHETIC COLORING ISCHOSEN, CONTRACTOR SHALL SUPPLY THE OWNER WITH THE MANUFACTURERSCOLOR SAMPLES.ANCHOR - DRILLING1.THREADED BAR ANCHOR DRILLING LOCATIONS SHALL NOT DEVIATE MORE THAN10% FROM THE THREADED BAR ANCHOR SPACING INDICATED ON THECONSTRUCTION DRAWINGS. DRILLING INCLINATIONS FOR THE THREADED BARANCHORS SHALL BE PERPENDICULAR TO THE SLOPE FACE AT SLOPEINCLINATIONS LESS THAN 70-DEGREES.2.SLOPE INCLINATIONS EXCEEDING 70-DEGREES SHALL BE INCLINED AT A MAXIMUM20-DEGREES AND MINIMUM 15-DEGREES FROM HORIZONTAL.3.ANCHOR DEPTHS AND DRILL HOLE SIZES SEE SHEET 3 SCHEDULES FORINFORMATION.ANCHOR - THREADED BAR1.THREADED BAR ANCHORS SHALL BE MINIMUM (#9) 1-1/8-IN DIAMETER GRADE 75KSI SOLID CORE STEEL WILLIAMS FORM THREADED BAR OR APPROVED EQUAL.THREADED BAR SHALL HAVE A MINIMUM YIELD STRENGTH OF 75-KIPS ANDULTIMATE STRENGTH OF 100-KIPS.ANCHOR - BOUNDARY WIRE ROPE1.WIRE ROPE ANCHORS SHALL BE MINIMUM 5/8-IN Ø WIRE ROPE INDEPENDENTWIRE ROPE CORE (IWRC), EXTRA IMPROVED PLOW STEEL (EIPS) 6X19CONSTRUCTION DOUBLE LEGGED. DOUBLE LEGGED ANCHOR SHALL HAVE AMINIMUM BREAKING STRENGTH OF 62-KIPS.ANCHOR - THREADED BAR - COUPLERS1.THREADED BAR COUPLER(S) SHALL BE STOP-TYPE STEEL COUPLERS FOR SOLIDCORE THREADED BAR. COUPLERS SHALL MEET ASTM A29 OR ASTM A576.THREADED BARS SHALL BE COMPLETELY THREADED TO THE MIDPOINT OF THECOUPLER. COUPLERS SHALL EXCEED OR MEET THE STRENGTH REQUIREMENTSOF THE THREADED BAR. COUPLERS ARE ONLY PERMITTED FOR USE OFTHREADED BARS EXCEEDING 10-FT SECTION LENGTHS.ANCHOR - CENTRALIZERS1.CENTRALIZERS SHALL BE INSTALLED ON EACH ANCHOR TO ADEQUATELYSUPPORT THE ANCHOR IN THE CENTER OF THE DRILL HOLE. CENTRALIZERSSHALL BE PVC SCH. 40 AND ASSEMBLED TO THE WIRE ROPE AND THREADED BARUSING STEEL TIE WIRE. CENTRALIZERS SHALL BE SPACED AT A MAXIMUM 10-FTSPACING WITH A CENTRALIZER POSITIONED A MAXIMUM OF 1-FT FROM EACH ENDOF THE THREADED BAR AND WIRE ROPE.ANCHOR - GROUT1.ANCHORAGE GROUT SHALL MEET THE POST TENSIONING INSTITUTE (PTI) PTIM55.1-12(13) STANDARDS. THE GROUT SHALL BE NON-SHRINK CEMENT GROUTMIXED WITH WATER AS RECOMMENDED BY THE MANUFACTURER AND CONFORMTO ASTM C845 FOR EXPANSIVE HYDRAULIC CEMENT. THE GROUT SHALL HAVE AMINIMUM OF 1,500-PSI, 3-DAY COMPRESSIVE STRENGTH, AND 3,000-PSI AT 7-DAYS.2.GROUT TUBES SHALL BE ATTACHED TO THE THREADED BARS PRIOR TOINSERTION INTO THE DRILL HOLE. GROUT TUBE SHALL EXTEND THE FULL LENGTHOF THE THREADED BAR FOR THE ANCHOR. GROUTING OF THE ANCHORS SHALLCOMMENCE FROM THE BOTTOM OF DRILL HOLE TO THE SLOPE SURFACE. IFBEAKING IS OBSERVED AFTER GROUTING, GROUT SHALL BE PLACED INTO THEDRILL HOLE TO PREVENT VOIDS. GROUT TUBE SHALL BE MAXIMUM 1/2-IN O.D.,3/8-IN I.D. HEAVY DUTY PLASTIC GROUT TUBING.WIRE MESH1.WIRE MESH SHALL BE GEOBRUGG TECCO® G65/4 TYPE HIGH-STRENGTH STEELWIRE MESH OR APPROVED EQUAL. THE DESIGN ENGINEER SHALL INSPECT ANDDETERMINE IF MATERIAL IS APPROVED.2.WIRE MESH SHALL BE 3.27-IN X 5.43-IN (±3%) 0.157-IN DIAMETER HIGH-TENSILESTEEL WIRE. THE STEEL WIRE MATERIAL SHALL BE ALLOYED HIGH-STRENGTHWIRE WITH A MINIMUM TENSILE STRENGTH OF 4.9-KIPS. THE TENSILE LOADCAPACITY OF THE MESH SHALL BE GREATER THAN 17.1-KIPS/FT.WIRE MESH CONNECTIONS1.GEOBRUGG TECCO® WIRE MESH HORIZONTAL AND VERTICAL END PANELCONNECTIONS SHALL BE CONNECTED USING THE METHODS SHOWN ON SHEET 4DETAILS.1.1.VERTICAL CONNECTION:1.1.1.(14) GEOBRUGG T3 CLIPS REQUIRED EVERY 3-FT.1.2.HORIZONTAL CONNECTION OPTIONS:1.2.1.OPTION 1 - (1) GEOBRUGG T3 CLIP OR MINIMUM 3/8-IN S.P.A. SHACKLEREQUIRED EVERY INDIVIDUAL OPEN MESH DIAMOND.1.2.2.OPTION 2 - GEOBRUGG TECCO® G65/4 WIRE SHALL BE TURNED INHORIZONTALLY THROUGH BOTH END PANELS. WIRE END LOOPS SHALLBE MADE TO CONNECT THE MESH PANEL TOGETHER USING (2) 5/16-INWIRE ROPE CLIPS FOR EACH LOOP MADE.WIRE MESH - CONNECTION CLIP / SHACKLES1.GEOBRUGG T3 CLIPS SHALL BE MINIMUM 0.157-IN (4-mm) DIAMETERHIGH-STRENGTH STEEL WIRE WITH A MINIMUM TENSILE STRENGTH OF 256-KSI.2.SHACKLES SHALL BE MINIMUM 3/8-IN SCREW PIN ANCHOR SHACKLES ANDCOMPLY WITH FEDERAL SPECIFICATION RR-C-271G TYPE IVA, GRADE A, CLASS 1.SHACKLES SHALL BE DROP FORGED AND SUPPLIED BY THE SYSTEMMANUFACTURER.WIRE MESH - BOUNDARY WIRE ROPE1.BOUNDARY WIRE ROPES SHALL BE INSTALLED AROUND THE SYSTEM ABOVE THEGEOBRUGG TECCO® WIRE MESH. BOUNDARY WIRE ROPE SHALL BE MINIMUM1/2-IN DIAMETER INDEPENDENT WIRE ROPE COPE (IWRC) 6X19 CLASS WIRE ROPEOR APPROVED EQUAL. WIRE ROPE SHALL HAVE A MINIMUM BREAKING STRENGTHOF 26.6-KIPS.2.BOUNDARY WIRE ROPE SHALL BE CONNECTED TO THE WIRE MESH USING TYPE 2COMPRESSION CLAWS OR APPROVED EQUAL. COMPRESSION CLAWS SHALL BEINSTALLED:2.1.TOP AND BOTTOM BOUNDARY ROPES - EVERY THIRD MESH2.2.SIDE BOUNDARY ROPES - EVERY SECOND INDIVIDUAL MESH2.3.BOUNDARY WIRE ROPE TERMINATION ENDS SHALL EACH INCLUDE (3) 1/2-INMIN. WIRE ROPE CLIPS.WIRE MESH - TREE CUT-OUT1.MESH HOLES FOR TREES SHALL BE CARRIED OUT AFTER MESH PANEL LAYING.MESH SEAMING SHALL BE CONNECTED USING METHOD SHOWN ON DETAIL SHEET4. MINIMUM 5/16-IN Ø LACING WIRE ROPE SHALL BE SEAMED INTO THE MESHAROUND THE TREE TERMINATED WITH MINIMUM (3) 5/16-IN WIRE ROPE CLIPS.WIRE ROPE CLIPS1.5/16-IN Ø LACING WIRE ROPE1.1.MINIMUM WIRE ROPE CLIP QUANTITY: 3 [PER WIRE ROPE LOOP]1.2.WIRE ROPE CLIP SPACING: 3-IN [BETWEEN CLIPS]1.3.MINIMUM WIRE ROPE CLIP TORQUE: 37 FT-LB1.4.MINIMUM WIRE ROPE TAIL (AFTER LAST CLIP): 6-IN2.1/2-IN Ø BOUNDARY WIRE ROPE2.1.MINIMUM WIRE ROPE CLIP QUANTITY: 3 [PER WIRE ROPE LOOP]2.2.WIRE ROPE CLIP SPACING: 3-IN [BETWEEN CLIPS]2.3.MINIMUM WIRE ROPE CLIP TORQUE: 81 FT-LB2.4.MINIMUM WIRE ROPE TAIL (AFTER LAST CLIP): 6-IN3.WIRE ROPE CLIPS SHALL BE INSTALLED WITH "SADDLE" ON LIVE END AND"U-BOLT" ON DEAD END OF THE WIRE ROPE.3.WIRE ROPE CLIPS SHALL BE INSTALLED WITH "SADDLE" ON LIVE END AND"U-BOLT" ON DEAD END OF THE WIRE ROPE. WIRE ROPE CLIPS SHALL COMPLYWITH FEDERAL SPECIFICATION FF-C-450E TYPE 1, CLASS 1. SHACKLES SHALL BEDROP FORGED AND SUPPLIED BY THE SYSTEM MANUFACTURER.ANCHOR - SPIKE PLATE2.WIRE MESH STEEL SPIKE PLATES SHALL BE GEOBRUGG TECCO® P33 TYPE ORAPPROVED EQUAL. SPIKE PLATES SHALL BE MINIMUM 13-IN x 8-IN x 1/4-INDIAMOND SHAPED. SPIKE PLATE SHALL INCLUDE A MINIMUM HOLE DIAMETER OF1.5-IN. SPIKE PLATES SHALL HAVE A MINIMUM LONGITUDINAL BENDINGRESISTANCE OF 1.8-KIPS/FT.3.SPIKE PLATES SHALL BE INSTALLED HORIZONTALLY AS SHOWN ON THEDRAWINGS. SPIKE PLATES SHALL BE FITTED TO THE THREADED BAR ANCHORWITH A HEAVY-DUTY HEXAGONAL NUT AND HEAVY DUTY WASHER. WASHER TYPESHALL BE SPHERICAL, BEVELED OR FLAT DEPENDING ON SLOPE CONDITIONS.HEXAGONAL NUTS AND WASHERS SHALL PROVIDE COMPLETE BEARING CONTACTTO THE SPIKE PLATE.ANCHOR PRE-TENSIONING1.THREADED BAR ANCHORS SHALL BE PRE-TENSIONED TO A MINIMUM TENSILELOAD OF 6.7-KIPS (30-kN). PRE-TENSIONING LOAD SHALL NOT EXCEED 11-KIPS(50-kN).1.1.#9 MIN. THREADED BAR ANCHORS SHALL BE TORQUE TO A MINIMUM VALUEOF 295 FT-LB PER ANCHOR. MAXIMUM TORQUE SHALL BE 350 FT-LB.2.TORQUE WRENCH SHALL BE CHECKED AND CORRECTED IF A DIFFERENCE INTORQUE VALUES IS OBSERVED. CALIBRATION AND PRE-TENSIONING OF THEANCHORS SHALL BE UNDER THE OBSERVATION OF THE DESIGN ENGINEER IN THEFIELD.ANCHOR TESTING - GENERAL1.THE CONTRACTOR SHALL TENSILE TEST PRODUCTION OR VERIFICATION(PRE-PRODUCTION) ANCHORS.2.ANCHOR TESTING SHALL BE IN ACCORDANCE WITH THE POST TENSIONINGINSTITUTE (PTI) DC35.1-14 RECOMMENDATIONS FOR PRESTRESSED ROCK ANDSOIL ANCHORS, PROJECT SPECIFICATIONS, AND THESE CONSTRUCTIONDRAWINGS.3.EITHER PRODUCTION ANCHORS OR VERIFICATION (PRE-PRODUCTION) ANCHORSSHALL BE TESTED BY THE CONTRACTOR. TESTING TYPE SELECTION SHALL BEPROVIDED TO THE DESIGN ENGINEER A MINIMUM OF ONE WEEK PRIOR TO ATENTATIVE TESTING DATE.4.ANCHOR TESTING SHALL BE OBSERVED BY THE DESIGN ENGINEER ANDPERFORMED BY QUALIFIED TESTING PERSONNEL. THE CONTRACTOR'S TESTINGPERSONNEL SHALL BE COMPETENT IN TESTING AND EQUIPMENT SETUP. THEANCHOR TESTING EQUIPMENT SETUP AND PROCEDURE SHALL BE EXAMINED BYTHE DESIGN ENGINEER PRIOR TO ANCHOR TESTING. THE DESIGN ENGINEERSHALL DETERMINE IF THE TESTING SETUP IS ACCEPTABLE.5.ANCHOR TESTING SHALL NOT BE PERFORMED UNTIL THE GROUT HAS REACHEDMINIMUM ADEQUATE COMPRESSIVE STRENGTH NO LESS THAN 3-DAYS AFTERGROUT POUR, OR AT THE DISCRETION OR THE DESIGN ENGINEER. THECONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER NO LESS THAN 2 DAYSPRIOR TO TESTING ANCHORS.6.ANCHORS SHALL BE TESTED UP TO A MAXIMUM OF 133% OF THE DESIGN LOAD(S).BOTH DESIGN AND MAXIMUM TEST LOAD(S) ARE PROVIDED ON THESECONSTRUCTION DRAWINGS AND THE DESIGN CALCULATION REPORT.OPTION 1 - PRODUCTION ANCHOR TESTING1.IF PRODUCTION ANCHOR TESTING IS CHOSEN, A MINIMUM OF 10% OF THE TOTALNUMBER OF THREADED BAR ANCHORS SHALL BE TESTED OR AT THE DISCRETIONOF THE DESIGN ENGINEER. LOCATION(S) OF THE PRODUCTION ANCHORS TO BETESTED SHALL BE DETERMINED BY THE DESIGN ENGINEER. THE PRODUCTIONANCHORS SHALL BE TESTED BY PERFORMANCE TESTING AS REFERENCED ANDDESCRIBED IN THE PROJECT SPECIFICATIONS.OPTION 2 - VERIFICATION (PRE-PRODUCTION) ANCHOR TESTING1.IF VERIFICATION (PRE-PRODUCTION) ANCHOR TESTING IS CHOSEN, A MINIMUM OF3 ANCHORS SHALL BE TESTED OR AT THE DISCRETION OF THE DESIGN ENGINEER.THE LOCATION(S) OF THE VERIFICATION ANCHORS TO BE TESTED SHALL BEDETERMINED AND LOCATED BY THE DESIGN ENGINEER IN THE FIELD DURING SITELAYOUT.2.FOR THE VERIFICATION TESTING OPTION, THE DESIGN ENGINEER SHALL BEON-SITE DURING THE DRILLING, AND GROUTING OF THE VERIFICATION ANCHORS.THE VERIFICATION ANCHOR BONDED DEPTHS AND UNBONDED (NON-GROUTED)DEPTHS SHALL BE DETERMINED BY THE DESIGN ENGINEER UPON SELECTION BYTHE CONTRACTOR OF PERFORMING VERIFICATION TESTING.3.IF THE LOAD CAPACITIES OF THE ANCHOR TENDON ARE NOT EXCEEDED ORANCHOR PULLOUT FAILURE DOES NOT OCCUR THE SACRIFICIAL VERIFICATIONANCHOR MAY BE INCLUDED INTO THE PRODUCTION ANCHOR QUANTITY. IF THEANCHOR TENDON LOAD CAPACITIES ARE EXCEEDED OR ANCHOR PULLOUTFAILURE OCCURS, THE VERIFICATION ANCHOR SHALL NOT BE USED WITHIN THEPRODUCTION ANCHOR QUANTITY AND BE CUT AT GRADE AFTER TESTING.4.FOR VERIFICATION TESTING THE CONTRACTOR HAS THE OPTION OF TESTINGWIRE ROPE OR THREADED BAR TENDONS. THE TECHNICAL STRENGTHPROPERTIES OF THE TENDONS SHALL BE PROVIDED TO THE DESIGN ENGINEERPRIOR TO TESTING.5.VERIFICATION ANCHORS SHALL BE TESTED BY PERFORMANCE TESTING ASPROVIDED IN THE PROJECT SPECIFICATIONS. VERIFICATION ANCHORS CAN BELOADED TO PULLOUT FAILURE AT THE DISCRETION OF THE DESIGN ENGINEER.2021 01-20 REVISED PLANS TYPICAL FIBER ROLL INSTALLATIONFIBER ROLL ENTRENCHMENT DETAILISOMETRIC VIEW4-FT MAX.4-FT MAX.FLOW DIRECTIONFLOW DIRECTIONFIBER ROLL TYP.8-IN Ø MIN.3/4-IN x 3/4-IN x 2-FT MIN.LENGTH WOODEN STAKESIDE PROFILE VIEWFIBER ROLL TYP.8-IN Ø MIN.3/4-IN x 3/4-IN x 2-FT MIN.LENGTH WOODEN STAKEFLOW DIRECTION2" MIN.4" MAX.1-FT MIN.STAKEDEPTHSHEET FLOW D IRECT ION TYPICAL SILT FENCEISOMETRIC VIEWTYPICAL SILT FENCESECTION VIEW2-FT MIN.GEOTEXTILEHEIGHTABOVE GRADEGEOTEXTILE FABRIC(INSTALLED ON UPSLOPE SIDE OFTHE POSTS) (TYPE SHALL MEETNOTE REQUIREMENTS)WOODEN POSTMINIMUM 1-1/4-IN x 1-1/4-IN x 4-FTLENGTH OR EQUIVALENTPOST SPACING8-FT MAX. (WOVEN)4-FT MAX. (NON-WOVEN)TYPICALSILT FENCE END POST(SEE NOTES FOR FENCESPLICE TYPES ANDOVERLAP REQUIREMENTS)EXISTING GROUND TYP.EXCAVATED ANDBACKFILLED TRENCH TYP.FASTENERS - MIN. NO. 10 GAGEWIRE OR 50 LB PLASTIC ZIP TIESMIN. 3 PER POST.GEOTEXTILE FABRIC(INSTALLED ON UPSLOPE SIDE OFTHE POSTS) (TYPE SHALL MEETNOTE REQUIREMENTS)EXISTINGGROUND TYP.6" GEOTEXTILEFABRIC DEPTH6" GEOTEXTILEFABRIC WIDTHEXCAVATED ANDBACKFILLED TRENCH TYP.2-FT MIN. POST DEPTHBELOW GRADE2-FT MIN. GEOTEXTILE/ POST HEIGHTABOVE GRADEWOODEN POSTMINIMUM 1-1/4-IN x 1-1/4-INx -FT LENGTH OR EQUALWOODEN POSTMINIMUM 1-1/4-IN x1-1/4-IN x 4-FTLENGTH OR EQUALWOODEN END POSTSMINIMUM 1-1/4-IN x 1-1/4-IN x 4-FTLENGTH OR EQUIVALENTGEOTEXTILE FABRIC(INSTALLED ON UPSLOPE SIDE OFTHE POSTS) (TYPE SHALL MEETNOTE REQUIREMENTS)GEOTEXTILE FABRIC(INSTALLED ON UPSLOPE SIDE OFTHE POSTS) (TYPE SHALL MEETNOTE REQUIREMENTS)WOODEN END POSTSMINIMUM 1-1/4-IN x 1-1/4-IN x 4-FTLENGTH OR EQUIVALENTWOODEN END POSTSMINIMUM 1-1/4-IN x 1-1/4-IN x 4-FTLENGTH OR EQUIVALENTTYPICAL SPLICE DETAILSPLAN VIEWFLOW DIRECTIONFLOW DIRECTIONGROUTPLANTGROUTPLANTGROUT HOPPERTYP.WOODEN PALLETTYP.4" X 6" MIN.WOOD BEAMTYP.VISQUEEN POLYETHYLENEPLASTIC OR APPROVEDEQUAL UNDER ENTIREGROUT MIXING AREA4'-0" MIN.WIDTH8'-0" MIN. LENGTH4" X 6" MIN.WOOD BEAMTYP.WOODEN PALLETTYP.VISQUEENPOLYETHYLENEPLASTIC ORAPPROVED EQUALUNDER ENTIREGROUT MIXINGAREAGROUT HOPPER TYP.4" X 6" MIN. WOOD BEAM TYP.4" X 6" MIN. WOOD BEAM TYP.GROUT WASTE MANAGEMENT SYSTEMELEVATION VIEWVISQUEEN POLYETHYLENEPLASTIC OR EQUAL UNDERENTIRE GROUT MIXING AREAGROUT WASTE MANAGEMENT SYSTEMFRONT ELEVATION VIEW4" X 6" MIN. WOODBEAM TYP.GROUT WASTE MANAGEMENT SYSTEMSIDE ELEVATION VIEWGROUT HOPPERTYP.SANDBAGS2-BAGS HIGHTYPICAL PROTECTION FOR INLET ON SUMPTYPICAL PROTECTION FOR INLET ON GRADESPILLWAY1-BAG HIGHFLOWDIRECTIONINLETEDGE OFPAVEMENTFLOW DIRECTIONSANDBAGS2-BAGS HIGHSPILLWAY1-BAG HIGHINLETEDGE OFPAVEMENTCONSTRUCTION SITE BMP TYPICAL DETAILSSILT FENCES1.SILT FENCES SHALL BE TEMPORARY AND INSTALLED PRIOR TO ANY GRADING / EXCAVATIONWORK IN THE SLOPE STABILIZATION SITE AREA. SILT FENCES SHALL BE PLACED AT THE TOP OFSLOPE AND THE SLOPE TOE IN BEHIND THE FIBER ROLLS. LOCATIONS OF THE SILT FENCES SHALLBE DETERMINED IN THE FIELD DURING THE SITE LAYOUT AND APPROVED BY THE DESIGNENGINEER.2.TEMPORARY SILT FENCE(S) SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIODAND REMOVED AFTER SITE STABILIZATION AND FINAL INSPECTION.3.MAINTAIN SILT FENCE ADEQUATE HOLDING CAPACITY FOR SEDIMENT CONTROL. SEDIMENT SHALLBE REMOVED WHEN ACCUMULATION REACHES A MAXIMUM OF 75% OF THE HEIGHT.4.SUPPORT POSTS FOR THE SILT FENCE SHALL BE MINIMUM 1-1/4-IN x 1-1/4-IN x 4-FT LENGTHWOODEN STAKES OR EQUIVALENT. WOODEN POSTS SHALL BE HICKORY OR OAK WOOD TYPE.5.POST SPACING SHALL BE A MAXIMUM OF 8-FT FOR WOVEN FABRIC AND 3-FT FOR NON-WOVENFABRIC.6.PRIOR TO INSTALLATION OF THE GEOTEXTILE FABRIC, THE SLOPE SURFACE AT THE FENCELOCATIONS SHALL BE EXCAVATED WITH THE FABRIC PLACED A MINIMUM OF 6-IN, THENBACKFILLED WITH EXISTING SOIL TO THE GROUND SURFACE.7.THE GEOTEXTILE FABRIC SHALL BE ATTACHED DIRECTLY TO THE UPSLOPE SIDE OF WOODENPOSTS WITH A MINIMUM OF (4) 1/2-IN STAPLES PER STAKE.FIBER ROLLS1.FIBER ROLLS SHALL BE TEMPORARY AND INSTALLED PRIOR TO ANY GRADING / EXCAVATION WORKIN THE SLOPE STABILIZATION SITE AREA. FIBER ROLLS SHALL BE PLACED AT THE TOP OF SLOPEAND THE SLOPE TOE IN FRONT OF THE SILT FENCES. LOCATIONS OF THE FIBER ROLLS SHALL BEDETERMINED IN THE FIELD DURING THE SITE LAYOUT AND APPROVED BY THE DESIGN ENGINEER.2.FIBER ROLLS SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD AND REMOVEDAFTER SITE STABILIZATION AND FINAL INSPECTION.3.MAINTAIN FIBER ROLL ADEQUATE HOLDING CAPACITY FOR SEDIMENT CONTROL. SEDIMENT SHALLBE REMOVED WHEN ACCUMULATION REACHES A MAXIMUM OF 75% OF THE HEIGHT.4.FIBER ROLLS SHALL BE PREFABRICATED ROLLS. ROLLS SHALL BE MINIMUM 8-IN DIAMETER.,WOODEN STAKES SHALL BE MINIMUM NOMINAL 3/4-IN x 3/4-IN x 2-FT LENGTH.5.FIBER ROLLS SHALL BE ENTRENCHED INTO THE SLOPE SURFACE A MINIMUM OF 2-IN AND MAXIMUMOF 4-IN. WOODEN STAKES SHALL BE DRIVEN INTO THE FIBER ROLLS A MINIMUM OF 1-FT AT ASPACING OF 4-FT.STORM DRAIN INLET PROTECTION1.STORM DRAIN INLET PROTECTIONDURING CONSTRUCTION SHALL BETEMPORARY AND INSTALLED PRIOR TOANY GRADING / EXCAVATION WORK INTHE SLOPE STABILIZATION SITE AREA.2.STORM DRAIN INLET PROTECTIONAREAS SHALL BE MAINTAINEDTHROUGHOUT THE CONSTRUCTIONPERIOD AND REMOVED AFTER SITESTABILIZATION AND FINAL INSPECTION.3.LOCATIONS OF STORM DRAIN INLETPROTECTION AREAS SHALL BEIDENTIFIED IN THE FIELD DURING THESITE LAYOUT.4.IF SEDIMENT ACCUMULATION OCCURS,SEDIMENT SHALL BE REMOVED WHENACCUMULATION REACHES A MAXIMUMOF 1/3 OF THE HEIGHT.5.GRAVEL OR SAND SHALL BE USED INBAGS.6.BAGS SHALL BE PLACED AS SHOWN INTHE DETAILS AROUND THEDESIGNATED STORM DRAIN AREA.7.IF SILT OR CLAY SOIL PARTICLES AREPRESENT, FILTER FABRIC SHALL BEUSED TO LINE THE BAGS.STORM DRAIN INLET PROTECTION DETAILSGROUT WASTE MANAGEMENT DETAILSSILT FENCE DETAILSFIBER ROLL DETAILSGROUT WASTE MANAGEMENT1.PRIOR TO GROUT MIXING COMMENCEMENT THE WASTEMANAGEMENT AREA SHALL BE PLACED AROUND THEMIXING PLANT TO PREVENT SPILLS AND SEEPAGE INTOTHE GROUND SURFACE BELOW.2.THE CONTRACTOR SHALL PROVIDE A WASTEMANAGEMENT AREA SIMILAR TO THE TYPICAL DETAILSSHOWN. ACTUAL SETUP MAY VARY DEPENDING ON SIZEAND LOCATION OF MIXING EQUIPMENT.3.AFTER GROUTING PLACEMENT, THE WASTE AREA SHALLBE REMOVED BY THE CONTRACTOR.4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANYSPILLS OR SEEPAGE AND BE PROPERLY CLEANED UPPRIOR TO ADDITIONAL WORK BEING COMMENCED.WHEN SILT FENCE SPLICES ARE NECESSARY, SPLICES SHALL BEAT POST LOCATIONS. PLACE THE END POST OF THE SECONDFENCE INSIDE THE END POST OF THE FIRST FENCE. ROTATEBOTH POSTS TOGETHER AT LEAST 180 DEGREES TO CREATE ATIGHT SEAL WITH THE FABRIC MATERIAL. CUT THE FABRIC NEARTHE BOTTOM OF THE POSTS TO ACCOMMODATE THE 6 INCHFLAP. THEN DRIVE BOTH POSTS AND BURY THE FLAP.THE GEOTEXTILE FABRIC SHALL CONSIST OF EITHER BE WOVENOR NON-WOVEN POLYESTER, POLYPROPYLENE, STABILIZEDNYLON, POLYETHYLENE, OR POLYVINYLIDENE CHLORIDE.NON-WOVEN FABRIC MAY BE NEEDLE PUNCHED, HEAT BONDED,RESIN BONDED, OR COMBINATIONS THEREOF.8. 9. DATE: DRAWN BY: KANE PROJECT NO: DESIGNED BY: SCALE: OF SHEET PREPARED AT THE REQUEST OF REVISIONS© 2020 KANE GeoTech, Inc. CHECKED BY:Los Angeles Office 6080 Center Dr., Suite 600 Los Angeles, CA 90045 (323) 331-9222 Honolulu Office 1441 Kapiolani Blvd., Suite 1115 Honolulu, HI 96814 (808) 468-9993 GeoTech, Inc. Geoengineering Consultants Stockton Office 7400 Shoreline Dr., Suite 6 Stockton, CA 95219 (209) 472-1822 BJF WFK WFK N.T.S. 2020 08-20 KGT20-43 Park Newport Apartments Back Bay Drive Surficial Slope Stabilization and Rockfall Mitigation Newport Beach, California Hetherington Engineering, Inc. 5365 Avenida Encinas, Suite A Carlsbad, California 92008 5 72021 01-20 REVISED PLANS TRAFFIC CONTROL PLANDATE: DRAWN BY: KANE PROJECT NO: DESIGNED BY: SCALE: OF SHEET PREPARED AT THE REQUEST OF REVISIONS© 2020 KANE GeoTech, Inc. CHECKED BY:Los Angeles Office 6080 Center Dr., Suite 600 Los Angeles, CA 90045 (323) 331-9222 Honolulu Office 1441 Kapiolani Blvd., Suite 1115 Honolulu, HI 96814 (808) 468-9993 GeoTech, Inc. Geoengineering Consultants Stockton Office 7400 Shoreline Dr., Suite 6 Stockton, CA 95219 (209) 472-1822 BJF WFK WFK N.T.S. 2021 01-06 KGT20-43 Park Newport Apartments Back Bay Drive Surficial Slope Stabilization and Rockfall Mitigation Newport Beach, California Hetherington Engineering, Inc. 5365 Avenida Encinas, Suite A Carlsbad, California 92008 6 7 EXISTING TRAFFIC CONTROL PLAN TO REMAIN.2021 01-20 REVISED PLANSNOTES: 1. PEDESTRIAN ACCESS SHALL BE CONTROLLED USING A FLAGMAN. 5'-0" WATTLESPACING O.C.6'-0" FROM BASE OFTECCO SYSTEM5'-0" FROM BOTTOM3'-0" - 4'-0" STAKE SPACING O.C.1'-0" STAKE SPACING FROM WATTLE EDGE1' -6 " OVERLAP M IN .9"3 "DEPOSIT EXCAVATEDSOIL UPSLOPECOMPACT LOOSE SOILAGAINST WATTLE2" - 3"12" (MIN.)NORTH AMERICANGREEN SEDIMAX-SW®STRAW WATTLE OREQUALWOOD STAKE (TYP.)STRAW WATTLE EROSION CONTROL TYPICAL DETAILSDATE: DRAWN BY: KANE PROJECT NO: DESIGNED BY: SCALE: OF SHEET PREPARED AT THE REQUEST OF REVISIONS© 2020 KANE GeoTech, Inc. CHECKED BY:Los Angeles Office 6080 Center Dr., Suite 600 Los Angeles, CA 90045 (323) 331-9222 Honolulu Office 1441 Kapiolani Blvd., Suite 1115 Honolulu, HI 96814 (808) 468-9993 GeoTech, Inc. Geoengineering Consultants Stockton Office 7400 Shoreline Dr., Suite 6 Stockton, CA 95219 (209) 472-1822 BJF WFK WFK N.T.S. 2021 01-06 KGT20-43 Park Newport Apartments Back Bay Drive Surficial Slope Stabilization and Rockfall Mitigation Newport Beach, California Hetherington Engineering, Inc. 5365 Avenida Encinas, Suite A Carlsbad, California 92008 7 7 2021 01-20: Added Sheet 7.2021 01-20 REVISED PLANSNOTES: 1. DETAILS ARE TYPICAL AND EROSION CONTROL WATTLES SHALL BE FIELD FIT AS REQUIRED BY THE CITY ENGINEER.STRAW WATTLE EROSION CONTROLTYPICAL DETAILSD-17SCALE: N.T.S.STRAW WATTLE TRENCHINGDETAILSD-37SCALE: N.T.S.STRAW WATTLE STAKING DETAILSD-47SCALE: N.T.S.STRAW WATTLE OVERLAPDETAILSD-27SCALE: N.T.S.01-28-2-2021 Attachment No. CD 4 Excerpt of the Post Local Coastal Program Certification Permit and Appeal Jurisdiction map dated July 23,2018, with the project site highlighted 01-28-2021 California Coastal CommissionSouth Coast District Technical Services Division - GIS UnitCalifornia Coastal Commission Post LCP CertificationPermit and Appeal JurisdictionIndex Map: County of OrangeCities of: Aliso Viejo, Costa Mesa, Dana Point, Huntington Beach, Irvine,Laguna Beach, Laguna Niguel, Newport Beach, San Clemente, Seal Beach Copyright:© 2014 Esri GMB, 04/2018 State of CaliforniaNatural Resources Agency Sources: California Coastal Commission,City of Newport Beach, County of Orange, Esri Orange County Index Map Copyright:© 2014 Esri N 0 4.5 92.25 Miles 0 5 102.5 Kilometers Appeal JurisdictionThis area includes lands between the sea and the designatedfirst public road paralleling the sea or within 300 feet of theinland extent of any beach or of the mean high tide line if thereis no beach, whichever is the greater distance. Also includedare lands within 100 feet of streams and wetlands and landswithin 300 feet of the top of the seaward face of any coastal bluff. Development in this area remains subject to Coastal Commission original permit jurisdiction. First Public RoadFirst Public Road 14 CCR 13577(i)(2)100 Feet from Stream Top of Bank100 Feet from Wetland Extent300 Feet from Top of Coastal Bluff300 Feet from Inland Extent of Beach300 Feet from Mean High Tide LineAppeal Jurisdiction (P.R.C. §30613) Areas ofDeferred Certification (ADC) Permit Jurisdiction City ofNewport Beach City ofSeal Beach Bolsa Bay O R A N G E C O U N T Y This area includes tidelands, submerged lands, and lands that are subjectto the public trust or were subject to the public trust at any time. PACIFIC O C E A N City ofHuntington Beach City ofCosta Mesa City ofLaguna Beach City ofDana Point City ofSan Clemente AnaheimBay NewportBay City ofLaguna Niguel City ofIrvine City ofAliso Viejo Coastal Zone Boundary City Boundary Certified Coastal LongRange Development PlanDevelopment in this area either remains subject to CoastalCommission review and approval, or Coastal Commission reviewof projects approved under a Long Range Development Plan. Note 1 The coastal zone boundary depicted on this map may have been revised due tolegislative amendments and/or minor boundary adjustments approved by theCoastal Commission pursuant to Public Resources Code §30103. The digitalversion of this Coastal Zone Boundary dataset (which is a conformed copyof the adopted inked version of the Coastal Zone Boundary) includes attributionthat identifies each segment in which a boundary has changed as a result oflegislative changes and/or minor boundary adjustments. Note 2 The coastal zone boundary shown on this map is based on a digital version of theboundary depicted on maps adopted by the California Coastal Commission pursuantto §30103(b) of the California Coastal Act of 1976 (California Public ResourcesCode §30000 et. seq.), and modified from time to time by legislative amendmentsand Minor Boundary Adjustments. Both this depicted boundary and the digital versionof this data represent conformed copies of the original adopted boundary and alsoreflect subsequent legislative and Coastal Commission changes. In addition to theland area delineated, the coastal zone includes all offshore islands, and extendsseaward to the State's outer limit of jurisdiction. Under the provisions of §304(a) of the federal Coastal Zone Management Act of1972, as amended, "excluded from the coastal zone are lands the use of which is bylaw subject solely to the discretion of or which is held in trust by the federalgovernment, its officers or agents." Under the provisions of §30008 of the California Coastal Act as amended in 1978,"within federal lands excluded from the coastal zone pursuant to the federal CoastalZone Management Act of 1972, the State of California shall, consistent with applicablefederal and state laws, continue to exercise the full range of powers, rights, andprivileges it now possesses or which may be granted." Note 3 This map has been prepared to show where the California Coastal Commission retainspost-LCP certification permit and appeal jurisdiction pursuant to P.R.C. §30519(b), and§30603(a)(1) and (a)(2), and §30613. In addition, developments may also be appealablepursuant to P.R.C. §30603(a)(3), (a)(4), and (a)(5). If questions arise concerning the preciselocation of the boundary of any area defined in the above sections, the matter should bereferred to the local government and/or the Executive Director of the Commission forclarification and information. This plat may be updated as appropriate and may notinclude all lands where post-LCP certification permit and appeal jurisdiction is retainedby the Commission. 1. Any development approved by a county that is not designated as a principal permitted use under zoning approved pursuant to the applicable Local Coastal Program; 2. Any development that constitutes a major public works project or a major energy facility. Note 4 The Appeal Jurisdiction shown on this map may includeareas adjacent to streams depicted on the correspondingUSGS 7.5 minute quadrangle maps that have beenchannelized or otherwise altered. Pursuant to 14 C.C.R.§13577(a), channelized streams not having significanthabitat value should not be considered as a basis fordelineating stream appeal jurisdiction. Note 5 In addition to the geographic areas of appeal jurisdictiondepicted hereon, the following types of development areappealable throughout the coastal zone pursuant to P.R.C.§30603 (a)(4) and (a)(5): Note 6 In some areas individual parcels of land may be bisected bythe appeal jurisdiction boundary. All development proposedwithin the appeal area defined as appealable is subject to theCommission's jurisdiction. In addition, if a development isproposed partly on the portion of the parcel that forms thebasis for geographic appeal jurisdiction, and partly on theremainder of the parcel, and the Commission decides to hearthe appeal, then the Commission reviews the local governmentapproved permit de novo including all the development that wasauthorized in the permit. Note 7 The boundaries shown on this map are not to be used forestablishing or depicting State ownership boundaries orgranted tide lands and are to be used in reference to theCoastal Commission's Post LCP Certification Permit andAppeal Jurisdictions only. This map has not been approvedby the California State Lands Commission, is subject to change,and may not include all lands subject to the public trust. Anyquestions which arise, pursuant to the public trust, should bedirected to the California State Lands Commission. Note 8 Development on Federal Lands requires a Coastal CommissionCoastal Development Permit or federal consistency certificationor determination. 01-28-2021 Excerpt of the Post Local Coastal Program Certification Permit and Appeal Jurisdiction map dated July 23,2018, with the project site highlighted Project Site