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HomeMy WebLinkAbout20210422_Plans_36x24EXPOSED 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 SHEETSDESCRIPTIONNUMBERTITLE 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 PLANS74 - Park Newport Final PlansPA2021-099 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 PLANSPA2021-099~ \ \\ \ \ \ \ \ \ \ \ \' o t 8 I I 1 8. \ C 8.73 .71 8. RI//!/ ///, II/ /////1!/;1/// 1////;1/;I////~ 1//// ///))))/(((/)/ Ill -0.vv 8. 74 8. 70 8.67 8. 72 l)[Tl )>O <C"J ' ' 8. 75 .67 . 20' l 8.65 ' 1153 [Tl [Tl II llllf fl l!ll /1111 11 ,~., =s:: 7. '"'' [Tl 0 z,i 1-i 8. 65~ I I I I lll/ll//!/1 //////I l/')II 8.68~ 1 7 ~ ~ 1111/Wt l 11 11 I 1JJffi1 1111 L t f ( li~I t i l f--1: t--/ ..!J..... • I X 4>\..!·····,. fl ' ,.. iiNU 11 r. ·, 4/ I : j1 I I I I, ~,, I II ' 8.66~/ I \'\\ ~~/,/; 8. 6 7---------I ~ I \ \\., ~ ~!J.I f '/ Ii I I, . 56------\ i !I /If 8. 2 , ) -- I / I/ 1, I' /// / fl J 11 111 1 --;--,--!-,7(~03.0 1,\.~~'""((1r\ "1 00. 8 SEE K-RAIL LOCATION NOTE 2 . ' ...__, . -, . 8. 70 F c.)/( 8. 70 .64 8 . 5 s---------I / fso 8.67 r =~ ,~,t. 8. -z ·· .~.48 8.$7--1 f 8.63 I' 'P· 40 8 _ Gll..~ / 8 /34- 8. I '8~4~7 I .4 7 ;=~~~ -'? f_~ l~~-:.:< .'-•~ '-:.. ._<c c-Y'.' ':.,.J, 1-: -?~••.~ ''y-..)t . ·; / ~t;\ "' [. ... ,.~~-"oc-:i._ io-~~ 1· c 05571-4 _l l-J';:J,02 ,, -~ ' - ~ AIL ~ . -,,m ·►8 : iSi rn z . I : ~ !ii N -l . 0 ' -'.""C rr,: >o. < "' .. ~...,, '(-"--~·. "'o· 11-r-· : ~..,,: ' -.J ' ~~--~~--:~ : ""' f I % J ~ . . . . -~· ' ' ' ' . . . . . . . . ' ' -~-. . . . . . . . . . . . ' ' ' --~--: : : : : .---.: . : : : : : ' L__J ' ~ ' · 11 : . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ -K~~• ~: • \:::::---.. : : ' : : :",; "'-: : : ..... J>.J u,1 .,. 01 m ..._. oo co q o_ o_ o_ o_ o_ q o_ q 8 !!L Ll!!L /j 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/FT 6.6-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 BAR HARD SHALE3-FT6-FT9-FT1-FT10-FTWIRE ROPE HARD 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 PLANSPA2021-0991 0 0 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 PLANSPA2021-099 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 PLANSPA2021-099I \ \ \ 0 ~ j j 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.PA2021-099I .r f-.-I ✓ I ,. I I I I ' ' • I • ' • ' ., ~ ' 1 I ' ' \ ' \ \ \ I \ '· ~ ' ' \ \ \ l ·, ' ' I I ~ I J I r ~ ~ , ~ • • ', I 2. A flagmar:i wiH esct:u't e~clll tru1c:k: e~t,ering and exi5ti,ng· the site from1 SJH Road. 3. Th.e works.ite shall be entire,ly fen.ced 1n at thi end of work each da~t-4. No n□iisy, constructton st1all occur 1before-7 .AM. \~lork on \1'iteeksnds is only permitted with, \\/Titten au1horizat1:pn bv Ci'ty inspector,, -_ -· ..........,1,,. r• -•. ,.i ~ ' ---, ··-· ---· -•·· --------rrrnr■r•■■•a. -·•• I I J_./ I oil, 0 I 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.PA2021-0991 'ITT" 11 I l~,1-1=-,-_ 1 ~I 111 I I~ l:-111~"/I:-_ --