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HomeMy WebLinkAboutPA2023-0034_20230206_Kane Engineering Steel Mesh Final Plans 8-20-2020EXPOSED SLOPE TYP. BACK BAY DRIVE NEWPORT BEACH, CALIFORNIA GEOBRUGG 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 SYSTEM SPOT THREADED BAR ANCHOR WITH GEOBRUGG P33 SPIKE PLATE EST. SPOT ANCHOR QUANTITY: 5 GEOBRUGG TECCO SYSTEM PATTERN THREADED BAR ANCHOR WITH GEOBRUGG P33 SPIKE PLATE EST. PATTERN ANCHOR QUANTITY: 41 EXISTING VEGETATION GEOBRUGG TECCO SYSTEM BOUNDARY WIRE ROPE EST. LENGTH: 250-L.F. GEOBRUGG TECCO SYSTEM BOUNDARY WIRE ROPE ANCHOR EST. ANCHOR QUANTITY: 8 32" MIN. HEIGHT CONCRETE PRECAST K-RAIL TYPE (K) 80-FT LENGTH AUTHORIZED FOR TEMPORARY PLACEMENT IN ACCORDANCE WITH EMERGENCY COASTAL DEVELOPMENT PERMIT (CDP) PROPERTY LINE (LOCATION APPROX.) INDEX OF SHEETS DESCRIPTION NUMBER TITLE 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 MITIGATION NEWPORT BEACH, CALIFORNIA 1 2 PROJECT VICINITY LOCATIONP-1 1 SCALE: N.T.S. 3 N 4 5 GENERAL 1. DETAILS SHOWN ON THESE CONSTRUCTION DRAWINGS ARE TYPICAL AND SIMILAR. DIMENSIONS, SCHEDULES, SPECIFIC NOTES, AND DETAILS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DIMENSIONS SHOWN ON THESE CONSTRUCTION DRAWINGS ARE BASED ON BEST AVAILABLE INFORMATION PROVIDED TO AND MAY NOT BE PRECISELY INDICATIVE OF FIELD CONDITIONS. ALL DIMENSIONS AND DETAILS SHOWN ON THESE CONSTRUCTION DRAWINGS SHALL BE REVIEWED AND VERIFIED BY THE CONTRACTOR BEFORE THE START OF ANY CONSTRUCTION. ANY DISCREPANCIES 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. DEFINITIONS 1. 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 AND WHOSE 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 QUALIFICATIONS 1. THE CONTRACTOR SHALL BE A LICENSED CALIFORNIA CONSTRUCTION CONTRACTOR. THE CONTRACTOR SHALL HAVE A MINIMUM OF FIVE YEARS OF EXPERIENCE INSTALLING SIMILAR SYSTEMS UNDER SIMILAR CONDITIONS. THE CONTRACTOR SHALL PREPARE AND PROVIDE A PROJECT QUALIFICATIONS 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 SUCCESSFULLY CONSTRUCTED AT LEAST 3 SEPARATE SYSTEMS IN THE LAST 5 YEARS. THE CONTRACTOR SHALL PROVIDE A PROJECT REFERENCE LIST THAT INCLUDES A BRIEF DESCRIPTION OF THE PROJECT WITH THE NAME AND CONTACT INFORMATION OF THE PROJECT OWNER/REPRESENTATIVE WHO CAN PROVIDE VERIFICATION. 1.2. SUBMIT A LISTING OF PERSONNEL INCLUDING ON-SITE SUPERVISORS, DRILL OPERATORS, AND OTHER PERSONNEL TO BE USED FOR THE CONSTRUCTION OPERATIONS UNDER THIS CONTRACT WHO POSSESS THE REQUIRED EXPERIENCE FOR PERFORMING AN INSTALLATION OF THE SYSTEM, AS SHOWN AND SPECIFIED HEREIN. INCLUDE PERSONNEL IN THE LISTING THAT HAS RELEVANT EXPERIENCE FROM THE PAST 5 YEARS PERTAINING TO SLOPE STABILIZATION SYSTEMS. 1.3. DRILLING OPERATORS AND FOREMAN SHALL HAVE A MINIMUM OF 2 YEARS OF EXPERIENCE INSTALLING PERMANENT GROUND ANCHORS WITH THE 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 QUALIFICATIONS SHALL CAUSE APPROVAL HOLD. 1.4. IF SPECIALTY CONTRACTOR(S) ARE REQUIRED TO PERFORM CONSTRUCTION TASKS, THE CONTRACTOR SHALL SUBMIT SIMILAR QUALIFICATIONS FOR THE SPECIALTY CONTRACTOR(S). THE SPECIALTY CONTRACTOR(S) SHALL BE APPROVED BY THE DESIGN ENGINEER PRIOR 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 SUBMITTALS 1. THE CONTRACTOR SHALL DEVELOP AND PROVIDE A “SUBMITTAL DOCUMENT PACKAGE” TO THE PROJECT ENGINEER AND DESIGN ENGINEER NO LESS 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 COMMENTS ARE REQUIRED FOR THE CONTRACTOR, THE RESPONSE COMMENTS SHALL BE PROVIDED BACK TO THE DESIGN ENGINEER AND PROJECT ENGINEER NO 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 PARTIES INDICATED ABOVE. THE SUBMITTAL PACKAGE DOCUMENT SHALL BE IN PORTABLE DOCUMENT FORMAT (PDF) FORM AND ALL INFORMATION CONTAINED 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 SPECIFICATION SHEETS, MANUALS, PRODUCT TECHNICAL DATA, MANUFACTURER'S NAMES, ASTM CONFORMANCE, MATERIAL HANDLING SHEETS, AND WARRANTIES. 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 THE MANUFACTURER OR AS DETERMINED FROM THE GROUT TESTING INSPECTION DESCRIBED BELOW. 4.4. ANCHOR TESTING LOAD FRAME (CRIBBING) ASSEMBLY 4.5. 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 CONSTRUCTION COMMENCEMENT. REQUESTS FOR INFORMATION (RFI) 1. REQUESTS FOR INFORMATION (RFI) OR DEVIATIONS FROM THESE CONSTRUCTION DRAWINGS ENCOUNTERED IN THE FIELD SHALL BE SUBMITTED BY THE CONTRACTOR IN WRITING TO THE DESIGN ENGINEER. THE DESIGN ENGINEER SHALL HAVE A MINIMUM OF TWO WORKING DAYS FOR RESPONSE. REQUESTS FOR SUBSTITUTION 1. SUBSTITUTION REQUESTS IN REGARDS TO THESE CONSTRUCTION DRAWINGS SHALL BE SUBMITTED BY THE CONTRACTOR IN WRITING AND APPROVED BY THE DESIGN ENGINEER. THE DESIGN ENGINEER SHALL HAVE A MINIMUM OF TWO WORKING DAYS FOR REVIEW AND RESPONSE. NO CHANGE IMPLEMENTATION SHALL BE ALLOWED UNTIL THE DESIGN ENGINEER APPROVAL. PERMITS 1. 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 REVIEW AND MEET ALL PERMITTING REQUIREMENTS. 3. THE CONTRACTOR SHALL ALSO OBTAIN SITE-SPECIFIC PERMITS INCLUDING, BUT NOT LIMITED TO, HOT WORK PERMITS (IF APPLICABLE) WHEN REQUIRED FOR ANY ACTIVITY THAT CAN BE A SOURCE OF IGNITION WHEN A FLAMMABLE MATERIAL IS PRESENT OR CAN BE A POTENTIAL FIRE HAZARD. 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 BE ISSUED. AT THE TIME OF PUBLIC WORKS DEPARTMENT INSPECTION, IF ANY OF THE EXISTING PUBLIC IMPROVEMENTS SURROUNDING THE SITE IS DAMAGED, NEW CONCRETE SIDEWALK, CURB AND GUTTER, AND ALLEY/STREET PAVEMENT WILL BE REQUIRED. ADDITIONALLY, IF EXISTING UTILITIES INFRASTRUCTURE ARE DEEMED SUBSTANDARD, A NEW 1-INCH WATER SERVICE, WATER METER BOX, SEWER LATERAL AND/OR CLEANOUT WITH 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 WORK NOTICE 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. ALL ON-STANDARD IMPROVEMENTS SHALL COMPLY WITH CITY COUNCIL POLICY L-6. SPECIAL INSPECTIONS INSPECTIONS LISTED BELOW SHALL BE PERFORMED DURING THE PROJECT TO ENSURE CONSTRUCTION IS IN CONFORMANCE WITH THE CONSTRUCTION DRAWINGS, ENGINEERING DESIGN, SPECIFICATIONS, AND THE GOVERNING AGENCY REQUIREMENTS. ADDITIONAL SPECIAL INSPECTIONS MAY BE REQUIRED BY THE GOVERNING AGENCY. 1.PRE-CONSTRUCTION MEETING 1.1. 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 GOVERNING AGENCY REPRESENTATIVE (IF REQUIRED) SHALL BE PRESENT AT THE MEETING. 2.FIELD SITE LAYOUT 2.1. THE PROPERTY BOUNDARY EASEMENT LIMITS SHALL BE MARKED AND FLAGGED BY A LICENSE LAND SURVEYOR PRIOR TO THE SURFICIAL SLOPE STABILIZATION CONSTRUCTION. 2.2. ALL UTILITIES SHALL BE IDENTIFIED BY THE UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 811 PRIOR TO THE SURFICIAL SLOPE STABILIZATION CONSTRUCTION. 2.3. THE SURFICIAL SLOPE STABILIZATION SYSTEM SITE LAYOUT SHALL BE PERFORMED BY THE CONTRACTOR AND OBSERVED BY THE DESIGN ENGINEER IN THE FIELD. THE SITE LAYOUT SHALL INCLUDE MARKING LOCATIONS FOR THE ANCHOR LOCATIONS. THE DESIGN ENGINEER SHALL INSPECT THE SITE LAYOUT COMPLETION FOR APPROVAL PRIOR TO DRILLING COMMENCEMENT. 3.ANCHOR DRILLING INSPECTION 3.1. ANCHOR DRILLING SHALL BE OBSERVED, LOGGED, AND INSPECTED BY THE PROJECT GEOTECHNICAL PERSONNEL IN THE FIELD. 4.ANCHOR GROUT INSPECTION 4.1. THE CONTRACTOR SHALL HAVE A CERTIFIED TESTING LABORATORY COLLECT THE GROUT SAMPLES ON-SITE AND PERFORM COMPRESSIVE STRENGTH 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 DURATION AND THE REMAINING (3) GROUT SPECIMENS AT 7-DAYS CURING DURATION. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1,500-PSI AT 3-DAYS AND 3,000-PSI AT 7-DAYS. SEE PROJECT SPECIFICATIONS SECTION “GROUT TESTING” FOR ADDITIONAL REQUIREMENTS. 5.ANCHOR TESTING INSPECTION 5.1. THE ANCHOR TESTING CRITERIA AND PROCEDURE SHALL BE IN ACCORDANCE WITH THE REFERENCED PROJECT SPECIFICATIONS. THE DESIGN ENGINEER SHALL BE NOTIFIED A MINIMUM OF ONE WEEK BEFORE TENTATIVE TESTING DATES. ANCHOR TESTING SHALL BE IN ACCORDANCE WITH THE POST TENSIONING INSTITUTE (PTI) DC35.1-14 RECOMMENDATIONS FOR PRESTRESSED ROCK AND SOIL ANCHORS, CONSTRUCTION DRAWINGS, 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'S TESTING PERSONNEL SHALL BE COMPETENT IN TESTING AND EQUIPMENT SETUP. THE ANCHOR TESTING EQUIPMENT SETUP AND PROCEDURE SHALL BE INSPECTED BY THE DESIGN ENGINEER BEFORE ANCHOR TESTING. ANCHOR TESTING SHALL NOT BE PERFORMED UNTIL THE GROUT HAS REACHED MINIMUM ADEQUATE COMPRESSIVE STRENGTH NO LESS THAN 3-DAYS AFTER GROUT POUR, OR AT THE DISCRETION OR THE DESIGN 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 TESTING PROCEDURE. 6.FINAL INSPECTION 6.1. ALL PARTIES INCLUDING BUT NOT LIMITED TO THE OWNER, DESIGN ENGINEER, PROJECT ENGINEER, CONTRACTOR, AND GOVERNING AGENCY REPRESENTATIVE (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. REQUIRED CHANGES SHALL BE DOCUMENTED BY THE CONTRACTOR. IF APPROVED, THE DESIGN ENGINEER SHALL PROVIDE A LETTER OF APPROVAL TO THE OWNER. 6.3. IS THE RESPONSIBILITY OF THE CONTRACTOR TO MEET ALL REQUIREMENTS PROVIDED IN THE CONSTRUCTION DRAWINGS AND PROJECT SPECIFICATIONS. CONSTRUCTION OVERSIGHT TO ENSURE THAT THE PROJECT DURING CONSTRUCTION IS IN CONFORMANCE WITH THE APPROVED SUBMITTALS, IT IS RECOMMENDED THAT KANE GEOTECH, INC. BE RETAINED TO OBSERVE CONSTRUCTION DURING THE PROJECT. KANE GEOTECH, INC. IS NOT RESPONSIBLE FOR CONSTRUCTION PERFORMED WITHOUT ITS OVERSIGHT. DUST CONTROL 1. CONTRACTOR SHALL PROVIDE ADEQUATE DUST AND DEBRIS CONTROL MEASURES FOR THE DURATION OF THE PROJECT. SITE UTILITIES 1. 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 UTILITIES HAS 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, THE CONTRACTOR SHALL MAINTAIN FUNCTIONAL SERVICE TO ANY AND ALL UTILITIES FOUND IN THE EASEMENT. PLANNED INTERRUPTION OF SERVICE SHALL REQUIRE PERMISSION FOR THE UTILITY SERVICE PROVIDER AND THE OWNER/CUSTOMER. BEFORE ISSUANCE OF A CERTIFICATE OF OCCUPANCY THE CONTRACTOR SHALL REPAIR AND DAMAGE TO UTILITIES FOUND IN THE EASEMENT. GRADING QUANTITIES 1. GRADING QUANTITY ESTIMATED: 0-CUBIC YARDS. GRADING NOT REQUIRED OR PART OF THE SURFICIAL SLOPE STABILIZATION WORK. DISCLAIMER 1. SURFICIAL LANDSLIDE AND OR ROCKFALL EVENTS CAN BE SPORADIC AND UNPREDICTABLE. CAUSES RANGE FROM HUMAN CONSTRUCTION TO ENVIRONMENTAL EFFECTS (WEATHER, EARTHQUAKES, ETC.). BECAUSE OF THE MULTIPLICITY OF FACTORS AFFECTING SUCH EVENTS IT IS NOT, AND CANNOT BE, AN EXACT SCIENCE THAT GUARANTEES THE SAFETY OF INDIVIDUALS AND PROPERTY. HOWEVER, BY THE APPLICATION OF SOUND ENGINEERING PRINCIPLES TO A PREDICTABLE RANGE OF PARAMETERS, THE RISK OF INJURY AND PROPERTY LOSS CAN BE SUBSTANTIALLY REDUCED USING PROPERLY DESIGNED PROTECTION MEASURES IN IDENTIFIED RISK AREAS. INSPECTION AND MAINTENANCE OF SUCH SYSTEMS ARE NECESSARY TO ENSURE THE DESIRED PROTECTION LEVEL IS NOT DEGRADED BY IMPACT DAMAGE, CORROSION, OR OTHER FACTORS. REVIEWED AND OR REFERENCE DOCUMENTS 1. 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 OTHER STRUCTURES 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 EFFECTIVE JANUARY 1, 2020. 5. CALIFORNIA GEOLOGICAL SURVEY (CGS) (2008). SPECIAL PUBLICATION 117A GUIDELINES FOR EVALUATING AND MITIGATION SEISMIC HAZARDS IN CALIFORNIA. 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. EDITION 116-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, PROJECT NO. 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, ILLINOIS 60478. 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, SOIL NAIL 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. 4 GROUND 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 OF ROADS 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 LOCATION SITE PLAN DETAIL TITLE AND SITE PLAN DETAILS LOCATION: APN: 440-132-52 PROJECT LOCATION LATITUDE: 33° 37' 38.28" N LONGITUDE: 117° 53' 01.11" W PROJECT LOCATION LATITUDE: 33° 37' 38.28" N LONGITUDE: 117° 53' 01.11" W DA T E : DR A W N B Y : KA N E P R O J E C T N O : DE S I G N E D B Y : SC A L E : OF SH E E T PR E P A R E D A T T H E R E Q U E S T O F REVISIONS © 2 0 2 0 K A N E G e o T e c h , I n c . CH E C K E D B Y : Lo s A n g e l e s O f f i c e 60 8 0 C e n t e r D r . , S u i t e 6 0 0 Lo s A n g e l e s , C A 9 0 0 4 5 (3 2 3 ) 3 3 1 - 9 2 2 2 Ho n o l u l u O f f i c e 14 4 1 K a p i o l a n i B l v d . , S u i t e 1 1 1 5 Ho n o l u l u , H I 9 6 8 1 4 (8 0 8 ) 4 6 8 - 9 9 9 3 Ge o T e c h , I n c . Ge o e n g i n e e r i n g C o n s u l t a n t s St o c k t o n O f f i c e 74 0 0 S h o r e l i n e D r . , S u i t e 6 St o c k t o n , C A 9 5 2 1 9 (2 0 9 ) 4 7 2 - 1 8 2 2 BJ F WF K WF K N. T . S . 20 2 0 0 8 - 2 0 KG T 2 0 - 4 3 Pa r k N e w p o r t A p a r t m e n t s B a c k B a y D r i v e Su r f i c i a l S l o p e S t a b i l i z a t i o n a n d R o c k f a l l M i t i g a t i o n Ne w p o r t B e a c h , C a l i f o r n i a He t h e r i n g t o n E n g i n e e r i n g , I n c . 53 6 5 A v e n i d a E n c i n a s , S u i t e A Ca r l s b a d , C a l i f o r n i a 9 2 0 0 8 1 7 20 2 1 0 1 - 2 0 : A d d e d S h e e t 7 . BACK BAY DRIVE N 6 2021 01-20 REVISED PLANS 7 4 - Park Newport Final Plans 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 SYSTEM PATTERN THREADED BAR ANCHOR WITH GEOBRUGG P33 SPIKE PLATE EST. PATTERN ANCHOR QUANTITY: 41 GEOBRUGG 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 SYSTEM SPOT THREADED BAR ANCHOR WITH GEOBRUGG P33 SPIKE PLATE EST. SPOT ANCHOR QUANTITY: 5 GEOBRUGG TECCO SYSTEM BOUNDARY WIRE ROPE EST. LENGTH: 250-L.F.EXISTING SIDE SCARP OF LANDSLIDE AREA 55' PROPERTY LINE GEOBRUGG TECCO SYSTEM BOUNDARY WIRE ROPE ANCHOR EST. ANCHOR QUANTITY: 8 CONCRETE DRAINAGE STRUCTURE TYP. 32" MIN. HEIGHT CONCRETE PRECAST K-RAIL TYPE (K) 80-FT LENGTH AUTHORIZED FOR TEMPORARY PLACEMENT IN ACCORDANCE WITH EMERGENCY COASTAL DEVELOPMENT PERMIT (CDP) EROSION CONTROL AREA SEE SHEET 7 FOR STRAW WATTLE DETAILS AND SEE HYDROSEEDING NOTE 1 CROSS SECTION X-X' TOP OF MESH 32" MIN. HEIGHT CONCRETE PRECAST K-RAIL TYPE (K) 80-FT LENGTH AUTHORIZED FOR TEMPORARY PLACEMENT IN ACCORDANCE WITH EMERGENCY COASTAL DEVELOPMENT PERMIT (CDP) BOTTOM OF MESH THREADBAR ANCHOR WITH GEOBRUGG SPIKE PLATE BEDROCK (MONTEREY FORMATION) (B E D D I N G 4 0 ° T O 6 0 ° ) EROSION CONTROL NORTH AMERICAN GREEN SEDIMAX-SW® STRAW WATTLE OR EQUAL SEE SHEET 7 FOR DETAILS DA T E : DR A W N B Y : KA N E P R O J E C T N O : DE S I G N E D B Y : SC A L E : OF SH E E T PR E P A R E D A T T H E R E Q U E S T O F REVISIONS © 2 0 2 0 KA N E G e o T e c h , I n c . CH E C K E D B Y : Lo s A n g e l e s O f f i c e 60 8 0 C e n t e r D r . , S u i t e 6 0 0 Lo s A n g e l e s , C A 9 0 0 4 5 (3 2 3 ) 3 3 1 - 9 2 2 2 Ho n o l u l u O f f i c e 14 4 1 K a p i o l a n i B l v d . , S u i t e 1 1 1 5 Ho n o l u l u , H I 9 6 8 1 4 (8 0 8 ) 4 6 8 - 9 9 9 3 Ge o T e c h , I n c . Ge o e n g i n e e r i n g C o n s u l t a n t s St o c k t o n O f f i c e 74 0 0 S h o r e l i n e D r . , S u i t e 6 St o c k t o n , C A 9 5 2 1 9 (2 0 9 ) 4 7 2 - 1 8 2 2 BJ F WF K WF K 1" = 6 ' - 0 " 20 2 0 0 8 - 2 0 KG T 2 0 - 4 3 Pa r k N e w p o r t A p a r t m e n t s B a c k B a y D r i v e Su r f i c i a l S l o p e S t a b i l i z a t i o n a n d R o c k f a l l M i t i g a t i o n Ne w p o r t B e a c h , C a l i f o r n i a He t h e r i n g t o n E n g i n e e r i n g , I n c . 53 6 5 A v e n i d a E n c i n a s , S u i t e A Ca r l s b a d , C a l i f o r n i a 9 2 0 0 8 2 7 20 2 1 0 1 - 2 1 : A d d e d K - R a i l L o c a t i o n N o t e 2 . A d d e d E r o s i o n C o n t r o l D e t a i l s . GENERAL 1.DETAILS SHOWN ON THE CONSTRUCTION DRAWINGS ARE TYPICAL AND SIMILAR. DIMENSIONS, SCHEDULES, SPECIFIC NOTES, AND DETAILS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 2.DIMENSIONS SHOWN ON THE CONSTRUCTION DRAWINGS ARE BASED ON BEST AVAILABLE INFORMATION PROVIDED TO AND MAY NOT BE PRECISELY INDICATIVE OF FIELD CONDITIONS. ALL DIMENSIONS AND DETAILS SHOWN ON THE CONSTRUCTION DRAWINGS SHALL BE REVIEWED AND VERIFIED BY THE CONTRACTOR BEFORE THE START OF ANY CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN ENGINEER IMMEDIATELY FOR CLARIFICATION. SITE UTILITIES 1.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 UTILITIES HAS 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. 3.UNDERGROUND SERVICE ALERTS SHALL BE UPDATED NO EARLIER THAN 48-HOURS BEFORE BREAKING GROUND. DURING CONSTRUCTION, THE CONTRACTOR SHALL MAINTAIN FUNCTIONAL SERVICE TO ANY AND ALL UTILITIES FOUND IN THE EASEMENT. PLANNED INTERRUPTION OF SERVICE SHALL REQUIRE PERMISSION FOR THE UTILITY SERVICE PROVIDER AND THE OWNER/CUSTOMER. 4.BEFORE ISSUANCE OF A CERTIFICATE OF OCCUPANCY THE CONTRACTOR SHALL REPAIR AND DAMAGE TO UTILITIES FOUND IN THE EASEMENT. 5.ALL PRIVATE IRRIGATION SPRINKLER HEADS SHALL BE INSTALLED AND POSITIONED IN A MANNER THAT WILL NOT CAUSE IRRIGATION OVERSPRAY ONTO THE PUBLIC RIGHT-OF-WAY. SITE LAYOUT - GENERAL 1.SURFICIAL SLOPE STABILIZATION SYSTEM LIMITS SHOWN ARE APPROXIMATE. ACTUAL FIELD LOCATION LIMITS SHALL BE VERIFIED IN THE FIELD BY THE DESIGN ENGINEER PRIOR TO THE START OF CONSTRUCTION. 2.SITE LAYOUT FIELD STAKING FOR THE SURFICIAL SLOPE STABILIZATION SYSTEM SHALL BE ACCOMPLISHED USING THE CONSTRUCTION DRAWINGS AS A GUIDE. SITE LAYOUT LOCATION STAKING SHALL BE VERIFIED IN THE FIELD BY THE DESIGN ENGINEER PRIOR TO DRILLING. 3.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND ANCHORAGE LOCATIONS SHOWN ON THE CONSTRUCTION DRAWINGS PRIOR TO ANY VEGETATIVE CLEARING, SCALING, EXCAVATION, AND CONSTRUCTION. 4.DISCREPANCIES BETWEEN THE CONSTRUCTION DRAWINGS AND ON-SITE FIELD CONDITIONS MAY ADJUST THE COVERAGE AREA AND DIMENSIONS SHOWN ON THE CONSTRUCTION DRAWINGS. ANY CHANGE DUE TO SITE CONDITIONS SHALL BE APPROVED IN WRITING BY THE DESIGN ENGINEER. 5.GEOBRUGG TECCO® SLOPE STABILIZATION SYSTEM LAYOUT SHOWN ON SHEET 02 IS CONCEPTUAL AND FOR REFERENCE ONLY. STAKING AND LAYOUT SHALL NOT BE COMPLETED USING THE CONCEPTUAL LAYOUT. 6.ADDITIONAL ANCHORS MAY BE NECESSARY DEPENDING ON SLOPE CONDITIONS AFTER REMOVAL OF EXISTING VEGETATION AND OR EXISTING CONTOUR IRREGULARITIES ON THE SLOPE FACE. ESTIMATED MATERIAL QUANTITIES 1.NO GEOBRUGG SURFICIAL TECCO SLOPE STABILIZATION SYSTEM MATERIALS SHALL BE ORDERED UNTIL THE SYSTEM LOCATION SITE LAYOUT FIELD STAKING HAS BEEN COMPLETED AND APPROVED BY THE ENGINEER. 2.FINAL GEOBRUGG SURFICIAL TECCO SLOPE STABILIZATION SYSTEM MATERIAL QUANTITIES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. TOPOGRAPHIC SURVEY 1.THIS TOPOGRAPHIC SURVEY SHOWN HAS BEEN MODIFIED AND IS ONLY INTENDED FOR THE DESIGNED SURFICIAL SLOPE STABILIZATION LAYOUT AND LOCATION PURPOSES. 2.LOCATIONS OF PROPERTY LINES ARE APPROXIMATE. SURFICIAL SLOPE STABILIZATION SYSTEM MATERIAL LEGEND GEOBRUGG 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: 41 GEOBRUGG 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: 5 GEOBRUGG TECCO SYSTEM - BOUNDARY WIRE ROPE ANCHOR ·ESTIMATED WIRE ROPE ANCHOR QUANTITY: 8 SURFICIAL SLOPE STABILIZATION CONCEPTUAL TOPOGRAPHIC LAYOUT GEOBRUGG SURFICIAL SLOPE STABILIZATION SYSTEM 6'0'6'12'18'3' TOPOGRAPHIC SCALE SCALE: 1 INCH = 6 FEET 20'0'20'40'60'10' CROSS-SECTION SCALE SCALE: 1 INCH = 20 FEET HYDROSEEDING: 1.SLOPE SHALL BE HYDROSEEDED PER DIRECTION FROM THE CITY ENGINEER EXCEPT FOR AREAS WITH EXPOSED ROCK. K-RAIL LOCATION: 1.K-RAIL AUTHORIZED FOR TEMPORARY PLACEMENT IN ACCORDANCE WITH THE EMERGENCY COASTAL DEVELOPMENT PERMIT. 2.K-RAIL MINIMUM 6" FROM EDGE OF PAVEMENT (ADJUST IN FIELD TO PROVIDE LARGER SETBACK WHERE FEASIBLE). TOE CAN BE TRIMMED BACK AS NEEDED TO EXPOSE NO MORE THAN 2 VERTICAL FT. INSTALL K-RAIL WITH ADEQUATE SPACE BETWEEN THE TOE AND THE K-RAIL FOR ACCUMULATION OF SOIL/DEBRIS. TRAFFIC CONTROL PLAN: 1.EXISTING TRAFFIC CONTROL PLAN TO REMAIN. SEE SHEET 6 FOR DETAILS. 2021 01-20 REVISED PLANS BOUNDARY WIRE ROPE ANCHOR SIDE VIEW DETAIL SCALE: N.T.S. ANCHOR EMBEDMENT DEPTH (SEE SCHEDULE 2) HEAVY-DUTY THIMBLE 5/8" Ø IWRC 6X19 WIRE ROPE ANCHOR (DOUBLE LEGGED) MANUFACTURER'S SWAGED FERRULE OR [(4) 5/8" WIRE ROPE CLIPS] 1'-0" MAX. 1'-0" MAX. CEMENT GROUT NON-SHRINK 1,500 PSI MIN. @ 3-DAYS 3,000-PSI MIN. @ 7 DAYS COMPRESSIVE STRENGTH SCH. 40 PVC CENTRALIZER 10'-0" MAX. O.C. SPACING 2 MIN. PER ANCHOR 3" MIN. GROUT COVER SWAGED FERRULE OR SPLAYED END GEOBRUGG TENSIONED TECCO G65/4 LAYOUT DETAIL ELEVATION VIEW D-1 3 SCALE: N.T.S. THREADED BAR ANCHOR SIDE VIEW DETAIL D-4 3 SCALE: N.T.S. 1'-0" MAX. 1'-0" MAX. DRILL HOLE Ø (SEE SCHEDULE 1) SCH. 40 PVC CENTRALIZER 10'-0" MAX. O.C. SPACING 2 MIN. PER ANCHOR SURFICIAL TOP SOIL / WEATHERED BEDROCK TYP. CEMENT GROUT NON-SHRINK 1,500 PSI MIN. @ 3-DAYS 3,000-PSI MIN. @ 7 DAYS COMPRESSIVE STRENGTH A A' BOUNDARY ROPE CONNECTION TO WIRE ROPE ANCHOR PLAN VIEW DETAIL D-2 3 SCALE: N.T.S. 3" MIN. GROUT COVER MIN. (3) 1/2" WIRE ROPE CLIPS MIN. (3) 1/2" WIRE ROPE CLIPS 5/8" Ø 6X19 IWRC WIRE ROPE ANCHOR (DOUBLE LEGGED) HEAVY-DUTY THIMBLE TYP. 1/2" Ø 6X19 IWRC BOUNDARY WIRE ROPE D-2 3 D-3 3 TYPE 2 COMPRESSION CLAW 1/2" Ø MIN. 6X19 IWRC BOUNDARY WIRE ROPE ANCHOR EMBEDMENT DEPTH (SEE SCHEDULE 2) SHALE BEDROCK TYP. DRILL HOLE Ø (SEE SCHEDULE 1) 40'-0" APPROX. TOP MESH COVERAGE WIDTH D-3 3 2'-0" MIN. , 3'-0" MAX. WIRE ROPE ANCHOR OFFSET MANUFACTURER'S SWAGED FERRULE OR [(4) 5/8" WIRE ROPE CLIPS] EXISTING NATURAL GRADE TYP. 1/2" Ø MIN. 6X19 IWRC BOUNDARY WIRE ROPE EXISTING NATURAL GRADE TYP. MANUFACTURER'S SWAGED FERRULE OR [(4) 5/8" WIRE ROPE CLIPS] 5/8" Ø 6X19 IWRC WIRE ROPE ANCHOR (DOUBLE LEGGED) HEAVY-DUTY THIMBLE TYP. ANCHOR INCLINATION [SEE SHEET 4 NOTES] ANCHOR DEPTH INTO BEDROCK (SEE SCHEDULE 2) ANCHOR DEPTH INTO BEDROCK (SEE SCHEDULE 2) SURFICIAL TOP SOIL / WEATHERED BEDROCK TYP. TYPE 2 COMPRESSION CLAW 60'-0" APPROX. BOTTOM MESH COVERAGE WIDTH 58'-0" APPROX. MESH COVERAGE SLOPE DISTANCE HEIGHT 1/2" MIN. GROUT COVER AROUND ANCHOR 1/2" MIN. GROUT COVER AROUND ANCHOR CREST OF HEAD SCARP LANDSLIDE AREA TYP. 2'-0" MIN. , 3'-0" MAX. WIRE ROPE ANCHOR OFFSET GEOBRUGG TECCO® G65/4 WIRE MESH EST. COVERAGE QUANTITY: 3,000 SQ.FT. TOP OF SLOPETOP OF SLOPE SHALE BEDROCK TYP. CREST OF HEAD SCARP LANDSLIDE AREA TYP. GEOBRUGG TECCO® G65/4 WIRE MESH 1-1/8" Ø H.D. HEXAGONAL NUT AND H.D. HARDENED WASHER (#9) 1-1/8" Ø WILLIAMS FORM GRADE 75-KSI SOLID THREADED BAR OR APPROVED EQUAL 3" MIN. THREADED BAR TAIL (ABOVE HEXAGONAL NUT) GEOBRUGG TECCO® P33 SPIKE PLATE 3'-0" MIN. ANCHOR OFFSET OVER CREST OF HEAD SCARP GEOBRUGG TECCO® P33 SPIKE PLATE 1/2" Ø 6X19 IWRC BOUNDARY WIRE ROPE 2'-0" MIN. , 3'-0" MAX. WIRE ROPE ANCHOR OFFSET GEOBRUGG TECCO® P33 SPIKE PLATE 1/2 ANCHOR SPACING OFFSET 10'-0" MAX. ANCHOR SPACING 10'-0" MAX. ANCHOR SPACING GEOBRUGG TECCO® G65/4 WIRE MESH EST. COVERAGE QUANTITY: 3,000 SQ.FT. PATTERN THREADED BAR ANCHOR SEE DETAIL D/4 CREST OF HEAD SCARP LANDSLIDE AREA TYP. LOOSE / BROKEN SURFICIAL SLOPE MATERIAL TYP. TO BE RETAINED BY SYSTEM SPOT THREADED BAR ANCHOR SEE DETAIL D/4 32" MIN. HEIGHT CONCRETE PRECAST K-RAIL TYPE (K) 80-FT LENGTH AUTHORIZED FOR TEMPORARY PLACEMENT IN ACCORDANCE WITH EMERGENCY COASTAL DEVELOPMENT PERMIT (CDP) TYPICAL SLOPE CROSS SECTION (A-A') PROFILE VIEW D-5 3 SCALE: N.T.S. MONTEREY FORMATION TYP. BEDDING VARIES 40° - 60° ANCHOR INCLINATION [SEE SHEET 4 NOTES] EROSION CONTROL AREA SEE SHEET 2 FOR DETAILS DA T E : DR A W N B Y : KA N E P R O J E C T N O : DE S I G N E D B Y : SC A L E : OF SH E E T PR E P A R E D A T T H E R E Q U E S T O F REVISIONS © 2 0 2 0 KA N E G e o T e c h , I n c . CH E C K E D B Y : Lo s A n g e l e s O f f i c e 60 8 0 C e n t e r D r . , S u i t e 6 0 0 Lo s A n g e l e s , C A 9 0 0 4 5 (3 2 3 ) 3 3 1 - 9 2 2 2 Ho n o l u l u O f f i c e 14 4 1 K a p i o l a n i B l v d . , S u i t e 1 1 1 5 Ho n o l u l u , H I 9 6 8 1 4 (8 0 8 ) 4 6 8 - 9 9 9 3 Ge o T e c h , I n c . Ge o e n g i n e e r i n g C o n s u l t a n t s St o c k t o n O f f i c e 74 0 0 S h o r e l i n e D r . , S u i t e 6 St o c k t o n , C A 9 5 2 1 9 (2 0 9 ) 4 7 2 - 1 8 2 2 BJ F WF K WF K N. T . S . 20 2 0 0 8 - 2 0 KG T 2 0 - 4 3 Pa r k N e w p o r t A p a r t m e n t s B a c k B a y D r i v e Su r f i c i a l S l o p e S t a b i l i z a t i o n a n d R o c k f a l l M i t i g a t i o n Ne w p o r t B e a c h , C a l i f o r n i a He t h e r i n g t o n E n g i n e e r i n g , I n c . 53 6 5 A v e n i d a E n c i n a s , S u i t e A Ca r l s b a d , C a l i f o r n i a 9 2 0 0 8 3 7 20 2 1 0 1 - 2 0 : A d d e d E r o s i o n C o n t r o l A r e a . GEOBRUGG TECCO® G65/4 SURFICIAL SLOPE STABILIZATION SYSTEM DETAILS GEOBRUGG TECCO® G65/4 TENSIONED WIRE MESH SYSTEM S1 - THREADED BAR AND WIRE ROPE ANCHOR - BOND STRENGTH AND RESISTANCE GEOLOGIC ANCHORAGE SUBSURFACE BEDROCK MIN. DRILL HOLE DIAMETER NOMINAL ANCHOR GROUT/GROUND BOND STRENGTH * ALLOWABLE ANCHOR GROUT/GROUND BOND STRENGTH NOMINAL ANCHOR PULLOUT RESISTANCE ** ALLOWABLE ANCHOR PULLOUT RESISTANCE HARD SHALE 3.5-IN 100-PSI 50-PSI 13.2-KIPS/FT 6.6-KIPS/FT S1 NOTES: 1.(*) ALLOWABLE THREADED BAR ANCHOR GROUT/GROUND BOND STRENGTH INCLUDES A RESISTANCE FACTOR OF 2.0 PER FHWA GEC 007, 2015. 2.(**) ALLOWABLE THREADED BAR ANCHOR PULLOUT RESISTANCE INCLUDES A RESISTANCE FACTOR OF 2.0 PER FHWA GEC 007, 2015. 3.PULLOUT RESISTANCE IS FOR THE BONDED ANCHOR DEPTH INTO BEDROCK. S2 - THREADED BAR AND WIRE ROPE ANCHOR - DEPTHS ANCHOR TYPE GEOLOGIC ANCHORAGE SUBSURFACE BEDROCK * UNBONDED (FREE-STRESSING LENGTH) ANCHOR DEPTH MIN. BONDED ANCHOR DEPTH EST. MIN. ANCHOR EMBEDMENT DEPTH EST. STICK UP ABOVE GROUND SURFACE EST. MIN. TENDON LENGTH THREADED BAR HARD SHALE 3-FT 6-FT 9-FT 1-FT 10-FT WIRE ROPE HARD SHALE 3-FT 3-FT 6-FT 1-FT 7-FT S2 NOTES: 1.(*) ANCHOR UNBONDED (FREE-STRESSING LENGTH) DEPTH FOR THE SURFICIAL WEATHERED BEDROCK / TOPSOIL LAYER. 2.BONDED ANCHOR DEPTH INTO BEDROCK. S3 - ANCHOR - DESIGN & MAXIMUM TEST LOADS SOIL NAIL ANCHOR POSITION TENSILE DESIGN LOAD (DL) MAX. TENSILE TESTING LOAD (MTL) PATTERN / SPOT THREADED BAR 36.4-KIPS 48.4-KIPS BOUNDARY WIRE ROPE 18.2-KIPS 24-KIPS S4 - THREADED BAR ANCHOR - PLATE PRE-TENSIONING LOAD SOIL NAIL ANCHOR POSITION ANCHOR PRE-TENSIONING TENSILE LOAD ANCHOR PRE-TENSIONING TORQUE PATTERN / SPOT 6.7-KIPS 295 FT-LBS S4 NOTE: 1.PRE-TENSIONING LOAD SHALL NOT EXCEED 11-KIPS OF TENSILE LOAD PER THE MANUFACTURERS REQUIREMENTS. 2021 01-20 REVISED PLANS GEOBRUGG TECCO® HORIZONTAL END PANEL CONNECTION DETAIL ELEVATION VIEW - (3/8" SHACKLE CONNECTION OPTION) D-4 4 SCALE: N.T.S. GEOBRUGG TECCO® HORIZONTAL END PANEL CONNECTION DETAIL ELEVATION VIEW - (TURN-IN OF WIRE OPTION) D-5 4 SCALE: N.T.S. BREAK LINE TYP. GEOBRUGG TECCO® TREE CUT-OUT DETAILS ELEVATION VIEW D-1 4 SCALE: N.T.S. GEOBRUGG TECCO® VERTICAL END PANEL CONNECTION DETAIL ELEVATION VIEW - OVERLAP OPTION D-3 4 SCALE: N.T.S. GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (A) BREAK LINE TYP. GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (B) GEOBRUGG T3 CONNECTION CLIP (1) PER MESH DIAMOND (EACH SIDE) GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (B) GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (A) MIN. (2) 5/16" Ø WIRE ROPE CLIPS EACH END PER LOOP GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (A) MIN. (2) 5/16" Ø WIRE ROPE CLIPS EACH END PER LOOP GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (A) & (B) LOOPS GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (B) BREAK LINE TYP. GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (A) GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (B) GEOBRUGG TECCO® VERTICAL END PANEL CONNECTION DETAIL ELEVATION VIEW - WITHOUT OVERLAP OPTION D-2 4 SCALE: N.T.S. 2 DIAMOND MESH UNIT OVERLAP TYPICAL (3) 5/16" Ø WIRE ROPE CLIPS TREE LOCATION TYP. GEOBRUGG TECCO® G65/4 STEEL WIRE MESH PANEL (A) 2 MESH MIN. BOUNDARY ROPE OFFSET FROM CUT EDGE BREAK LINE TYP. GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (B) 5/16" Ø 6X19 IWRC LACING WIRE ROPE (SEAM THROUGH EACH MESH DIAMOND) GEOBRUGG TECCO® G65/4 VERTICAL MESH CONNECTION (OPTION TYPES SEE DETAILS D-2, D-3 SHEET 4) GEOBRUGG TECCO® G65/4 WIRE MESH PANEL (A) & (B) LOOPS 3/8" MIN. SCREW PIN ANCHOR SHACKLE (1) PER MESH DIAMOND GEOBRUGG T3 CONNECTION CLIP (2) PER MESH DIAMOND DA T E : DR A W N B Y : KA N E P R O J E C T N O : DE S I G N E D B Y : SC A L E : OF SH E E T PR E P A R E D A T T H E R E Q U E S T O F REVISIONS © 2 0 2 0 KA N E G e o T e c h , I n c . CH E C K E D B Y : Lo s A n g e l e s O f f i c e 60 8 0 C e n t e r D r . , S u i t e 6 0 0 Lo s A n g e l e s , C A 9 0 0 4 5 (3 2 3 ) 3 3 1 - 9 2 2 2 Ho n o l u l u O f f i c e 14 4 1 K a p i o l a n i B l v d . , S u i t e 1 1 1 5 Ho n o l u l u , H I 9 6 8 1 4 (8 0 8 ) 4 6 8 - 9 9 9 3 Ge o T e c h , I n c . Ge o e n g i n e e r i n g C o n s u l t a n t s St o c k t o n O f f i c e 74 0 0 S h o r e l i n e D r . , S u i t e 6 St o c k t o n , C A 9 5 2 1 9 (2 0 9 ) 4 7 2 - 1 8 2 2 BJ F WF K WF K N. T . S . 20 2 0 0 8 - 2 0 KG T 2 0 - 4 3 Pa r k N e w p o r t A p a r t m e n t s B a c k B a y D r i v e Su r f i c i a l S l o p e S t a b i l i z a t i o n a n d R o c k f a l l M i t i g a t i o n Ne w p o r t B e a c h , C a l i f o r n i a He t h e r i n g t o n E n g i n e e r i n g , I n c . 53 6 5 A v e n i d a E n c i n a s , S u i t e A Ca r l s b a d , C a l i f o r n i a 9 2 0 0 8 4 7 GEOBRUGG TECCO WIRE MESH CONNECTION DETAILS AND NOTES GEOBRUGG TECCO® G65/4 TENSIONED WIRE MESH SYSTEM TENSIONED HIGH-STRENGTH WIRE MESH SYSTEM NOTES STEEL MATERIALS - CORROSION PROTECTION 1.ALL STEEL MATERIALS USED IN FOR THE GEOBRUGG TECCO® SLOPE STABILIZATION SYSTEM SHALL BE CORROSION PROTECTED BY GALVANIZATION OR EPOXY COATING. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL CORROSION PROTECTION REQUIREMENTS. STEEL MATERIAL - AESTHETIC COLORING 1.AESTHETIC COLORING FOR THE GEOBRUGG TECCO® SLOPE STABILIZATION SYSTEM SHALL BE DETERMINED BY THE OWNER. STEEL MATERIAL TO BE COLORED SHALL BE DETERMINED BY THE OWNER. IF AESTHETIC COLORING IS CHOSEN, CONTRACTOR SHALL SUPPLY THE OWNER WITH THE MANUFACTURERS COLOR SAMPLES. ANCHOR - DRILLING 1.THREADED BAR ANCHOR DRILLING LOCATIONS SHALL NOT DEVIATE MORE THAN 10% FROM THE THREADED BAR ANCHOR SPACING INDICATED ON THE CONSTRUCTION DRAWINGS. DRILLING INCLINATIONS FOR THE THREADED BAR ANCHORS SHALL BE PERPENDICULAR TO THE SLOPE FACE AT SLOPE INCLINATIONS LESS THAN 70-DEGREES. 2.SLOPE INCLINATIONS EXCEEDING 70-DEGREES SHALL BE INCLINED AT A MAXIMUM 20-DEGREES AND MINIMUM 15-DEGREES FROM HORIZONTAL. 3.ANCHOR DEPTHS AND DRILL HOLE SIZES SEE SHEET 3 SCHEDULES FOR INFORMATION. ANCHOR - THREADED BAR 1.THREADED BAR ANCHORS SHALL BE MINIMUM (#9) 1-1/8-IN DIAMETER GRADE 75 KSI SOLID CORE STEEL WILLIAMS FORM THREADED BAR OR APPROVED EQUAL. THREADED BAR SHALL HAVE A MINIMUM YIELD STRENGTH OF 75-KIPS AND ULTIMATE STRENGTH OF 100-KIPS. ANCHOR - BOUNDARY WIRE ROPE 1.WIRE ROPE ANCHORS SHALL BE MINIMUM 5/8-IN Ø WIRE ROPE INDEPENDENT WIRE ROPE CORE (IWRC), EXTRA IMPROVED PLOW STEEL (EIPS) 6X19 CONSTRUCTION DOUBLE LEGGED. DOUBLE LEGGED ANCHOR SHALL HAVE A MINIMUM BREAKING STRENGTH OF 62-KIPS. ANCHOR - THREADED BAR - COUPLERS 1.THREADED BAR COUPLER(S) SHALL BE STOP-TYPE STEEL COUPLERS FOR SOLID CORE THREADED BAR. COUPLERS SHALL MEET ASTM A29 OR ASTM A576. THREADED BARS SHALL BE COMPLETELY THREADED TO THE MIDPOINT OF THE COUPLER. COUPLERS SHALL EXCEED OR MEET THE STRENGTH REQUIREMENTS OF THE THREADED BAR. COUPLERS ARE ONLY PERMITTED FOR USE OF THREADED BARS EXCEEDING 10-FT SECTION LENGTHS. ANCHOR - CENTRALIZERS 1.CENTRALIZERS SHALL BE INSTALLED ON EACH ANCHOR TO ADEQUATELY SUPPORT THE ANCHOR IN THE CENTER OF THE DRILL HOLE. CENTRALIZERS SHALL BE PVC SCH. 40 AND ASSEMBLED TO THE WIRE ROPE AND THREADED BAR USING STEEL TIE WIRE. CENTRALIZERS SHALL BE SPACED AT A MAXIMUM 10-FT SPACING WITH A CENTRALIZER POSITIONED A MAXIMUM OF 1-FT FROM EACH END OF THE THREADED BAR AND WIRE ROPE. ANCHOR - GROUT 1.ANCHORAGE GROUT SHALL MEET THE POST TENSIONING INSTITUTE (PTI) PTI M55.1-12(13) STANDARDS. THE GROUT SHALL BE NON-SHRINK CEMENT GROUT MIXED WITH WATER AS RECOMMENDED BY THE MANUFACTURER AND CONFORM TO ASTM C845 FOR EXPANSIVE HYDRAULIC CEMENT. THE GROUT SHALL HAVE A MINIMUM 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 TO INSERTION INTO THE DRILL HOLE. GROUT TUBE SHALL EXTEND THE FULL LENGTH OF THE THREADED BAR FOR THE ANCHOR. GROUTING OF THE ANCHORS SHALL COMMENCE FROM THE BOTTOM OF DRILL HOLE TO THE SLOPE SURFACE. IF BEAKING IS OBSERVED AFTER GROUTING, GROUT SHALL BE PLACED INTO THE DRILL 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 MESH 1.WIRE MESH SHALL BE GEOBRUGG TECCO® G65/4 TYPE HIGH-STRENGTH STEEL WIRE MESH OR APPROVED EQUAL. THE DESIGN ENGINEER SHALL INSPECT AND DETERMINE IF MATERIAL IS APPROVED. 2.WIRE MESH SHALL BE 3.27-IN X 5.43-IN (±3%) 0.157-IN DIAMETER HIGH-TENSILE STEEL WIRE. THE STEEL WIRE MATERIAL SHALL BE ALLOYED HIGH-STRENGTH WIRE WITH A MINIMUM TENSILE STRENGTH OF 4.9-KIPS. THE TENSILE LOAD CAPACITY OF THE MESH SHALL BE GREATER THAN 17.1-KIPS/FT. WIRE MESH CONNECTIONS 1.GEOBRUGG TECCO® WIRE MESH HORIZONTAL AND VERTICAL END PANEL CONNECTIONS SHALL BE CONNECTED USING THE METHODS SHOWN ON SHEET 4 DETAILS. 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. SHACKLE REQUIRED EVERY INDIVIDUAL OPEN MESH DIAMOND. 1.2.2.OPTION 2 - GEOBRUGG TECCO® G65/4 WIRE SHALL BE TURNED IN HORIZONTALLY THROUGH BOTH END PANELS. WIRE END LOOPS SHALL BE MADE TO CONNECT THE MESH PANEL TOGETHER USING (2) 5/16-IN WIRE ROPE CLIPS FOR EACH LOOP MADE. WIRE MESH - CONNECTION CLIP / SHACKLES 1.GEOBRUGG T3 CLIPS SHALL BE MINIMUM 0.157-IN (4-mm) DIAMETER HIGH-STRENGTH STEEL WIRE WITH A MINIMUM TENSILE STRENGTH OF 256-KSI. 2.SHACKLES SHALL BE MINIMUM 3/8-IN SCREW PIN ANCHOR SHACKLES AND COMPLY WITH FEDERAL SPECIFICATION RR-C-271G TYPE IVA, GRADE A, CLASS 1. SHACKLES SHALL BE DROP FORGED AND SUPPLIED BY THE SYSTEM MANUFACTURER. WIRE MESH - BOUNDARY WIRE ROPE 1.BOUNDARY WIRE ROPES SHALL BE INSTALLED AROUND THE SYSTEM ABOVE THE GEOBRUGG TECCO® WIRE MESH. BOUNDARY WIRE ROPE SHALL BE MINIMUM 1/2-IN DIAMETER INDEPENDENT WIRE ROPE COPE (IWRC) 6X19 CLASS WIRE ROPE OR APPROVED EQUAL. WIRE ROPE SHALL HAVE A MINIMUM BREAKING STRENGTH OF 26.6-KIPS. 2.BOUNDARY WIRE ROPE SHALL BE CONNECTED TO THE WIRE MESH USING TYPE 2 COMPRESSION CLAWS OR APPROVED EQUAL. COMPRESSION CLAWS SHALL BE INSTALLED: 2.1.TOP AND BOTTOM BOUNDARY ROPES - EVERY THIRD MESH 2.2.SIDE BOUNDARY ROPES - EVERY SECOND INDIVIDUAL MESH 2.3.BOUNDARY WIRE ROPE TERMINATION ENDS SHALL EACH INCLUDE (3) 1/2-IN MIN. WIRE ROPE CLIPS. WIRE MESH - TREE CUT-OUT 1.MESH HOLES FOR TREES SHALL BE CARRIED OUT AFTER MESH PANEL LAYING. MESH SEAMING SHALL BE CONNECTED USING METHOD SHOWN ON DETAIL SHEET 4. MINIMUM 5/16-IN Ø LACING WIRE ROPE SHALL BE SEAMED INTO THE MESH AROUND THE TREE TERMINATED WITH MINIMUM (3) 5/16-IN WIRE ROPE CLIPS. WIRE ROPE CLIPS 1.5/16-IN Ø LACING WIRE ROPE 1.1.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-LB 1.4.MINIMUM WIRE ROPE TAIL (AFTER LAST CLIP): 6-IN 2.1/2-IN Ø BOUNDARY WIRE ROPE 2.1.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-LB 2.4.MINIMUM WIRE ROPE TAIL (AFTER LAST CLIP): 6-IN 3.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 COMPLY WITH FEDERAL SPECIFICATION FF-C-450E TYPE 1, CLASS 1. SHACKLES SHALL BE DROP FORGED AND SUPPLIED BY THE SYSTEM MANUFACTURER. ANCHOR - SPIKE PLATE 2.WIRE MESH STEEL SPIKE PLATES SHALL BE GEOBRUGG TECCO® P33 TYPE OR APPROVED EQUAL. SPIKE PLATES SHALL BE MINIMUM 13-IN x 8-IN x 1/4-IN DIAMOND SHAPED. SPIKE PLATE SHALL INCLUDE A MINIMUM HOLE DIAMETER OF 1.5-IN. SPIKE PLATES SHALL HAVE A MINIMUM LONGITUDINAL BENDING RESISTANCE OF 1.8-KIPS/FT. 3.SPIKE PLATES SHALL BE INSTALLED HORIZONTALLY AS SHOWN ON THE DRAWINGS. SPIKE PLATES SHALL BE FITTED TO THE THREADED BAR ANCHOR WITH A HEAVY-DUTY HEXAGONAL NUT AND HEAVY DUTY WASHER. WASHER TYPE SHALL BE SPHERICAL, BEVELED OR FLAT DEPENDING ON SLOPE CONDITIONS. HEXAGONAL NUTS AND WASHERS SHALL PROVIDE COMPLETE BEARING CONTACT TO THE SPIKE PLATE. ANCHOR PRE-TENSIONING 1.THREADED BAR ANCHORS SHALL BE PRE-TENSIONED TO A MINIMUM TENSILE LOAD 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 VALUE OF 295 FT-LB PER ANCHOR. MAXIMUM TORQUE SHALL BE 350 FT-LB. 2.TORQUE WRENCH SHALL BE CHECKED AND CORRECTED IF A DIFFERENCE IN TORQUE VALUES IS OBSERVED. CALIBRATION AND PRE-TENSIONING OF THE ANCHORS SHALL BE UNDER THE OBSERVATION OF THE DESIGN ENGINEER IN THE FIELD. ANCHOR TESTING - GENERAL 1.THE CONTRACTOR SHALL TENSILE TEST PRODUCTION OR VERIFICATION (PRE-PRODUCTION) ANCHORS. 2.ANCHOR TESTING SHALL BE IN ACCORDANCE WITH THE POST TENSIONING INSTITUTE (PTI) DC35.1-14 RECOMMENDATIONS FOR PRESTRESSED ROCK AND SOIL ANCHORS, PROJECT SPECIFICATIONS, AND THESE CONSTRUCTION DRAWINGS. 3.EITHER PRODUCTION ANCHORS OR VERIFICATION (PRE-PRODUCTION) ANCHORS SHALL BE TESTED BY THE CONTRACTOR. TESTING TYPE SELECTION SHALL BE PROVIDED TO THE DESIGN ENGINEER A MINIMUM OF ONE WEEK PRIOR TO A TENTATIVE TESTING DATE. 4.ANCHOR TESTING SHALL BE OBSERVED BY THE DESIGN ENGINEER AND PERFORMED BY QUALIFIED TESTING PERSONNEL. THE CONTRACTOR'S TESTING PERSONNEL SHALL BE COMPETENT IN TESTING AND EQUIPMENT SETUP. THE ANCHOR TESTING EQUIPMENT SETUP AND PROCEDURE SHALL BE EXAMINED BY THE DESIGN ENGINEER PRIOR TO ANCHOR TESTING. THE DESIGN ENGINEER SHALL DETERMINE IF THE TESTING SETUP IS ACCEPTABLE. 5.ANCHOR TESTING SHALL NOT BE PERFORMED UNTIL THE GROUT HAS REACHED MINIMUM ADEQUATE COMPRESSIVE STRENGTH NO LESS THAN 3-DAYS AFTER GROUT POUR, OR AT THE DISCRETION OR THE DESIGN ENGINEER. THE CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER NO LESS THAN 2 DAYS PRIOR 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 THESE CONSTRUCTION DRAWINGS AND THE DESIGN CALCULATION REPORT. OPTION 1 - PRODUCTION ANCHOR TESTING 1.IF PRODUCTION ANCHOR TESTING IS CHOSEN, A MINIMUM OF 10% OF THE TOTAL NUMBER OF THREADED BAR ANCHORS SHALL BE TESTED OR AT THE DISCRETION OF THE DESIGN ENGINEER. LOCATION(S) OF THE PRODUCTION ANCHORS TO BE TESTED SHALL BE DETERMINED BY THE DESIGN ENGINEER. THE PRODUCTION ANCHORS SHALL BE TESTED BY PERFORMANCE TESTING AS REFERENCED AND DESCRIBED IN THE PROJECT SPECIFICATIONS. OPTION 2 - VERIFICATION (PRE-PRODUCTION) ANCHOR TESTING 1.IF VERIFICATION (PRE-PRODUCTION) ANCHOR TESTING IS CHOSEN, A MINIMUM OF 3 ANCHORS SHALL BE TESTED OR AT THE DISCRETION OF THE DESIGN ENGINEER. THE LOCATION(S) OF THE VERIFICATION ANCHORS TO BE TESTED SHALL BE DETERMINED AND LOCATED BY THE DESIGN ENGINEER IN THE FIELD DURING SITE LAYOUT. 2.FOR THE VERIFICATION TESTING OPTION, THE DESIGN ENGINEER SHALL BE ON-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 BY THE CONTRACTOR OF PERFORMING VERIFICATION TESTING. 3.IF THE LOAD CAPACITIES OF THE ANCHOR TENDON ARE NOT EXCEEDED OR ANCHOR PULLOUT FAILURE DOES NOT OCCUR THE SACRIFICIAL VERIFICATION ANCHOR MAY BE INCLUDED INTO THE PRODUCTION ANCHOR QUANTITY. IF THE ANCHOR TENDON LOAD CAPACITIES ARE EXCEEDED OR ANCHOR PULLOUT FAILURE OCCURS, THE VERIFICATION ANCHOR SHALL NOT BE USED WITHIN THE PRODUCTION ANCHOR QUANTITY AND BE CUT AT GRADE AFTER TESTING. 4.FOR VERIFICATION TESTING THE CONTRACTOR HAS THE OPTION OF TESTING WIRE ROPE OR THREADED BAR TENDONS. THE TECHNICAL STRENGTH PROPERTIES OF THE TENDONS SHALL BE PROVIDED TO THE DESIGN ENGINEER PRIOR TO TESTING. 5.VERIFICATION ANCHORS SHALL BE TESTED BY PERFORMANCE TESTING AS PROVIDED IN THE PROJECT SPECIFICATIONS. VERIFICATION ANCHORS CAN BE LOADED TO PULLOUT FAILURE AT THE DISCRETION OF THE DESIGN ENGINEER. 2021 01-20 REVISED PLANS TYPICAL FIBER ROLL INSTALLATION FIBER ROLL ENTRENCHMENT DETAIL ISOMETRIC VIEW 4-FT M A X . 4-FT M A X . FLOW DIRECTION FLOW DIRECTION FIBER ROLL TYP. 8-IN Ø MIN. 3/4-IN x 3/4-IN x 2-FT MIN. LENGTH WOODEN STAKE SIDE PROFILE VIEW FIBER ROLL TYP. 8-IN Ø MIN. 3/4-IN x 3/4-IN x 2-FT MIN. LENGTH WOODEN STAKE FLOW DIRECTION 2" MIN. 4" MAX. 1-FT MIN. STAKE DEPTH SHEET F L O W D I R E C T I O N TYPICAL SILT FENCE ISOMETRIC VIEW TYPICAL SILT FENCE SECTION VIEW 2-FT MIN. GEOTEXTILE HEIGHT ABOVE GRADE GEOTEXTILE FABRIC (INSTALLED ON UPSLOPE SIDE OF THE POSTS) (TYPE SHALL MEET NOTE REQUIREMENTS) WOODEN POST MINIMUM 1-1/4-IN x 1-1/4-IN x 4-FT LENGTH OR EQUIVALENT POST SPACING 8-FT MAX. (WOVEN) 4-FT MAX. (NON-WOVEN) TYPICAL SILT FENCE END POST (SEE NOTES FOR FENCE SPLICE TYPES AND OVERLAP REQUIREMENTS) EXISTING GROUND TYP. EXCAVATED AND BACKFILLED TRENCH TYP. FASTENERS - MIN. NO. 10 GAGE WIRE OR 50 LB PLASTIC ZIP TIES MIN. 3 PER POST. GEOTEXTILE FABRIC (INSTALLED ON UPSLOPE SIDE OF THE POSTS) (TYPE SHALL MEET NOTE REQUIREMENTS) EXISTING GROUND TYP. 6" GEOTEXTILE FABRIC DEPTH 6" GEOTEXTILE FABRIC WIDTH EXCAVATED AND BACKFILLED TRENCH TYP. 2-FT MIN. POST DEPTH BELOW GRADE 2-FT MIN. GEOTEXTILE / POST HEIGHT ABOVE GRADE WOODEN POST MINIMUM 1-1/4-IN x 1-1/4-IN x -FT LENGTH OR EQUAL WOODEN POST MINIMUM 1-1/4-IN x 1-1/4-IN x 4-FT LENGTH OR EQUAL WOODEN END POSTS MINIMUM 1-1/4-IN x 1-1/4-IN x 4-FT LENGTH OR EQUIVALENT GEOTEXTILE FABRIC (INSTALLED ON UPSLOPE SIDE OF THE POSTS) (TYPE SHALL MEET NOTE REQUIREMENTS) GEOTEXTILE FABRIC (INSTALLED ON UPSLOPE SIDE OF THE POSTS) (TYPE SHALL MEET NOTE REQUIREMENTS) WOODEN END POSTS MINIMUM 1-1/4-IN x 1-1/4-IN x 4-FT LENGTH OR EQUIVALENT WOODEN END POSTS MINIMUM 1-1/4-IN x 1-1/4-IN x 4-FT LENGTH OR EQUIVALENT TYPICAL SPLICE DETAILS PLAN VIEW FLOW DIRECTION FLOW DIRECTION GROUT PLANT GROUT PLANT GROUT HOPPER TYP. WOODEN PALLET TYP. 4" X 6" MIN. WOOD BEAM TYP. VISQUEEN POLYETHYLENE PLASTIC OR APPROVED EQUAL UNDER ENTIRE GROUT MIXING AREA 4'-0" MIN. WIDTH 8'-0" MIN. LENGTH 4" X 6" MIN. WOOD BEAM TYP. WOODEN PALLET TYP. VISQUEEN POLYETHYLENE PLASTIC OR APPROVED EQUAL UNDER ENTIRE GROUT MIXING AREA GROUT HOPPER TYP. 4" X 6" MIN. WOOD BEAM TYP. 4" X 6" MIN. WOOD BEAM TYP. GROUT WASTE MANAGEMENT SYSTEM ELEVATION VIEW VISQUEEN POLYETHYLENE PLASTIC OR EQUAL UNDER ENTIRE GROUT MIXING AREA GROUT WASTE MANAGEMENT SYSTEM FRONT ELEVATION VIEW 4" X 6" MIN. WOOD BEAM TYP. GROUT WASTE MANAGEMENT SYSTEM SIDE ELEVATION VIEW GROUT HOPPER TYP.SANDBAGS 2-BAGS HIGH TYPICAL PROTECTION FOR INLET ON SUMP TYPICAL PROTECTION FOR INLET ON GRADE SPILLWAY 1-BAG HIGH FLOW DIRECTION INLET EDGE OF PAVEMENT FLOW DIRECTION SANDBAGS 2-BAGS HIGHSPILLWAY 1-BAG HIGH INLET EDGE OF PAVEMENT CONSTRUCTION SITE BMP TYPICAL DETAILS SILT FENCES 1.SILT FENCES SHALL BE TEMPORARY AND INSTALLED PRIOR TO ANY GRADING / EXCAVATION WORK IN THE SLOPE STABILIZATION SITE AREA. SILT FENCES SHALL BE PLACED AT THE TOP OF SLOPE AND THE SLOPE TOE IN BEHIND THE FIBER ROLLS. LOCATIONS OF THE SILT FENCES SHALL BE DETERMINED IN THE FIELD DURING THE SITE LAYOUT AND APPROVED BY THE DESIGN ENGINEER. 2.TEMPORARY SILT FENCE(S) SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD AND REMOVED AFTER SITE STABILIZATION AND FINAL INSPECTION. 3.MAINTAIN SILT FENCE ADEQUATE HOLDING CAPACITY FOR SEDIMENT CONTROL. SEDIMENT SHALL BE 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 LENGTH WOODEN 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-WOVEN FABRIC. 6.PRIOR TO INSTALLATION OF THE GEOTEXTILE FABRIC, THE SLOPE SURFACE AT THE FENCE LOCATIONS SHALL BE EXCAVATED WITH THE FABRIC PLACED A MINIMUM OF 6-IN, THEN BACKFILLED WITH EXISTING SOIL TO THE GROUND SURFACE. 7.THE GEOTEXTILE FABRIC SHALL BE ATTACHED DIRECTLY TO THE UPSLOPE SIDE OF WOODEN POSTS WITH A MINIMUM OF (4) 1/2-IN STAPLES PER STAKE. FIBER ROLLS 1.FIBER ROLLS SHALL BE TEMPORARY AND INSTALLED PRIOR TO ANY GRADING / EXCAVATION WORK IN THE SLOPE STABILIZATION SITE AREA. FIBER ROLLS SHALL BE PLACED AT THE TOP OF SLOPE AND THE SLOPE TOE IN FRONT OF THE SILT FENCES. LOCATIONS OF THE FIBER ROLLS SHALL BE DETERMINED IN THE FIELD DURING THE SITE LAYOUT AND APPROVED BY THE DESIGN ENGINEER. 2.FIBER ROLLS SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD AND REMOVED AFTER SITE STABILIZATION AND FINAL INSPECTION. 3.MAINTAIN FIBER ROLL ADEQUATE HOLDING CAPACITY FOR SEDIMENT CONTROL. SEDIMENT SHALL BE 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 MAXIMUM OF 4-IN. WOODEN STAKES SHALL BE DRIVEN INTO THE FIBER ROLLS A MINIMUM OF 1-FT AT A SPACING OF 4-FT. STORM DRAIN INLET PROTECTION 1.STORM DRAIN INLET PROTECTION DURING CONSTRUCTION SHALL BE TEMPORARY AND INSTALLED PRIOR TO ANY GRADING / EXCAVATION WORK IN THE SLOPE STABILIZATION SITE AREA. 2.STORM DRAIN INLET PROTECTION AREAS SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD AND REMOVED AFTER SITE STABILIZATION AND FINAL INSPECTION. 3.LOCATIONS OF STORM DRAIN INLET PROTECTION AREAS SHALL BE IDENTIFIED IN THE FIELD DURING THE SITE LAYOUT. 4.IF SEDIMENT ACCUMULATION OCCURS, SEDIMENT SHALL BE REMOVED WHEN ACCUMULATION REACHES A MAXIMUM OF 1/3 OF THE HEIGHT. 5.GRAVEL OR SAND SHALL BE USED IN BAGS. 6.BAGS SHALL BE PLACED AS SHOWN IN THE DETAILS AROUND THE DESIGNATED STORM DRAIN AREA. 7.IF SILT OR CLAY SOIL PARTICLES ARE PRESENT, FILTER FABRIC SHALL BE USED TO LINE THE BAGS. STORM DRAIN INLET PROTECTION DETAILSGROUT WASTE MANAGEMENT DETAILS SILT FENCE DETAILS FIBER ROLL DETAILS GROUT WASTE MANAGEMENT 1.PRIOR TO GROUT MIXING COMMENCEMENT THE WASTE MANAGEMENT AREA SHALL BE PLACED AROUND THE MIXING PLANT TO PREVENT SPILLS AND SEEPAGE INTO THE GROUND SURFACE BELOW. 2.THE CONTRACTOR SHALL PROVIDE A WASTE MANAGEMENT AREA SIMILAR TO THE TYPICAL DETAILS SHOWN. ACTUAL SETUP MAY VARY DEPENDING ON SIZE AND LOCATION OF MIXING EQUIPMENT. 3.AFTER GROUTING PLACEMENT, THE WASTE AREA SHALL BE REMOVED BY THE CONTRACTOR. 4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY SPILLS OR SEEPAGE AND BE PROPERLY CLEANED UP PRIOR TO ADDITIONAL WORK BEING COMMENCED. WHEN SILT FENCE SPLICES ARE NECESSARY, SPLICES SHALL BE AT POST LOCATIONS. PLACE THE END POST OF THE SECOND FENCE INSIDE THE END POST OF THE FIRST FENCE. ROTATE BOTH POSTS TOGETHER AT LEAST 180 DEGREES TO CREATE A TIGHT SEAL WITH THE FABRIC MATERIAL. CUT THE FABRIC NEAR THE BOTTOM OF THE POSTS TO ACCOMMODATE THE 6 INCH FLAP. THEN DRIVE BOTH POSTS AND BURY THE FLAP. THE GEOTEXTILE FABRIC SHALL CONSIST OF EITHER BE WOVEN OR NON-WOVEN POLYESTER, POLYPROPYLENE, STABILIZED NYLON, POLYETHYLENE, OR POLYVINYLIDENE CHLORIDE. NON-WOVEN FABRIC MAY BE NEEDLE PUNCHED, HEAT BONDED, RESIN BONDED, OR COMBINATIONS THEREOF. 8. 9. DA T E : DR A W N B Y : KA N E P R O J E C T N O : DE S I G N E D B Y : SC A L E : OF SH E E T PR E P A R E D A T T H E R E Q U E S T O F REVISIONS © 2 0 2 0 KA N E G e o T e c h , I n c . CH E C K E D B Y : Lo s A n g e l e s O f f i c e 60 8 0 C e n t e r D r . , S u i t e 6 0 0 Lo s A n g e l e s , C A 9 0 0 4 5 (3 2 3 ) 3 3 1 - 9 2 2 2 Ho n o l u l u O f f i c e 14 4 1 K a p i o l a n i B l v d . , S u i t e 1 1 1 5 Ho n o l u l u , H I 9 6 8 1 4 (8 0 8 ) 4 6 8 - 9 9 9 3 Ge o T e c h , I n c . Ge o e n g i n e e r i n g C o n s u l t a n t s St o c k t o n O f f i c e 74 0 0 S h o r e l i n e D r . , S u i t e 6 St o c k t o n , C A 9 5 2 1 9 (2 0 9 ) 4 7 2 - 1 8 2 2 BJ F WF K WF K N. T . S . 20 2 0 0 8 - 2 0 KG T 2 0 - 4 3 Pa r k N e w p o r t A p a r t m e n t s B a c k B a y D r i v e Su r f i c i a l S l o p e S t a b i l i z a t i o n a n d R o c k f a l l M i t i g a t i o n Ne w p o r t B e a c h , C a l i f o r n i a He t h e r i n g t o n E n g i n e e r i n g , I n c . 53 6 5 A v e n i d a E n c i n a s , S u i t e A Ca r l s b a d , C a l i f o r n i a 9 2 0 0 8 5 7 2021 01-20 REVISED PLANS TRAFFIC CONTROL PLAN DA T E : DR A W N B Y : KA N E P R O J E C T N O : DE S I G N E D B Y : SC A L E : OF SH E E T PR E P A R E D A T T H E R E Q U E S T O F REVISIONS © 2 0 2 0 KA N E G e o T e c h , I n c . CH E C K E D B Y : Lo s A n g e l e s O f f i c e 60 8 0 C e n t e r D r . , S u i t e 6 0 0 Lo s A n g e l e s , C A 9 0 0 4 5 (3 2 3 ) 3 3 1 - 9 2 2 2 Ho n o l u l u O f f i c e 14 4 1 K a p i o l a n i B l v d . , S u i t e 1 1 1 5 Ho n o l u l u , H I 9 6 8 1 4 (8 0 8 ) 4 6 8 - 9 9 9 3 Ge o T e c h , I n c . Ge o e n g i n e e r i n g C o n s u l t a n t s St o c k t o n O f f i c e 74 0 0 S h o r e l i n e D r . , S u i t e 6 St o c k t o n , C A 9 5 2 1 9 (2 0 9 ) 4 7 2 - 1 8 2 2 BJ F WF K WF K N. T . S . 20 2 1 0 1 - 0 6 KG T 2 0 - 4 3 Pa r k N e w p o r t A p a r t m e n t s B a c k B a y D r i v e Su r f i c i a l S l o p e S t a b i l i z a t i o n a n d R o c k f a l l M i t i g a t i o n Ne w p o r t B e a c h , C a l i f o r n i a He t h e r i n g t o n E n g i n e e r i n g , I n c . 53 6 5 A v e n i d a E n c i n a s , S u i t e A Ca r l s b a d , C a l i f o r n i a 9 2 0 0 8 6 7 EXISTING TRAFFIC CONTROL PLAN TO REMAIN. 2021 01-20 REVISED PLANS NOTES: 1. PEDESTRIAN ACCESS SHALL BE CONTROLLED USING A FLAGMAN. 5'-0" WATTLE S P A C I N G O . C . 6'-0" FROM BASE OF TECCO SYSTEM 5' - 0 " F R O M B O T T O M 3'-0" - 4 ' - 0 " S T A K E S P A C I N G O . C . 1'-0" S T A K E S P A C I N G F R O M W A T T L E E D G E 1'-6" O V E R L A P M I N . 9" 3" DEPOSIT EXCAVATED SOIL UPSLOPE COMPACT LOOSE SOIL AGAINST WATTLE 2" - 3 " 12 " ( M I N . ) NORTH AMERICAN GREEN SEDIMAX-SW® STRAW WATTLE OR EQUAL WOOD STAKE (TYP.) STRAW WATTLE EROSION CONTROL TYPICAL DETAILS DA T E : DR A W N B Y : KA N E P R O J E C T N O : DE S I G N E D B Y : SC A L E : OF SH E E T PR E P A R E D A T T H E R E Q U E S T O F REVISIONS © 2 0 2 0 KA N E G e o T e c h , I n c . CH E C K E D B Y : Lo s A n g e l e s O f f i c e 60 8 0 C e n t e r D r . , S u i t e 6 0 0 Lo s A n g e l e s , C A 9 0 0 4 5 (3 2 3 ) 3 3 1 - 9 2 2 2 Ho n o l u l u O f f i c e 14 4 1 K a p i o l a n i B l v d . , S u i t e 1 1 1 5 Ho n o l u l u , H I 9 6 8 1 4 (8 0 8 ) 4 6 8 - 9 9 9 3 Ge o T e c h , I n c . Ge o e n g i n e e r i n g C o n s u l t a n t s St o c k t o n O f f i c e 74 0 0 S h o r e l i n e D r . , S u i t e 6 St o c k t o n , C A 9 5 2 1 9 (2 0 9 ) 4 7 2 - 1 8 2 2 BJ F WF K WF K N. T . S . 20 2 1 0 1 - 0 6 KG T 2 0 - 4 3 Pa r k N e w p o r t A p a r t m e n t s B a c k B a y D r i v e Su r f i c i a l S l o p e S t a b i l i z a t i o n a n d R o c k f a l l M i t i g a t i o n Ne w p o r t B e a c h , C a l i f o r n i a He t h e r i n g t o n E n g i n e e r i n g , I n c . 53 6 5 A v e n i d a E n c i n a s , S u i t e A Ca r l s b a d , C a l i f o r n i a 9 2 0 0 8 7 7 20 2 1 0 1 - 2 0 : A d d e d S h e e t 7 . 2021 01-20 REVISED PLANS NOTES: 1. DETAILS ARE TYPICAL AND EROSION CONTROL WATTLES SHALL BE FIELD FIT AS REQUIRED BY THE CITY ENGINEER. STRAW WATTLE EROSION CONTROL TYPICAL DETAILS D-1 7 SCALE: N.T.S. STRAW WATTLE TRENCHING DETAILS D-3 7 SCALE: N.T.S. STRAW WATTLE STAKING DETAILSD-4 7 SCALE: N.T.S. STRAW WATTLE OVERLAP DETAILS D-2 7 SCALE: N.T.S.