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2026-01-23 MGPN-Rev 8-Approved
N SCALE IN FEET 3000150010000500 ENGINEER OF RECORD: DATE APPROVAL BY THE CITY DOES NOT GUARANTEE ACCURACY NOR COMPLETENESS OF THESE PLANS. IT DOES AUTHORIZE THE OWNER TO BUILD THE PROJECT HEREON. IT SHALL BE THE RESPONSIBILITY OF THE OWNER AND ENGINEER OF RECORD TO CORRECT ANY DEFICIENCIES THAT APPEAR DURING OR AFTER CONSTRUCTION. CITY SPECIFICATIONS AND ENGINEERING STANDARDS SHALL BE FOLLOWED UNLESS THEY ARE SPECIFICALLY WAIVED OR MODIFIED BY NOTES ON THESE PLANS. THE ENGINEER OF RECORD SHALL PROVIDE SUBMITTALS AS REQUIRED IN THE ENGINEERING STANDARDS. NOTICE PUBLIC IMPROVEMENT PLANS FOR:REVISIONS DESCRIPTION CITY FILE NO.SHEET OF DRAWN BY:CHECKED BY:JOB NO. DATE APPROVAL ENGR CITY COMMUNITY DEVELOPMENT DIRECTOR CITY UTILITIES ENGINEER TRANSPORTATION RECOMMENDED FOR APPROVAL BY ELECTRIC CO. GAS CO. TELEPHONE CO. TELEVISION CO. OTHER UTILITY DATE DATE DATE DATE DATE 1 45 DATE DATE DATE DATE DATE SAN LUIS OBISPO PUBLIC WORKS BY: 1.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR OR PERMITTEE TO CONTACT "UNDERGROUND SERVICE ALERT OF NORTHERN CALIFORNIA" BY PHONE AT 8-1-1 FORTY-EIGHT (48) HOURS PRIOR TO START OF CONSTRUCTION FOR LOCATION OF POWER, TELEPHONE, OIL AND NATURAL GAS UNDERGROUND FACILITIES. CONTRACTOR OR PERMITEE SHALL ALSO CONTACT THE APPROPRIATE AGENCY FOR THE LOCATION OF CABLE T.V., WATER, SEWER, DRAINAGE OR UNDERGROUND FACILITIES. Reference Documents: City Standard Specifications: August 2020 Edition City Engineering Standards: August 2020 Edition OTHER DATE HORIZONTAL CONTROL FOR POINTS 8091 AS PUBLISHED IN THE CITY OF SAN LUIS OBISPO 2007 HORIZONTAL CONTROL NETWORK. CITY NETWORK IS BASED ON THE NORTH AMERICAN DATUM OF 1983 (NAD83) EPOCH DATE 1991.35, ZONE 5 CALIFORNIA. VERTICAL CONTROL BENCHMARK NO. 98 WITH AN ELEVATION OF 200.17' AS PUBLISHED IN THE CITY OF SAN LUIS OBISPO 2007 BENCHMARK SYSTEM. CITY'S BENCHMARK SYSTEM IS BASED ON THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88). index to plans general notes datum AVILA RANCH - TRACT 3089 MASS GRADING PLAN - PHASES 2, 3, 4, 5 & 6 175 VENTURE DRIVE, SAN LUIS OBISPO, CA Sheet List Table Sheet Number Sheet Title 1 City Cover Sheet 2 Title Sheet 3 Notes Sheet 4 Notes and Legend Sheet 5 Grading Plan Index 6 Pad Grading Details 7 Pad Grading Details 8 Typical Road Sections 9 Grading Plan Layout 10 Grading Plan Layout 11 Grading Plan Layout 12 Grading Plan Layout 13 Grading Plan Layout 14 Grading Plan Layout 15 Grading Plan Layout 16 Grading Plan Layout 17 Grading Plan Layout 18 Grading Plan Layout 19 Grading Plan Layout 20 Grading Plan Layout 21 Grading Plan Layout 22 Cross Sectional Index 23 Cross Sections 1-2 24 Cross Setcion 3 25 Cross Section 4 26 Details 27 Details 28 Retaining Wall Index and Legend 29 Retaining Wall 01 30 Retaining Wall 02 31 Retaining Wall 03 32 Retaining Walls 04-07 33 Retaining Walls 08-11 34 Retaining Wall 12 35 Retaining Wall 13 36 Retaining Wall 14 37 Retaining Wall 15 38 Retaining Wall 16 39 Storm Drain 01 40 Storm Drain 01 41 Storm Drain 01 42 Storm Drain 02 West 43 Storm Drain 02 East 44 Storm Drain 03 45 Storm Drain 04 PROJECT SITE RAC H E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES ® THE SCOPE OF WORK FOR THIS PLAN SET INCLUDES: ·MASS GRADING OF ROADS TO SUBGRADE, BUILDING PADS FOR FUTURE SINGLE FAMILY RESIDENTIAL HOMES, COMMERCIAL LOTS, MULTIFAMILY HOUSING, PARKS AND OPEN SPACE, MULTI-USE TRAILS/BIKE PATH, CREEK BYPASS CHANNEL ·CONSTRUCTION OF RETAINING WALLS ·CONSTRUCTION OF DRAINAGE FEATURES SUCH AS PERIMETER SWALES, OVERFLOW SWALES, INTERCEPTOR SWALES, AND STORM DRAIN PIPE NETWORKS ·CONSTRUCTION OF TANK FARM CREEK CROSSINGS: O TRIPLE BARREL ARCH CULVERT AT VENTURE DRIVE O ARCH CULVERT AT JESPERSEN ROAD O PEDESTRIAN/BICYCLE BRIDGE BETWEEN WRIGHT BROTHERS WAY AND EARTHWOOD DRIVE O PEDESTRIAN/BICYCLE BRIDGE BETWEEN AGRICULTURAL OPEN SPACE AND PH. 1 BICYCLE PATH scope of work ·AVILA RANCH VESTING TENTATIVE TRACT MAP - TRACT 3089 ·AVILA RANCH PHASE 1 IMPROVEMENT PLANS - TRACT 3089 ·AVILA RANCH PHASE 1 FINAL MAP - TRACT 3089 ·EROSION AND SEDIMENT CONTROL PLANS FOR TRACT 3089 - AVILA RANCH PH 2-6 DATED 05/09/23 ·STORMWATER CONTROL PLAN FOR TRACT 3089 - AVILA RANCH PHASES 2-6, DATED 12/21/22 ·DRAINAGE REPORT FOR TRACT 3089 - AVILA RANCH PHASES 2-6, DATED April 2023 ·STORMWATER POLLUTION PREVENTION PLAN WDID NO.: 3 40C399656 ·PRELIMINARY STORMWATER CONTROL MEASURES OPERATIONS AND MAINTENANCE PLAN FOR TRACT 3089 - AVILA RANCH PHASES 2-6, DATED 12/21/22 ·PHASES 2-6 AVILA RANCH CLOMR FEMA CASE #: 22-09-0955R ·CALIFORNIA DEPARTMENT OF FISH AND WILDLIFE STREAMBED ALTERATION AGREEMENT: SLO-29127 ·STATE OF CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD WASTE DISCHARGE REQUIREMENT PERMIT associated plan & permit list FMAP-0808-2021 05-09-2023 ·ARCH CULVERT AND BRIDGE CONSTRUCTION DOCUMENTS ·RETAINING WALLS AND DRAINAGE CHANNELS ·SEE PERMIT FMAP 0124-2024 FOR PEDESTRIAN BRIDGE #1 - 7/31/2024 ·SEE PERMIT FMAP 0716-2024 FOR PEDESTRIAN BRIDGE #2 - 12/11/2024 ·SEE PERMIT FMAP 0619-2024 FOR VENTURE DRIVE AND JESPERSEN ROAD CULVERTS - 12/16/2024 deferred submittal ·VENTURE DRIVE ARCH CULVERT DESIGN EXCEPTION APPROVED 02/24/23 ·VENTURE DRIVE ARCH CULVERT MATERIAL DESIGN EXCEPTION APPROVED 02/24/23 ·WALL/FENCE HEIGHT (DEFERRED SUBMITTAL) design exceptions R. Schell R. Hawthorne NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE 1 2 3 4 9/25/23 Retaining Walls & Fencing Deferred Submittal 10/30/23 11/28/23 Retaining Walls Heights & Trash Rack Locations Sheets 30 & 31 Pedestrian Bridge and Channel Grading Sheets 12 & 13 4 1 Sheets S0.1 through S2.3 1 2 1 2/7/24 Grading @ Venture/Creek Crossing-Bike Paths- Ret. Wall Heights- Shts 10, 12-13, 19-20 & 33-35 REVISIONS DESCRIPTIONDATE APPROVAL ENGR CITY 5 6 7 8 1/17/25 9 5 5 5 5 4 4 4 Wall 05 Length Sht 32 Finished Pad Adjustments Shts 13, 15-16 & 19-20 5 6 Off-site Overflow Path To Tank Farm Creek Well Site Grading, SD01 and Omit Wall 16 7/14/25 6 6 Profile Revision to Wall 8a and 9a 8/11/25 7 6 Wall 1 Drainage Channel Drain Pipe and Baffles 10/21/25 8 6 Approved 01/23/2026 Engineering Development Review Revision #8 >> 6' DOOLITTLE DRIVE YEAGER COUR T EARHART WA Y COLEMAN LANE HUGHES LANE LANGLEY S T R E E T VENTURE DRIVE PIPER LANE MEMPHIS BELLE WAY FOXTROT COURT KITTY HAWK COURT JESPERSEN RO A D WRIGHT BROS WAY Alley 01 Alley 02 Alley 09 Alley 10 Alley 14 Alley15 Alley 11 Alley 12 Alley 16 Alley 17 Alley 18 Alley 23 Alley 22 Alley 21 Alley 20 Alley 19 Alley 06 Alley 07 Alley 08 Alley 05 Alley 04 Alley 03 Alley 13 CESSNA COURT Alley 24 Ti t l e S h e e t 2 FILE NAME: 1493-0007-TITL.DWG 227 1 1 1 46 46 41 41 58 166 166 1 N VICINITY MAP NTS PROJECT MAP NTS 101 227 101 TO PISMO BEACH U.S . 1 0 1 TANK FARM RD S T A T E H W Y . 2 2 7 TO ATASCADERO TO ARROYO GRANDE U.S . 1 0 1 VA C H E L L L A N E HIG U E R A SO U T H BUCKLEY RD PRADO RD L O S O S O S V A L L E Y R D SUBURBAN RD SITE LOCAL MAP NTS TO MORRO BAY VA C H E L L L A N E BUCKLEY RD SLO COUNTY AIRPORT EARTHWOOD ROAD JE S P E R S E N R O A D SITE ABBREVIATIONS AC ASPHALTIC CONCRETE ACP ASBESTOS CEMENT PIPE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION ARV AIR RELEASE VALVE A&V AIR AND VACUUM (COMBINATION) VALVE AVG AVERAGE BC BEGIN CURVE BF BLIND FLANGE BFV BUTTERFLY VALVE BIA BUREAU OF INDIAN AFFAIRS BLDG BUILDING BM BENCH MARK BO BLOW OFF BV BALL VALVE C CURB CAV COMBINATION AIR VALVE CATV CABLE TELEVISION CI CAST IRON CL CENTERLINE CL CLASS CMP CORRUGATED METAL PIPE CO CLEANOUT CONC CONCRETE CONST CONSTRUCTION CONT CONTINUOUS CP CATHODIC PROTECTION CPLG COUPLING CY CUBIC YARD DET DETAIL DIA DIAMETER DIM DIMENSION D/W DRIVEWAY E EXISTING EA EACH EC END CURVE ELE ELEVATION EP EDGE OF PAVEMENT EX EXISTING EG EXISTING GROUND FCA FLANGE COUPLING ADAPTOR FDC FIRE DEPARTMENT CONNECTION FF FINISH FLOOR FG FINISH GRADE FH FIRE HYDRANT FL FLOW LINE FL FIRE LINE FLG FLANGE FS FINISH SURFACE FT FEET G GAS GA GAGE GAL GALLON GALV GALVANIZED GB GRADE BREAK GPD GALLONS PER DAY GPM GALLONS PER MINUTE GV GATE VALVE HC HANDICAP HDPE HIGH DENSITY POLYETHYLENE HGL HYDRAULIC GRADE LINE ID INSIDE DIAMETER IN INCHES INV INVERT JP JOINT POLE JT JOINT UTILITY TRENCH L LENGTH LAT LATERAL LF LINEAR FEET LP LIGHT POLE LT LEFT M METER MAX MAXIMUM MIN MINIMUM MISC MISCELLANEOUS MH MANHOLE N/A NOT APPLICABLE NGVD NATIONAL GEODETIC VERTICAL DATUM NIC NOT IN CONTRACT NTS NOT TO SCALE OD OUTSIDE DIAMETER PCC PORTLAND CEMENT CONCRETE PH POTHOLE (UTILITY WAS POTHOLED) PIV POST INDICATOR VALVE POC POINT OF CONNECTION PRV PRESSURE REGULATING VALVE PSF POUND PER SQURE FOOT PSI POUND PER SQUARE INCH PVC POLYVINYL CHLORIDE R RADIUS RC REINFORCED CONCRETE RCP REINFORCED CONCRETE PIPE REQD REQUIRED RT RIGHT R/W RIGHT OF WAY RET WALL RETAINING WALL SS SANITARY SEWER SCH SCHEDULE SD STORM DRAIN SHT SHEET SPEC SPECIFICATIONS SSFM SANITARY SEWER FORCE MAIN STA STATION STD STANDARD STL STEEL SW SIDEWALK T TELEPHONE TB THRUST BLOCK TB TOP OF BANK TC TOP OF CURB TF TOP OF FOOTING TG TOP OF GRATE TP TOP OF PAVEMENT TYP TYPICAL TW TOP WALL UTL COMMON TRENCH UTILITIES VAR VARIES VC VERTICAL CURVE VIC VICTAULIC COUPLING VERT VERTICAL W WATER WF WIDE FLANGE WL WATER LINE WM WATER METER WS WATER SERVICE WV WATER VALVE WWM WELDED WIRE MESH WW WET WELL *NOTE: THIS IS A STANDARD SET OF ABBREVIATIONS. NOT ALL ABBREVIATIONS SHOWN WILL APPLY TO THIS WORK. OWNER/DEVELOPER WATHEN CASTANOS HOMES 735 TANK FARM, SUITE 100 SAN LUIS OBISPO, CA 93401 SITE ADDRESS 175 VENTURE DRIVE SAN LUIS OBISPO, CA 93401 ASSESSOR'S PARCEL NUMBERS 053-259-004 053-259-005 053-259-006 SURVEY NOTES 1.IF CONTRACTOR OPERATIONS DAMAGE OTHER SURVEY MONUMENTS, THE CONTACTOR SHALL REPLACE THEM, IN PLACE, AT NO ADDITION COST, IN ACCORDANCE WITH BUSINESS AND PROFESSIONS CODE OF CALIFORNIA SECTION 8771. 2.HORIZONTAL POSITIONS AS BASED ON THE CITY OF SAN LUIS OBISPO HORIZONTAL CONTROL NETWORK 2007 POINT 8091. POINT 8091, HAVING A PUBLISHED POSITION OF: NORTHING 2288695.139', EASTING 5773576.358'; AND POINT 8109, HAVING A PUBLISHED POSITION OF: NORTHING 2286220.263', EASTING 5762972.262'. POINT 8091 BEARS NORTH 76° 51' 47" EAST 10889.07' FROM POINT 8109. LOCATIONS ARE NOT SHOWN. 3.THE ORTHOMETRIC HEIGHTS (ELEVATIONS) WERE BASED ON THE CITY OF SAN LUIS OBISPO BENCHMARK SYSTEM 2007 AND REFERENCED BY BM #98, HAVING A PUBLISHED ELEVATION OF 200.17'. CITY OF SAN LUIS OBISPO BM #45 WAS MEASURED AS PART OF THIS SURVEY AND HAS A MEASURED ELEVATION OF 123.32' (RECORD FROM 2007 BENCHMARK REPORT 123.38'). 4.ALL MEASUREMENTS LISTED, SHOWN AND REPRESENTED HEREON ARE BASED ON GRID DISTANCES OF THE CALIFORNIA COORDINATE SYSTEM OF 1983 ZONE 5 PROJECTION BASED ON THE CITY OF SAN LUIS OBISPO HORIZONTAL CONTROL NETWORK 2007. THE COMBINED SCALE FACTOR FOR THE PROJECT IS 0.999970881. THIS SCALE FACTOR WAS CALCULATED USING AN ELEVATION OF 92.84' FOR PT. NO. 124. DIVIDE THE DISTANCES HEREON BY THE COMBINED SCALE FACTOR TO OBTAIN GROUND DISTANCES. ALL DISTANCES SHOWN ARE U.S. SURVEY FEET. 5.THE CONVERGENCE ANGLE IS: -1° 38' 13.79596" AT PT. NO. 124. 6.THE CONTOUR INTERVAL IS 1 FOOT. 7.UNDERGROUND UTILITY LOCATIONS ARE PLOTTED BASED ON ABOVE GROUND PAINT MARKS BY OTHERS, ABOVE GROUND SURFACE STRUCTURES. ACTUAL LOCATION MAY DIFFER. ADDITIONAL UNDERGROUND UTILITY LINES MAY EXIST. FOR INFORMATION REGARDING UTILITY LOCATION, SIZE, DEPTH, CONDITION, AND CAPACITY CONTACT UTILITY OR MUNICIPAL/PUBLIC SERVICE FACILITY. 8.UNDERGROUND PIPE SIZES ARE BASED ON VISUAL OBSERVATIONS MADE FROM THE SURFACE AND ARE APPROXIMATE. 9.EASEMENTS AFFECTING THE PROPERTIES SHOWN HEREON MAY EXIST. NO TITLE INFORMATION WAS PROVIDED. GENERAL NOTES 1.THESE PLANS ARE PART OF A SET OF CONTRACT DOCUMENTS AND SHALL NOT BE CONSIDERED THE SOLE SOURCE OF CONSTRUCTION INFORMATION. ALL CONSTRUCTION WORK AND INSTALLATIONS SHALL CONFORM TO THE CITY OF SAN LUIS OBISPO STANDARDS AND SPECIFICATIONS, THE CONTRACT DOCUMENTS AND WORK SHALL BE SUBJECT TO THE APPROVAL OF THE CITY PUBLIC WORKS DEPARTMENT (CITY). 2.THE CONTRACTOR SHALL HAVE COPIES OF THE APPROVED CONTRACT DOCUMENTS FOR THIS PROJECT ON THE SITE AT ALL TIMES AND SHALL BE FAMILIAR WITH ALL APPLICABLE STANDARDS AND SPECIFICATIONS. 3.CONTRACTOR AGREES THAT THEY SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE JOB SITE DURING THE COURSE OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE ENGINEER AND OWNER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR ENGINEER, OR THIRD PARTY IN VIOLATION OF THE LAW OR IN TRESPASS. THE CONTRACTOR SHALL PRACTICE SAFETY AT ALL TIMES AND SHALL FURNISH, ERECT, AND MAINTAIN, SUCH FENCES, BARRICADES, LIGHTS, AND SIGNS NECESSARY TO GIVE ADEQUATE PROTECTION TO THE PUBLIC AT ALL TIMES. 4.INFORMATION PERTAINING TO EXISTING UNDERGROUND FACILITIES IS BASED ON RECORD INFORMATION AND IS SHOWN FOR INFORMATION PURPOSES ONLY. UNDERGROUND FEATURES SHOWN IN PLAN VIEW ON THE PLANS ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT, AND MAY NOT APPEAR IN PROFILE OR SECTIONS VIEWS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING ALL AGENCIES INVOLVED AND SHALL LOCATE ALL FACILITIES PRIOR TO EXCAVATION IN ANY AREA. THE CONTRACTOR SHALL CALL UNDERGROUND SERVICE ALERT (USA), TOLL FREE AT 811, AND THE CITY OF SAN LUIS OBISPO AT 805-237-3861 FORTY-EIGHT (48) HOURS PRIOR TO THE START OF CONSTRUCTION. 5.THE CONTRACTOR SHALL CONTINUALLY REVIEW JOB SITE CONDITIONS. CONDITIONS REQUIRING CONSTRUCTION DIFFERENT FROM THAT SHOWN ON THE PLANS SHALL BE REPORTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED CONSTRUCTION. 6.SHOULD IT APPEAR THAT THE WORK TO BE DONE OR ANY MATTER RELATIVE THERETO IS NOT SUFFICIENTLY DETAILED OR EXPLAINED ON THESE PLANS, THE CONTRACTOR SHALL, AT THEIR EARLIEST OPPORTUNITY, REQUEST IN WRITING FROM THE ENGINEER SUCH FURTHER EXPLANATIONS AS MAY BE NECESSARY PRIOR TO THE COMMENCEMENT OF SAID WORK. 7.THESE DRAWINGS REPRESENT THE FINISHED CONDITION AND UNLESS OTHERWISE INDICATED, THEY DO NOT SHOW THE METHOD OF CONSTRUCTION. 8.ALL IMPROVEMENTS SHOWN OR INDICATED ON THESE DRAWINGS ARE TO BE CONSTRUCTED AND/OR INSTALLED BY THE CONTRACTOR IN THIS PROJECT, UNLESS THEY ARE CALLED OUT AS: "EXISTING", "FUTURE", "NIC", NOT A PART; OR HAVE SOME OTHER EXCLUDING NOTATION. 9.CONTRACTOR SHALL KEEP A SET OF PROJECT DRAWINGS ON WHICH RECORD INFORMATION SHALL BE PLACED NOTING DEVIATIONS FROM THE PLANS IN THE LOCATION, GRADE, SIZE, TYPE, AND SCOPE OF WORK WHICH IS CONSTRUCTED. 10.THE CITY INSPECTOR SHALL PERFORM PERIODIC REVIEWS OF COMPLETED WORK TO DETERMINE CONFORMANCE WITH THE APPROVED PLANS. CONTRACTOR SHALL CORRECT ANY DIFFERENCES FOUND BY SUCH SURVEY AND WILL PROVIDE ALL CONTRACTOR'S RECORDS KEPT DURING THE COURSE OF CONSTRUCTION TO THE ENGINEER OF WORK AND CITY INSPECTOR FOR PREPARATION OF RECORD DRAWINGS. ENGINEER WILL PREPARE SUCH RECORD DRAWINGS UPON COMPLETION OF THE WORK AND PRIOR TO CITY'S FINAL INSPECTION. 11.OCCUPATIONAL SAFETY AND HEALTH ACT (OSHA) REQUIREMENTS AND STANDARDS SHALL BE OBSERVED AT THE JOB SITE AT ALL TIMES. 12.THE ENGINEER OF WORK SHALL ORGANIZE A PRE-CONSTRUCTION MEETING PRIOR TO COMMENCEMENT OF WORK. THE MEETING SHALL INCLUDE (AT A MINIMUM) THE OWNER/REPRESENTATIVE, CONTRACTORS, ENGINEER OF WORK, SOILS ENGINEER, PERTINENT UTILITY COMPANIES, SURVEYOR AND CITY STAFF. 13.THE CONTRACTOR CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DEPARTMENT AT LEAST FIVE WORKING DAYS PRIOR TO THE BEGINNING OF CONSTRUCTION AT 805-781-7200. 14.ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL RECOMMENDATIONS AND REQUIREMENTS AS SET FORTH IN THE SOILS REPORT: SOILS ENGINEERING REPORT UPDATE, AVILA RANCH DEVELOPMENT, BUCKLEY ROAD AND VACHELL LANE, DATED 06/11/2018; PREPARED BY GEOSOLUTIONS, INC. 15.PROPOSED FUTURE IMPROVEMENTS ARE SHOWN FOR REFERENCE ONLY. 16.COMPLY WITH CONDITIONS OF APPROVAL FOR THE PROJECT. 17.NO CONSTRUCTION SHALL BE STARTED WITHOUT PLANS APPROVED BY THE CITY DEPARTMENT OF PUBLIC WORKS. THE DEPARTMENT OF PUBLIC WORKS SHALL BE NOTIFIED AT LEAST 24 HOURS PRIOR TO STARTING OF CONSTRUCTION AND OF THE TIME LOCATION OF THE PRECONSTRUCTION CONFERENCE. ANY CONSTRUCTION PERFORMED WITHOUT APPROVED PLANS OR PRIOR NOTIFICATION TO THE DEPARTMENT OF PUBLIC WORKS WILL BE REJECTED AND WILL BE AT THE CONTRACTOR’S AND/OR OWNER’S RISK. 18.FOR ANY CONSTRUCTION PERFORMED THAT IS NOT IN COMPLIANCE WITH PLANS OR PERMITS APPROVED FOR THE PROJECT THE PUBLIC WORKS DEPARTMENT MAY REVOKE ALL ACTIVE PERMITS AND RECOMMEND THAT CITY CODE ENFORCEMENT PROVIDE A WRITTEN NOTICE OR STOP WORK ORDER IN ACCORDANCE WITH LAND USE ORDINANCE. 19.ALL CONSTRUCTION WORK AND INSTALLATIONS SHALL CONFORM TO THE CITY OF SAN LUIS OBISPO PUBLIC IMPROVEMENT STANDARDS AND ALL WORK SHALL BE SUBJECT TO THE APPROVAL OF THE DEPARTMENT OF PUBLIC WORKS. 20.THE PROJECT OWNER AND CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND/OR MAINTAINING ALL WEATHER ACCESS AT ALL TIMES TO EXISTING PROPERTIES LOCATED IN THE VICINITY OF WORK. ADDITIONALLY, THEY SHALL BE RESPONSIBLE FOR MAINTAINING ALL EXISTING SERVICES, INCLUDING UTILITY, GARBAGE COLLECTION, MAIL DISTRIBUTION, ETC., TO ALL EXISTING PROPERTIES LOCATED IN THE VICINITY OF WORK. 21.ON-SITE HAZARDS TO PUBLIC SAFETY SHALL BE SHIELDED BY CONSTRUCTION FENCING. FENCING SHALL BE MAINTAINED BY THE PROJECT OWNER AND CONTRACTOR UNTIL SUCH TIME THAT THE PROJECT IS COMPLETED AND OCCUPIED, POTENTIAL HAZARDS HAVE BEEN MITIGATED, OR ALTERNATIVE PROTECTIVE MEASURES HAVE BEEN INSTALLED. 22.SOILS TESTS SHALL BE DONE IN ACCORDANCE WITH THE CITY PUBLIC IMPROVEMENT STANDARDS, SECTION 2.2. ALL TESTS MUST BE MADE WITHIN 15 DAYS PRIOR TO THE PLACING MATERIAL. THE TEST RESULTS SHALL CLEARLY INDICATE THE LOCATION AND SOURCE OF THE MATERIAL. 23.ROADWAY COMPACTION TESTS SHALL BE MADE ON SUBGRADE MATERIAL, AGGREGATE BASE MATERIAL, AND MATERIAL AS SPECIFIED BY THE SOILS ENGINEER. SAID TESTS SHALL BE MADE PRIOR TO THE PLACEMENT OF THE NEXT MATERIAL LIFT. 24.SUBGRADE MATERIAL SHALL BE COMPACTED TO A RELATIVE COMPACTION OF 95% IN THE ZONE BETWEEN FINISHED SUBGRADE ELEVATION AND A MINIMUM OF 1-FOOT BELOW. ALL MATERIAL IN FILL SECTIONS BELOW THE ZONE MENTIONED ABOVE SHALL BE COMPACTED TO 90% RELATIVE COMPACTION. 25.A REGISTERED CIVIL ENGINEER SHALL CERTIFY THAT THE IMPROVEMENTS WHEN COMPLETED ARE IN ACCORDANCE WITH THE PLANS PRIOR TO THE REQUEST FOR A FINAL INSPECTION. RECORD DRAWINGS SHALL BE PREPARED AFTER CONSTRUCTION IS COMPLETED. THE CIVIL ENGINEER CERTIFYING THE IMPROVEMENTS AND PREPARING AS-BUILT PLANS MAY BE PRESENT WHEN THE FINAL INSPECTION IS MADE BY THE CITY. 26.AN ENGINEER OF WORK AGREEMENT AND AN ENGINEER CHECKING AND INSPECTION AGREEMENT ARE REQUIRED PRIOR TO THE START OF CONSTRUCTION. THE PUBLIC WORKS DEPARTMENT SHALL BE NOTIFIED IN WRITING OF ANY CHANGES TO THE ENGINEER OF WORK AGREEMENT. CONSTRUCTION SHALL NOT PROCEED WITHOUT AN ENGINEER OF WORK. 27.UTILITY COMPANIES SHALL BE NOTIFIED PRIOR TO THE START OF CONSTRUCTION. 28.A CITY ENCROACHMENT PERMIT IS REQUIRED FOR ALL WORK DONE WITHIN THE CITY RIGHT-OF-WAY. THE ENCROACHMENT PERMIT MAY ESTABLISH ADDITIONAL CONSTRUCTION, UTILITY AND TRAFFIC CONTROL REQUIREMENTS. 29.THE CITY INSPECTOR ACTING ON BEHALF OF THE CITY DEPARTMENT OF PUBLIC WORKS MAY REQUIRE REVISIONS IN THE PLANS TO SOLVE UNFORESEEN PROBLEMS THAT MAY ARISE IN THE FIELD. ALL REVISIONS SHALL BE SUBJECT TO THE APPROVAL OF THE DEVELOPER’S ENGINEER OF WORK. 30.HYDRO-SEEDING OR OTHER PERMANENT EROSION CONTROL SHALL BE PLACED AND ESTABLISHED WITH 90% COVERAGE ON ALL DISTURBED SURFACES (OTHER THAN PAVED OR GRAVEL SURFACES) PRIOR TO THE FINAL INSPECTION. 31.FOR ANY PUBLIC IMPROVEMENTS TO BE MAINTAINED BY THE CITY, IF ENVIRONMENTAL PERMITS FROM THE U.S. ARMY CORPS OF ENGINEERS, THE CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD/STATE WATER RESOURCES CONTROL BOARD, OR THE CALIFORNIA DEPARTMENT OF FISH & GAME ARE REQUIRED, THE DEVELOPER SHALL: a.SUBMIT A COPY OF ALL SUCH COMPLETED PERMITS TO THE CITY DEPARTMENT OF PUBLIC WORKS OR, b.DOCUMENT THAT THE REGULATORY AGENCIES DETERMINED THAT SAID PERMIT IS NOT REQUIRED; PRIOR TO ACCEPTANCE OF THE COMPLETED IMPROVEMENTS FOR CITY MAINTENANCE AND RELEASE OF IMPROVEMENT SECURITY. ANY MITIGATION MONITORING REQUIRED BY SAID PERMITS WILL REMAIN THE RESPONSIBILITY OF THE DEVELOPER. 17.WHEN THE PROJECT SITE EARTHWORK IS NOT INTENDED TO BALANCE THEN A SEPARATE GRADING PERMIT FOR THE SENDING OR RECEIVING PROPERTY MAY BE REQUIRED. A COPY OF THE PERMIT/S OR EVIDENCE THAT NO PERMITS ARE REQUIRED SHALL BE SUBMITTED TO THE DEPARTMENT PRIOR TO COMMENCING PROJECT EARTHWORK 18.ELEVATION CERTIFICATES FOR EACH LOT SHALL BE SUBMITTED. GRADING GENERAL NOTES 1.THE FOLLOWING SOIL QUANTITIES ARE ESTIMATES ONLY AND ARE NOT ADJUSTED FOR REMOVAL OF VEGETATION OR FOR ROCK INCURRED DURING EXCAVATION. QUANTITY ESTIMATES SHOWN ON THESE PLANS ARE TO BE USED FOR BONDING AND PERMIT PURPOSES ONLY. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY ACTUAL QUANTITIES AND SHRINKAGE FOR THE PURPOSES OF CONSTRUCTION AND BIDDING. A.CUT = 253,503 CY B.FILL = 323,513 CY (ADJUSTMENT INCREASE OF 0% FOR SHRINKAGE) C.NET (FILL) = 70,010 CY D.MAX DEPTH OF CUT = 24.1 FT E.MAX DEPTH OF FILL = 10.2 FT 2.ALL GRADING AND SITE WORK SHALL BE DONE IN ACCORDANCE WITH THE GRADING ORDINANCE OF THE CITY OF SAN LUIS OBISPO, THE CALIFORNIA BUILDING CODE CHAPTER 18, 2019 ed., AND THE SOILS REPORT. IN THE CASE OF CONFLICT BETWEEN THE PRECEDING REQUIREMENTS AND THESE PLANS, THE MORE STRINGENT SHALL GOVERN. 3.THE GEOTECHNICAL ENGINEER, WILL BE NOTIFIED AT LEAST TWO (2) WORKING DAYS BEFORE SITE CLEARING OR GRADING OPERATIONS COMMENCE, AND WILL BE PRESENT TO OBSERVE THE STRIPPING OF DELETERIOUS MATERIAL AND PROVIDE CONSULTATION TO THE GRADING CONTRACTOR IN THE FIELD. 4.GRADING OPERATIONS SHALL CONFORM TO THE RECOMMENDATIONS IN THE SOILS REPORT (SOILS ENGINEERING REPORT UPDATE, AVILA RANCH DEVELOPMENT, BUCKLEY ROAD AND VACHELL LANE, DATED 06/11/2018; PREPARED BY GEOSOLUTIONS, INC. ), UNLESS OTHERWISE DIRECTED BY THE GEOTECHNICAL ENGINEER OF RECORD OR AS NOTED ON THESE PLANS. 5.ALL PERMANENT CUT OR FILL SLOPES SHALL BE NO STEEPER THAN 2.0 HORIZONTAL TO 1.0 VERTICAL. 6.FILL MATERIAL WILL BE RECOMPACTED TO 90% OF MAXIMUM DENSITY. 7.REMOVE ANY DELETERIOUS MATERIAL ENCOUNTERED BEFORE PLACING ANY FILL. 8.ALL FILLS SHALL BE BENCHED INTO COMPETENT MATERIAL AND FILL AREA SHALL BE PREPARED AS REQUIRED BY THE GEOTECHNICAL ENGINEER. NO FILL SHALL BE PLACED UNTIL PREPARATION OF THE SITE HAS BEEN APPROVED BY THE GEOTECHNICAL ENGINEER. SCARIFICATION OF THE EXISTING SOIL AT AREAS TO RECEIVE FILL SHALL BE PERFORMED. ALL FILL MATERIAL SHALL BE IN ACCORDANCE WITH THE SOILS REPORT. 9.FIELD OBSERVATION AND TESTING DURING THE GRADING OPERATIONS, AS DESCRIBED HEREIN, SHALL BE PROVIDED BY THE GEOTECHNICAL ENGINEER, SO THAT A DECISION CAN BE FORMED REGARDING THE ADEQUACY OF THE SITE PREPARATION, THE ACCEPTABILITY OF FILL MATERIALS, AND THE EXTENT TO WHICH THE EARTHWORK CONSTRUCTION AND THE DEGREE OF COMPACTION COMPLY WITH THE PROJECT'S GEOTECHNICAL SPECIFICATIONS AND IS SUITABLE TO SUPPORT THE INTENDED STRUCTURES. 10.THE CONTRACTOR SHALL FURNISH THE GEOTECHNICAL ENGINEER WITH A SUBMITTAL INDICATING THE TYPE OF CONCRETE, MIX QUANTITIES, AND MASONRY MATERIALS TO BE USED IN THE CONSTRUCTION OF ALL FOUNDATIONS, FOUNDATION WALLS, AND RETAINING WALLS FOR PRIOR APPROVAL. 11.THE CONTRACTOR SHALL PROVIDE UNIFORM GRADES BETWEEN CONTROL ELEVATIONS WITH SMOOTH VERTICAL CURVES AT GRADE BREAKS. THE EDGES OF ALL GRADING WORK SHALL BE ROLLED AND CONTOURED TO PRESENT A NATURAL LOOKING APPEARANCE THAT BLENDS WITH ADJACENT NATURAL GRADES AND AVOIDS PRISMATIC FORMS. 12.NO AREA SHALL BE GRADED SOONER THAN IS NECESSARY FOR CONSTRUCTION TO REDUCE THE AMOUNT OF TIME THAT THE SOILS ARE DEVOID OF PLANT MATERIAL. 13.PRIOR TO FINAL INSPECTION, THE GEOTECHNICAL ENGINEER SHALL CERTIFY THAT ALL GRADING, SCARIFICATION, AND COMPACTION WAS DONE IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE SOILS REPORT AND AS NOTED ON THESE PLANS. 14.THE GEOTECHNICAL ENGINEER SHALL INSPECT AND CERTIFY THAT ALL FOUNDATION EXCAVATIONS COMPLY WITH THE RECOMMENDATIONS OF THE SOILS REPORT 15.THE GEOTECHNICAL ENGINEER TO CERTIFY THE GRADING RECOMMENDATIONS FROM THE SOILS INVESTIGATION HAVE BEEN MET AND A STATEMENT SAYING, “BUILDING PAD AS CONSTRUCTED IS SUITABLE FOR INTENDED USE.” REQUIRED FOR ALL LOTS. 16.A FINAL REPORT SHALL BE PROVIDED BY THE GEOTECHNICAL ENGINEER IN ACCORDANCE WITH UBC SECTION 3318.1. 17.THE GEOTECHNICAL ENGINEER SHALL INSPECT GRADING OPERATIONS AND COMPLETE AN INSPECTION REPORT ON A BI-WEEKLY BASIS STATING THE PROGRESS OF GRADING OPERATIONS. 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS No t e s S h e e t 3 FILE NAME: 1493-0007-TITL.DWG CONSTRUCTION NOTES 1.THE CONTRACTOR SHALL INVESTIGATE THE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR ANY EXISTING HAZARD TO CONSTRUCTION NOT SHOWN ON THE PLANS SUCH AS FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, OR LARGE DEPOSITS OF ORGANIC MATERIAL, ETC. IF ANY SUCH HAZARDS ARE FOUND, THE OWNER, CITY PUBLIC WORKS AND ENGINEER SHALL BE NOTIFIED. ALL EXISTING SURFACE STRUCTURES, FENCES, TANKS, PIPES, ETC., AND ANY BURIED MATERIAL SPECIFIED IN THE PLANS FOR REMOVAL FROM THE SITE SHALL BE DISPOSED OF AT A LICENSED DISPOSAL FACILITY. 2.THE CONTRACTOR SHALL EXPOSE AND VERIFY THE LOCATION, ELEVATION AND CONDITION OF EXISTING UTILITY FACILITIES PRIOR TO BEGINNING ANY EXCAVATION OR OTHER UNDERGROUND WORK IN THE VICINITY OF THOSE UTILITIES. 3.ALL VALVE AND MANHOLE COVERS TO REMAIN SHALL BE PROTECTED IN PLACE OR ADJUSTED TO GRADE, PER CITY STANDARDS. 4.THE CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS WRITTEN NOTICE TO THE PROJECT REPRESENTATIVE AND SURVEYOR WHEN REQUESTING SURVEY STAKES. 5.SPECIFICATIONS FOR HIGH DENSITY CORRUGATED POLYETHYLENE (HDPE) STORM DRAIN PIPE WITH SMOOTH INTERIOR (DOUBLE WALL) AND RUBBER GASKET JOINTS: A.HIGH DENSITY CORRUGATED POLYETHYLENE STORM DRAIN PIPE SHALL HAVE FULL CIRCULAR CROSS-SECTION, AN INTEGRALLY FORMED SMOOTH INTERIOR, AND CORRUGATED EXTERIOR. NOMINAL SIZES ARE 4" - 60" DIAMETER; B.PIPE SHALL MEET CALTRANS STANDARD SPECIFICATIONS SECTION 64 AND THE REQUIREMENTS OF AASHTO SPECIFICATIONS M-294 FOR 12" - 48" DIAMETER AND MP-7 FOR 54" AND 60" DIAMETER. PIPE SHALL BE TYPE S OR D (SMOOTH INTERIOR); C.PIPE JOINTS SHALL BE BELL AND SPIGOT DESIGN AND SHALL INCLUDE A RUBBER GASKET CONFORMING TO THE REQUIREMENTS OF ASTM F-477. THE JOINT SYSTEM SHALL BE CERTIFIED BY AN INDEPENDENT TESTING ORGANIZATION THAT IT MEETS THE LEAKAGE TEST REQUIREMENTS OF ASTM D-3212 AT 3.0 PSI; D.FITTINGS USED WITH THE PIPE SHALL NOT REDUCE OR IMPAIR THE OVERALL INTEGRITY OR FUNCTION OF THE PIPELINE. FITTINGS MAY BE MOLDED OR FABRICATED AND SHALL BE FURNISHED BY THE PIPE MANUFACTURER; E.UNLESS OTHERWISE SPECIFIED IN THE PROJECT PLANS OR SPECIFICATIONS, INSTALLATIONS OF THE PIPE AND FITTINGS SHALL BE IN ACCORDANCE WITH THE PIPE MANUFACTURER'S RECOMMENDATIONS. 6.SPECIFICATIONS FOR PVC STORM DRAIN PIPE A.PVC GRAVITY STORM DRAIN PIPE SPECIFIED ON THE DRAWINGS AS SDR 35 SHALL CONFORM TO ASTM D3034, WITH INTEGRAL BELL GASKET JOINTS. RUBBER GASKETS SHALL BE FACTORY INSTALLED AND CONFORM TO ASTM F477; B.STORM DRAIN PIPE SHALL BE MADE OF PVC PLASTIC HAVING A CELL CLASSIFICATION OF 12454B OR 12364B AS DEFINED IN ASTM D1784, SHALL HAVE A SDR OF 35, AND A MINIMUM PIPE STIFFNESS OF 46 PSI ACCORDING TO ASTM TEST D2412; C.ALL PIPE LENGTHS SHALL BE INSTALLED IN COMPLIANCE WITH ASTM D2321. BACKFILL REQUIREMENTS SHALL BE PER CITY OF SAN LUIS OBISPO PUBLIC WORKS STANDARDS. D.ALL STORM DRAIN LINES SHALL BE TESTED IN ACCORDANCE WITH CITY OF SAN LUIS OBISPO PUBLIC WORKS STANDARDS. PALEONTOLOGICAL MONITORING NOTES 1.IF UNRECORDED PALEONTOLOGICAL RESOURCES ARE UNCOVERED DURING GROUND DISTURBANCE OR CONSTRUCTION ACTIVITIES, THE OWNER/APPLICANT/CONTRACTOR SHALL: A.TEMPORARILY HALT CONSTRUCTION OR EXCAVATION ACTIVITIES WITHIN 50 FEET OF THE FIND AND REDIRECT ACTIVITY TO OTHER WORK AREAS; B.IMMEDIATELY NOTIFY THE CITY REGARDING THE RESOURCE AND REDIRECTED GRADING ACTIVITY; AND C.OBTAIN THE SERVICES OF A PROFESSIONAL PALEONTOLOGIST WHO SHALL ASSESS THE SIGNIFICANCE OF THE FIND AND PROVIDE RECOMMENDATIONS AS NECESSARY FOR ITS PROPER DISPOSITION FOR REVIEW AND APPROVAL BY THE CITY OF SAN LUIS OBISPO. ALL SIGNIFICANCE ASSESSMENT AND MITIGATION OF IMPACTS TO THE PALEONTOLOGICAL RESOURCE AND VERIFICATION SHALL BE REVIEWED BY THE CITY OF SAN LUIS OBISPO PRIOR TO RESUMING GRADING IN THE AREA OF THE FIND. MITIGATION MAY INVOLVE PRESERVATION IN PLACE OR DOCUMENTATION AND EXCAVATION OF THE RESOURCE. 2.UPON DISCOVERY OF POTENTIALLY SIGNIFICANT PALEONTOLOGICAL RESOURCES AND COMPLETION OF THE ABOVE MEASURES, THE OWNER/APPLICANT SHALL SUBMIT TO CITY OF SAN LUIS OBISPO A REPORT PREPARED BY THE QUALIFIED PALEONTOLOGIST DOCUMENTING ALL ACTIONS TAKEN. WORKER ENVIRONMENTAL AWARENESS PROGRAM TRAINING NOTES 1.PRIOR TO THE INITIATION OF CONSTRUCTION ACTIVITIES (INCLUDING STAGING AND MOBILIZATION), THE OWNER/APPLICANT SHALL ENSURE ALL PERSONNEL ASSOCIATED WITH PROJECT CONSTRUCTION ATTEND A WORKER ENVIRONMENTAL AWARENESS PROGRAM (WEAP) TRAINING. 2.THE TRAINING SHALL BE CONDUCTED BY A QUALIFIED BIOLOGIST, TO AID WORKERS IN RECOGNIZING SPECIAL STATUS RESOURCES THAT MAY OCCUR IN THE PROJECT AREA. THE SPECIFICS OF THIS PROGRAM SHALL INCLUDE IDENTIFICATION OF THE SENSITIVE SPECIES AND HABITATS, A DESCRIPTION OF THE REGULATORY STATUS AND GENERAL ECOLOGICAL CHARACTERISTICS OF SENSITIVE RESOURCES, AND REVIEW OF THE LIMITS OF CONSTRUCTION AND AVOIDANCE MEASURES REQUIRED TO REDUCE IMPACTS TO BIOLOGICAL RESOURCES WITHIN THE WORK AREA. A FACT SHEET CONVEYING THIS INFORMATION SHALL ALSO BE PREPARED FOR DISTRIBUTION TO ALL CONTRACTORS, THEIR EMPLOYERS, AND OTHER PERSONNEL INVOLVED WITH CONSTRUCTION OF THE PROJECT. ALL EMPLOYEES SHALL SIGN A FORM PROVIDED BY THE TRAINER DOCUMENTING THEY HAVE ATTENDED THE WEAP AND UNDERSTAND THE INFORMATION PRESENTED TO THEM. TRAFFIC NOTES 1.THE CONTRACTOR SHALL AT ALL TIMES MAINTAIN A MINIMUM OF ONE LANE OPEN TO TRAFFIC UNLESS OTHERWISE APPROVED BY THE ENGINEER. THE CONTRACTOR SHALL USE REVISED STANDARD PLAN T13 FOR WORK AFFECTING THE TRAVELED WAY. A.CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLANS TO PUBLIC WORKS FOR EACH STAGE OF CONSTRUCTION PRIOR TO ISSUANCE OF ENCROACHMENT PERMIT. B.TRAFFIC CONTROL PLANS SHALL BE SUBMITTED TO PUBLIC WORKS, A MINIMUM OF TWO WEEKS PRIOR TO COMMENCEMENT OF WORK OR DETOURING OF TRAFFIC PATTERNS . C.TEMPORARY TRAFFIC CONTROL SHALL BE APPROVED BY THE ENGINEER PRIOR TO COMMENCEMENT OF WORK REQUIRING DETOURING OF TRAFFIC PATTERNS . D.ALL TRAFFIC CONTROL DEVICES SHALL BE INSTALLED PER AND SHALL CONFORM TO STATE OF CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (CAMUTCD, 2014) REQUIREMENTS. AREA DISTURBED TOTAL AREA DISTURBED = 101.71 Acres STORM WATER POLLUTION PREVENTION / EROSION AND SEDIMENTATION CONTROL NOTES 1.EROSION CONTROL MEASURES FOR WIND, WATER, MATERIAL STOCKPILES, AND TRACKING SHALL BE IMPLEMENTED ON ALL PROJECTS AT ALL TIMES AND SHALL INCLUDE SOURCE CONTROL, INCLUDING PROTECTION OF STOCKPILES, PROTECTION OF SLOPES, PROTECTION OF ALL DISTURBED AREAS, PROTECTION OF ACCESSES, AND PERIMETER CONTAINMENT MEASURES. EROSION CONTROL SHALL BE PLACED PRIOR TO THE COMMENCEMENT OF GRADING AND SITE DISTURBANCE ACTIVITIES UNLESS THE PUBLIC WORKS DEPARTMENT DETERMINES TEMPORARY MEASURES TO BE UNNECESSARY BASED UPON LOCATION, SITE CHARACTERISTICS OR TIME OF YEAR. THE INTENT OF EROSION CONTROL MEASURES SHALL BE TO KEEP ALL GENERATED SEDIMENTS FROM ENTERING A SWALE, DRAINAGE WAY, WATERCOURSE, ATMOSPHERE, OR MIGRATE ONTO ADJACENT PROPERTIES OR ONTO THE PUBLIC RIGHT-OF-WAY. 2.SITE INSPECTIONS AND APPROPRIATE MAINTENANCE OF ALL EROSION CONTROL MEASURES/DEVICES SHALL BE CONDUCTED AND DOCUMENTED AT ALL TIMES DURING CONSTRUCTION AND ESPECIALLY PRIOR TO, DURING, AND AFTER RAIN EVENTS. 3.THE DEVELOPER SHALL BE RESPONSIBLE FOR THE PLACEMENT AND MAINTENANCE OF ALL EROSION CONTROL MEASURES/DEVICES AS SPECIFIED BY THE APPROVED PLAN UNTIL SUCH TIME THAT THE PROJECT IS ACCEPTED AS COMPLETE BY THE PUBLIC WORKS DEPARTMENT OR UNTIL RELEASED FROM THE CONDITIONS OF APPROVAL OF THEIR GENERAL PERMIT. EROSION CONTROL MEASURES/DEVICES MAY BE RELOCATED, DELETED OR ADDITIONAL MEASURES/DEVICES MAY BE REQUIRED DEPENDING ON THE ACTUAL CONDITIONS ENCOUNTERED DURING CONSTRUCTION. ADDITIONAL EROSION CONTROL MEASURES/DEVICES SHALL BE PLACED AT THE DISCRETION OF THE ENGINEER OF WORK, CITY INSPECTOR, SWPPP MONITOR, OR RWQCB INSPECTOR. GUIDELINES FOR DETERMINING APPROPRIATE EROSION CONTROL DEVICES SHALL BE INCLUDED IN THE SWPPP. 4.EROSION CONTROL DEVICES SHALL BE THE FIRST ORDER OF WORK AND SHALL BE IN PLACE AT ALL TIMES DURING CONSTRUCTION. ADDITIONAL MEASURES /DEVICES SHALL BE AVAILABLE DURING THE RAINY SEASON (BETWEEN OCTOBER 15 AND APRIL 15) OR ANYTIME WHEN THE RAIN PROABALITY EXCEEDS 50%. THESE MEASURES/DEVICES SHALL BE AVAILABLE, INSTALLED, AND/OR APPLIED AFTER EACH AREA IS GRADED AND NO LATER THAN FIVE (5) WORKING DAYS AFTER COMPLETION OF EACH AREA. 5.THE CONTRACTOR, DEVELOPER, AND QUALIFIED SWPPP PRACTITIONER/DEVELOPER SHALL BE RESPONSIBLE TO REVIEW THE PROJECT SITE PRIOR TO OCTOBER 15 (RAINY SEASON) AND TO COORDINATE AN IMPLEMENTATION PLAN FOR WET WEATHER EROSION CONTROL DEVICES. A LOCALLY BASED STANDBY CREW FOR EMERGENCY WORK SHALL BE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON (OCTOBER 15 THROUGH APRIL 15). NECESSARY MATERIALS SHALL BE AVAILABLE AND STOCK PILED AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OR MAINTENANCE OF TEMPORARY DEVICES WHEN RAIN IS IMMINENT. 6.IN THE EVENT OF A FAILURE, THE DEVELOPER AND/OR THEIR REPRESENTATIVE SHALL BE RESPONSIBLE FOR CLEANUP AND ALL ASSOCIATED COSTS OR DAMAGE. IN THE EVENT THAT DAMAGE OCCURS WITHIN THE RIGHT-OF-WAY AND THE CITY IS REQUIRED TO PERFORM CLEANUP, THE OWNER SHALL BE RESPONSIBLE FOR CITY REIMBURSEMENT OF ALL ASSOCIATED COSTS OR DAMAGE. 7.IN THE EVENT OF FAILURE AND/OR LACK OF PERFORMANCE BY THE OWNER AND/OR CONTRACTOR TO CORRECT EROSION CONTROL RELATED PROBLEMS THE PUBLIC WORKS DEPARTMENT MAY REVOKE ALL ACTIVE PERMITS AND RECOMMEND THAT CITY CODE ENFORCEMENT PROVIDE A WRITTEN NOTICE OR STOP WORK ORDER. 8.PERMANENT EROSION CONTROL SHALL BE PLACED AND ESTABLISHED WITH 90% COVERAGE ON ALL DISTURBED SURFACES OTHER THAN PAVED OR GRAVEL SURFACES, PRIOR TO FINAL INSPECTION. PERMANENT EROSION CONTROL SHALL BE FULLY ESTABLISHED PRIOR TO FINAL ACCEPTANCE. TEMPORARY EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL PERMANENT MEASURES ARE ESTABLISHED. 9.THE AIR POLLUTION CONTROL DISTRICT (APCD) MAY HAVE ADDITIONAL PROJECT SPECIFIC EROSION CONTROL REQUIREMENTS. THE CONTRACTOR AND DEVELOPER SHALL BE RESPONSIBLE FOR MAINTAINING SELF-REGULATION OF THESE REQUIREMENTS. 10.ALL PROJECTS INVOLVING SITE DISTURBANCE OF ONE ACRE OR GREATER SHALL COMPLY WITH THE REQUIREMENTS OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES). THE DEVELOPER SHALL SUBMIT A NOTICE OF INTENT (NOI) TO COMPLY WITH THE GENERAL PERMIT FOR CONSTRUCTION ACTIVITY WITH THE REGIONAL WATER QUALITY CONTROL BOARD (RWQCB). THE DEVELOPER SHALL PROVIDE THE CITY WITH THE WASTE DISCHARGE IDENTIFICATION NUMBER (WDID #) OR WITH VERIFICATION THAT AN EXEMPTION HAS BEEN GRANTED BY RWQCB. WDID NO.: 3 40C399656 PERSON TO CONTACT 24 HOURS A DAY IN THE EVENT THERE IS AN EROSION CONTROL/SEDIMENTATION PROBLEM (STORM WATER COMPLIANCE OFFICER): NAME:TO BE DETERMINED PHONE NO: TO BE DETERMINED 11.ALL DISTURBED AREAS SHALL BE HYDROSEEDED OR PLANTED WITH AN APPROVED EROSION CONTROL VEGETATION WITHIN 14 DAYS AFTER CONSTRUCTION IS COMPLETE. THE EROSION CONTROL SEED MIX IS AS FOLLOWS: EROSION CONTROL SEED MIX STEP 1:SEED AND SLURRY MIX QUANTITIES. S&S SEEDS BASIC EROSION CONTROL MIX OR APPROVED EQUAL SEED MIX LBS/ACRE (PURE LIVE SEED) BROMUS HORDEACEUS TRIFOLIUM HIRTUM VULPIA MYUROS VAR. HIRUSTA TOTAL 40.0 HYDROSEED SLURRY ADDITIVES LBS/ACRE CONWED 100% WOOD FIBER 2000 ECOLOGY CONTROLS M-BINDER 150 15-15-15 FERTILIZER 200 STEP 2:APPLY STRAW MULCH AT 4000 LBS/ACRE. STEP 3:TACK STRAW MATERIAL LBS/ACRE FIBER 500 BINDER 100 12.EFFECTIVE SOIL COVER WILL BE IMPLEMENTED FOR AREAS SCHEDULED TO BE INACTIVE FOR AT LEAST 14 DAYS AND ALL FINISHED SLOPES, OPEN SPACE, UTILITY BACKFILL, AND COMPLETED LOTS. 13.THE USE OF PLASTIC MATERIALS WILL BE LIMITED WHEN ALTERNATIVES EXIST. 14.EFFECTIVE WIND EROSION CONTROL SHALL BE IMPLEMENTED. 15.AFTER EACH RAIN STORM, REMOVE ALL SILT AND DEBRIS FROM EROSION & SEDIMENT CONTROL MEASURES, INCLUDING BASINS, SEDIMENT BASINS, SEDIMENT TRAPS, AND DIVERSION EARTH SWALES. 16.ALL EQUIPMENT/ VEHICLES WILL BE FUELED, MAINTAINED AND STORED IN THE DESIGNATED STAGING AREA FITTED WITH APPROPRIATE BMPs. 17.STORAGE AREAS FOR MATERIALS, WASTE, WATER STORAGE, WATER TRANSFER FOR DUST CONTROL AND COMPACTION PRACTICES SHALL BE LOCATED WITHIN THE DESIGNATED STAGING AREAS. 18.STOCKPILED CONSTRUCTION MATERIALS NOT BEING ACTIVELY USED SHALL BE COVERED AND BERMED PRIOR TO QUALIFYING RAIN EVENT. 19.TRACKING ONTO THE PUBLIC STREET SHALL BE MINIMIZED. THE ADJOINING STREETS SHALL BE CLEANED BY SWEEPING TO REMOVE DIRT, DUST, MUD AND CONSTRUCTION DEBRIS AT THE END OF EACH DAY. 20.TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED WHEN PERMANENT IMPROVEMENTS, PLANTINGS, AND FACILITIES ARE IN PLACE. TEMPORARY MEASURES SHALL BE REMOVED PRIOR TO FINAL INSPECTION. 21.IT IS THE RESPONSIBILITY OF THE CONTRACTOR AND/OR QUALIFIED SWPPP PRACTITIONER (QSP) TO ENSURE THAT THE CURRENT VERSION OF THE SWPPP (INCLUDING ALL AMENDMENTS) IS BEING IMPLEMENTED BY ROUTINELY CHECKING THE PERMIT STATUS ON SMARTs AND VERIFYING WITH THE QUALIFIED SWPPP DEVELOPER (QSD). 22.IN ACCORDANCE WITH THE CONSTRUCTION GENERAL PERMIT, THE SWPPP SHALL BE KEPT ON SITE AT ALL TIMES AND MADE AVAILABLE UPON REQUEST BY A REPRESENTATIVE OF THE REGIONAL WATER QUALITY BOARD, EPA, OR LOCAL AGENCY. 23.MINIMIZE THE AMOUNT OF DISTURBED/EXPOSED AREA WHERE POSSIBLE. DISTURB ONLY AREAS NECESSARY TO COMPLETE THE WORK SHOWN IN THESE PLANS. 24.THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) IDENTIFIES POTENTIAL SOURCES OF POLLUTANTS OF STORM WATER, PRESENTS POLLUTION CONTROL MEASURES, AND ASSISTS IN ENSURING IMPLEMENTATION AND MAINTENANCE OF THE BEST MANAGEMENT PRACTICES (BMP'S). 25.IN THE EVENT OF A CHANGE OF OWNERSHIP, A NEW NOTICE OF INTENT SHALL BE FILED WITH THE STATE WATER RESOURCES CONTROL BOARD. 26.IN THE EVENT OF A RELEASE OF A REPORTABLE QUANTITY OF A POLLUTANT, THE CONTRACTOR SHALL ADVISE THE OWNER TO NOTIFY THE NATIONAL RESPONSE CENTER AND THE CITY OF SAN LUIS OBISPO. IF NECESSARY, THE SWPPP SHALL BE REVISED TO REFLECT THE CHANGE IN CONDITIONS OF THE CONSTRUCTION ACTIVITY. A REPORTABLE QUANTITY IS ESTABLISHED BY 40 CODE OF FEDERAL REGULATIONS (CFR) 117.3 OR 40 CFR 302.4. 27.ALL CONTRACTORS AND THEIR PERSONNEL WHOSE WORK CAN CONTRIBUTE TO OR CAUSE POLLUTION OF STORM WATER SHOULD BE MADE FAMILIAR WITH THE SWPPP. 28.CHANGES IN CONSTRUCTION OR IN CONDITIONS WHICH ARE NOT COVERED BY THIS PLAN SHOULD BE BROUGHT TO THE ATTENTION OF THE LEGALLY RESPONSIBLE PERSON (LRP) AND QUALIFIED SWPPP DEVELOPER (QSD). 29.ALL PREVENTION AND CLEAN UP MEASURES SHOULD BE CONDUCTED IN ACCORDANCE WITH CITY OF SAN LUIS OBISPO ORDINANCES, AS WELL AS STATE AND FEDERAL REGULATIONS. WASTE MATERIALS SHOULD BE DISPOSED OF IN A LEGAL MANNER. 30.ALL DISCHARGES OF STORM WATER MUST COMPLY WITH THE LAWFUL REQUIREMENTS OF THE CITY OF SAN LUIS OBISPO AND OTHER LOCAL AGENCIES REGARDING THE DISCHARGES OF STORM WATER TO STORM DRAIN SYSTEMS. 31.THIS PLAN DOES NOT COVER THE REMOVAL OF HAZARDOUS OR TOXIC WASTE. IN THE EVENT OF A DISCHARGE OR RELEASE OF A REPORTABLE QUANTITY OF TOXIC WASTE, CONSTRUCTION ACTIVITIES SHOULD BE STOPPED UNTIL THE SPILL CAN BE ASSESSED AND A MITIGATION REPORT PREPARED BY A QUALIFIED ENVIRONMENTAL CONSULTANT, AND IF NECESSARY, REVIEWED BY THE CITY OF SAN LUIS OBISPO AND ANY OTHER AGENCY HAVING JURISDICTION. 32.THE SWPPP SHALL BE MADE AVAILABLE TO THE PUBLIC UNDER SECTION 308(B) OF THE CLEAN WATER ACT. UPON REQUEST BY MEMBERS OF THE PUBLIC, THE DISCHARGER SHALL MAKE A COPY OF THE SWPPP AVAILABLE FOR REVIEW BY THE REGIONAL WATER QUALITY BOARD OR DIRECTLY TO THE REQUESTER. FIRE GENERAL NOTES 1.CONTRACTOR TO COMPLY WITH ALL APPLICABLE FIRE CODES FOR THIS PROJECT ALONG WITH THE FOLLOWING NFPA STANDARDS: 1.1.2019 CALIFORNIA FIRE CODE 1.2.2019 CALIFORNIA BUILDING CODE 1.3.2019 CALIFORNIA ELECTRIC CODE 1.4.NATIONAL FIRE CODE TITLE 19, PUBLIC SAFETY, CALIFORNIA ADMIN. CODE 1.5.2019 NFPA 24 INSTALLATION OF PRIVATE FIRE MAINS AND THEIR APPURTENANCES TO BUILDINGS 1.6.CITY OF SAN LUIS OBISPO STANDARDS FIRE SAFETY DURING CONSTRUCTION IN ACCORDANCE WITH THE UNIFORM FIRE CODE, THE PUBLIC RESOURCES CODE, AND THE HEALTH AND SAFETY CODE, THE FOLLOWING FIRE PREVENTION REQUIREMENTS APPLY DURING GRADING PHASE OF THIS PROJECT: 1.AN EMERGENCY REPORTING SYSTEM SHALL BE IN PLACE. 2.EMERGENCY ACCESS MUST BE MAINTAINED DURING CONSTRUCTION ACTIVITIES. 3.COMBUSTIBLE DEBRIS SHALL NOT ACCUMULATE WITHIN BUILDINGS 4.COMBUSTIBLE AND FLAMMABLE LIQUIDS SHALL BE STORED IN APPROVED CONTAINERS. 5.BURNING COMBUSTIBLE DEBRIS, NATURAL VEGETATION, OR ANY OTHER MATERIAL IS PROHIBITED. 6.TEMPORARY HEATING DEVICES SHALL BE OF AN APPROVED TYPE AND LOCATED AWAY FROM COMBUSTIBLES. 7.SMOKING SHALL BE PROHIBITED, EXCEPT IN DESIGNATED AREAS FREE OF COMBUSTIBLE MATERIALS. 8.OPEN FLAME DEVICES AND OTHER SOURCES OF IGNITION SHALL NOT BE LOCATED IN AREAS WHERE COMBUSTIBLE MATERIALS ARE BEING USED. 9.TEMPORARY ELECTRICAL WIRING (EXTENSION CORDS) SHALL BE APPROVED AND IN SAFE WORKING ORDER. SUCH WIRING SHALL BE USED FOR PORTABLE APPLIANCES AND SHALL BE IN SAFE WORKING ORDER AND SHALL NOT BE OVERLOADED. 10.OPERATIONS INVOLVING OPEN FLAME PRODUCING EQUIPMENT, CUTTING, WELDING OR GRINDING (HOT WORK EQUIPMENT AND ACTIVITY) SHALL BE CONDUCTED IN A MANNER TO PREVENT FLAMES AND/OR SPARKS FROM IGNITING ADJACENT COMBUSTIBLES OR EXPOSED COMBUSTIBLE CONSTRUCTION. 11.A FIRE WATCH MAY BE NECESSARY TO PREVENT IGNITION OF COMBUSTIBLES. 12.GRINDING, WELDING, CUTTING, AND ANY OTHER HOT WORK ACTIVITIES REQUIRE: 12.1.A MINIMUM 10 FEET RADIAL CLEARANCE OF ALL FLAMMABLE VEGETATION FROM AROUND SUCH OPERATION. 12.2.MAINTAIN A SHOVEL AND A WATER TYPE FIRE EXTINGUISHER AVAILABLE FOR USE AT THE IMMEDIATE AREA OF THE OPERATION. CONDITIONS OF APPROVAL FOR MASS GRADING REFER TO MITIGATION MONITORING PLAN FOR STATUS OF CONDITIONS OF APPROVAL AND MITIGATION MEASURES APPLICABLE TO MASS GRADING. 29.ANY JURISDICTIONAL PERMITS FROM AUTHORITIES OTHER THAN THE CITY, INCLUDING BUT NOT LIMITED TO, THOSE FROM THE ARMY CORPS OF ENGINEERS, CALIFORNIA FISH AND WILDLIFE SERVICE, AND THE REGIONAL WATER QUALITY CONTROL BOARD SHALL BE OBTAINED PRIOR TO THE CITY'S APPROVAL OF IMPROVEMENT PLANS AND THE DEVELOPER'S COMMENCING WITH WORK FOR ANY CONSTRUCTION PHASE SUBJECT TO THE JURISDICTION OF SUCH REGULATORY AGENCIES. 40.THE IMPROVEMENT PLAN SUBMITTAL SHALL INCLUDE A COMPLETE CONSTRUCTION PHASING PLAN IN ACCORDANCE WITH THE MITIGATION MEASURES, CONDITIONS OF APPROVAL, CITY CODES, AND STANDARDS. A TRUCK CIRCULATION PLAN AND CONSTRUCTION MANAGEMENT AND STAGING PLAN SHALL BE INCLUDED WITH ANY DEMOLITION, STOCKPILE, GRADING, OR IMPROVEMENT PLAN SUBMITTAL. GENERAL TRUCK ROUTES SHALL BE SUBMITTED FOR REVIEW AND ACCEPTANCE BY THE CITY. THE ENGINEER OF RECORD SHALL PROVIDE A SUMMARY OF THE EXTENT OF CUT AND FILL WITH ESTIMATES ON THE YARDS OF IMPORT AND EXPORT MATERIAL. THE SUMMARY SHALL INCLUDE ROUGH GRADING, UTILITY TRENCH CONSTRUCTION, ROAD CONSTRUCTION, AC PAVING, CONCRETE DELIVERY, AND VERTICAL CONSTRUCTION LOADING ESTIMATES ON THE EXISTING CITY OF SAN LUIS OBISPO ROADWAYS. THE DEVELOPER SHALL EITHER: 1) COMPLETE ROADWAY DEFLECTION TESTING BEFORE AND AFTER CONSTRUCTION TO THE SATISFACTION OF THE CITY ENGINEER AND SHALL COMPLETE REPAIRS TO THE PRE-CONSTRUCTION CONDITION, OR 2) SHALL PAY A ROADWAY MAINTENANCE FEE IN ACCORDANCE WITH CITY ENGINEERING STANDARDS AND GUIDELINES, OR 2) SHALL PROPOSE A PAVEMENT REPAIR/REPLACEMENT PROGRAM SATISFACTORY TO THE CITY ENGINEER. THE ROADWAY IMPACTS ANALYSIS AND MITIGATION STRATEGY SHALL BE APPROVED PRIOR TO COMMENCING WITH GRADING OR CONSTRUCTION. 43.RETAINING WALL AND/OR RETAINING WALL/FENCE COMBINATIONS ALONG PROPERTY LINES SHALL BE APPROVED TO THE SATISFACTION OF THE PLANNING DIVISION AND SHALL CONFORM WITH THE ZONING REGULATIONS FOR ALLOWED COMBINED HEIGHTS OR SHALL BE APPROVED THROUGH THE ARC, SPECIFIC PLAN, OR SEPARATE FENCE HEIGHT EXCEPTION PROCESS. 52.ALL PROPOSED UTILITY INFRASTRUCTURE SHALL COMPLY WITH THE LATEST ENGINEERING DESIGN STANDARDS EFFECTIVE AT THE TIME OF IMPROVEMENT PLAN APPROVAL, AND SHALL HAVE ALIGNMENTS FOR MAINTENANCE OF PUBLIC INFRASTRUCTURE ACCEPTABLE TO THE PUBLIC WORKS DEPARTMENT. ALL PUBLIC UTILITIES SHALL BE WITHIN THE PUBLIC RIGHT OF WAY, AND FINAL ALIGNMENTS OF ALL WATER AND SEWER MAINS SHALL BE APPROVED BY THE UTILITIES ENGINEER. 54.CITY UTILITIES PROPOSED FOR LOCATION/ENCROACHMENT WITHIN THE COUNTY PORTIONS OF BUCKLEY ROAD, BUCKLEY ROAD EXTENSION, AND VACHELL LANE SHALL BE APPROVED BY THE CITY AND COUNTY VIA AN ENCROACHMENT PERMIT ISSUED BY THE COUNTY TO THE DEVELOPER OR CITY, AND PRIOR TO APPROVAL OF THE IMPROVEMENT PLANS. IF AN ENCROACHMENT PERMIT IS NOT ISSUED BY THE COUNTY, THE PLANS SHALL BE REVISED TO OMIT SAID ENCROACHMENT(S). 56.FINAL GRADES AND ALIGNMENTS OF ALL PUBLIC AND/OR PRIVATE WATER, RECYCLED WATER, SEWER AND STORM DRAINS SHALL BE APPROVED TO THE SATISFACTION OF THE PUBLIC WORKS DIRECTOR AND UTILITIES DEPARTMENT. THE FINAL LOCATION, CONFIGURATION, AND SIZING OF ON-SITE SERVICE LATERALS AND METERS SHALL BE APPROVED IN CONJUNCTION WITH THE REVIEW OF THE BUILDING PLANS, FIRE SPRINKLER PLANS, AND/OR PUBLIC IMPROVEMENT PLANS. 67. ANY PERMIT APPROVALS REQUIRED FROM THE ARMY CORPS OF ENGINEERS, CALIFORNIA FISH AND WILDLIFE SERVICE, OR THE REGIONAL WATER CONTROL BOARD SHALL BE SECURED AND PRESENTED TO THE CITY PRIOR TO THE APPROVAL OF ANY SUBDIVISION GRADING AND/OR IMPROVEMENTS RELATED TO THE JURISDICTIONAL AREA FOR EACH CONSTRUCTION PHASE. THE ENGINEER OF RECORD SHALL REVIEW THE PERMIT APPROVALS AND ANY SPECIFIC PERMIT CONDITIONS FOR COMPLIANCE WITH THE PLANS, SUBDIVISION IMPROVEMENT DESIGNS, DRAINAGE SYSTEM DESIGN/REPORT, AND SOILS REPORT. THE ENGINEER OF RECORD SHALL FORWARD THE PERMITS TO THE CITY WITH A NOTATION THAT HE OR SHE HAS REVIEWED THE PLANS AND DETERMINED THAT THE DESIGN OF THE IMPROVEMENTS ARE IN GENERAL CONFORMANCE WITH THE PERMITS. 68.THE PUBLIC IMPROVEMENT PLANS SUBMITTAL SHALL CLARIFY HOW ANY WETLANDS, CREEK CORRIDORS, AND RIPARIAN HABITAT AREAS WILL BE PRESERVED TO THE SATISFACTION OF THE NATURAL RESOURCES MANAGER. INCLUDE ANY SPECIFIC DETAILS FOR THE PROPOSED CREEK CROSSINGS IN ACCORDANCE WITH ANY PRESERVATION STRATEGIES, MITIGATION MEASURES, AND OTHER REQUIREMENTS AND NEEDED PERMITS FROM AGENCIES WITH JURISDICTION OR PERMITTING AUTHORITY. SENSITIVE AREAS SHALL BE STAKED, FENCED, OR OTHERWISE DELINEATED AND PROTECTED PRIOR TO COMMENCING WITH CONSTRUCTION, GRADING, OR GRUBBING. 69.THE DEVELOPER SHALL EXHAUST REASONABLE EFFORTS TO ERADICATE AND CONTROL THE EXPANSION OF ANY KNOWN NON-NATIVE INVASIVE PLANT SPECIES TO THE SATISFACTION OF THE NATURAL RESOURCES MANAGER. THESE PLANTS MAY REQUIRE TREATMENT IN ADVANCE AND PRIOR TO COMMENCING WITH GROUND DISTURBING ACTIVITIES AND GRADING. 70.EXPANSION INDEX TESTING OR OTHER SOILS ANALYSIS MAY BE REQUIRED ON A LOT-BY-LOT BASIS FOR ALL GRADED PADS AND FOR IN-SITU SOILS ON NATURAL LOTS IN ACCORDANCE WITH THE CURRENT BUILDING CODES OR AS OTHERWISE DEEMED NECESSARY BY THE CITY ENGINEER OR BUILDING OFFICIAL. 71.FINAL PAD CERTIFICATIONS SHALL INCLUDE THE CERTIFICATION OF PAD CONSTRUCTION AND ELEVATIONS. THE SOILS ENGINEER SHALL CERTIFY ALL GRADING PRIOR TO ACCEPTANCE OF THE PUBLIC IMPROVEMENTS AND/OR PRIOR TO BUILDING PERMIT ISSUANCE. THE CERTIFICATION SHALL INDICATE THAT THE GRADED PADS ARE SUITABLE FOR THEIR INTENDED USE. 72.CUT AND FILL SLOPES SHALL BE PROTECTED AS RECOMMENDED BY THE SOILS ENGINEER. BROW DITCHES, DRAINAGE COLLECTION DEVICES, AND DRAINAGE PIPING MAY BE REQUIRED. THE PUBLIC IMPROVEMENT PLANS AND FINAL MAP SHALL REFLECT ANY ADDITIONAL IMPROVEMENTS AND PRIVATE EASEMENTS NECESSARY FOR SLOPE PROTECTION AND MAINTENANCE. UNLESS OTHERWISE APPROVED FOR PUBLIC MAINTENANCE BY THE CITY ENGINEER, BROW DITCHES AND DRAINAGE COLLECTION DEVICES SHALL BE MAINTAINED BY PRIVATE PROPERTY OWNERS, A PROPERTY OWNER ASSOCIATION, CFD, HOMEOWNERS ASSOCIATION, OR FUNDED BY ANOTHER FUNDING MECHANISM. 73.A SEPARATE EASEMENT AGREEMENT FOR THE EXISTING UNNAMED CHANNELS, DRAINAGES, AND CREEK CORRIDORS SHALL BE APPROVED TO THE SATISFACTION OF THE CITY. THE EASEMENT AGREEMENT SHALL BE IN A FORMAT PROVIDED BY THE CITY. THE AGREEMENT SHALL INCLUDE THE CFD, HOMEOWNERS ASSOCIATION, OR PRIVATE PROPERTY OWNER MAINTENANCE RESPONSIBILITIES, LIMITATIONS IN USE WITHIN THE EASEMENT AREA, AND CITY ACCESS RIGHTS FOR MAINTENANCE IN AN EMERGENCY OR IF THE RESPONSIBLE PARTY FAILS TO MAINTAIN. 74.THE SUBDIVISION IMPROVEMENT PLANS SHALL INCLUDE A COMPLETE GRADING PLAN TO SHOW SITE ACCESSIBILITY IN ACCORDANCE WITH STATE AND FEDERAL REGULATIONS FOR ALL PUBLIC AND/OR PRIVATE ROADS, TRANSIT STOPS, TRAILS, PATHS, WALKS, BIKEWAYS, PARKS, AND BRIDGES WHERE APPLICABLE. THE SUBMITTAL SHALL PROVIDE ADDITIONAL ANALYSIS IF SITE ACCESSIBILITY WILL NOT BE PROVIDED AND FOR ANY FEATURE OR ELEMENT WHERE ACCESSIBILITY IS PURPORTEDLY NOT REQUIRED. THE ACCESSIBILITY REGULATIONS OR GUIDELINES IN EFFECT AT THE TIME OF SUBDIVISION IMPROVEMENT CONSTRUCTION WILL BE APPLIED. 75.THE SUBDIVISION IMPROVEMENT PLANS, GRADING PLANS, DRAINAGE PLANS, AND DRAINAGE REPORTS SHALL SHOW AND NOTE COMPLIANCE WITH CITY CODES, STANDARDS AND ORDINANCES, FLOODPLAIN MANAGEMENT REGULATIONS, SPECIFIC PLAN STORMWATER PROVISIONS, WATERWAYS MANAGEMENT PLAN DRAINAGE DESIGN MANUAL, AND THE POST CONSTRUCTION STORMWATER REGULATIONS AS PROMULGATED BY THE REGIONAL WATER QUALITY CONTROL BOARD, WHICHEVER PERTINENT SECTIONS ARE MORE RESTRICTIVE. 76.THE FINAL GRADING/RETAINING WALL DESIGNS PROPOSED ALONG THE CREEK CORRIDORS SHALL BY APPROVED TO THE SATISFACTION OF THE CITY ENGINEER, COMMUNITY DEVELOPMENT DIRECTOR, AND NATURAL RESOURCES MANAGER. THE DEVELOPER SHALL EXHAUST ALL REASONABLE EFFORTS TO PROVIDE NATURAL SLOPES, PLANTED ROCK SLOPES, GRAVITY WALLS, STACKED ROCK WALLS, OR OTHER APPROVED MATERIALS. WALL DESIGNS SHALL COMPLY WITH CITY ENGINEERING STANDARDS, THE WATERWAY MANAGEMENT PLAN, AND CITY POLICY/DESIGN GUIDELINES. THE PREFERRED WALL DESIGN(S) MAY REQUIRE ADDITIONAL ENCROACHMENT INTO THE CHANNEL AND/OR ADJOINING DEVELOPED LANDS. 77.THE IMPROVEMENT PLAN SUBMITTAL SHALL INCLUDE A COMPLETE GRADING, DRAINAGE, AND EROSION CONTROL PLAN. THE PROPOSED GRADING, DRAINAGE PLAN, AND REPORTS SHALL CONSIDER THE PROPOSED CONSTRUCTION PHASING. HISTORIC OFF-SITE AND UPSLOPE WATERSHEDS TRIBUTARY TO THE AREA OF PHASED CONSTRUCTION SHALL BE CONSIDERED. RUN-ON FROM ALL ADJOINING DEVELOPED OR UNDEVELOPED PARCELS SHALL BE CONSIDERED. 78.THE FINAL DRAINAGE REPORT AND IMPROVEMENT PLANS SHALL CONSIDER THE DRAINAGE IMPACTS FROM BOTH THE EXISTING PHASE 1 CONSTRUCTION AND BUILD-OUT RUN-ON FROM TRACT 2943 (EARTHWOOD). 79.THE FINAL DRAINAGE REPORT AND IMPROVEMENT PLANS SHALL CONSIDER RUN-ON FROM THE DEVELOPED PARCEL AT 125 VENTURE. THE PLANS SHALL CLARIFY THE PURPOSE AND INTENT OF THE EXISTING PARTIALLY FAILED CONCRETE CHANNEL LOCATED NEAR THE TOE OF SLOPE ALONG THE EASTERLY AND SOUTHERLY PROPERTY LINES OF 125 VENTURE. THE DEVELOPER SHALL WORK WITH THE UPSLOPE PROPERTY OWNER TO RESOLVE ANY MAINTENANCE ISSUES, SHALL ACCEPT THE DRAINAGE, OR SHALL NOTIFY THE CITY OF ANY ALTERNATE STRATEGY TO ADDRESS ANY CURRENT DRAINAGE SYSTEM FAILURES, CONCENTRATE DRAINAGE, AND EROSIVE OUTLET(S). 80.THE FINAL DRAINAGE REPORT AND IMPROVEMENT PLANS SHALL CONSIDER RUN-ON FROM THE UNDEVELOPED PARCEL LOCATED AT THE NORTHEAST CORNER OF VACHELL AND VENTURE. THE PLANS SHALL CLARIFY HOW THE HISTORIC DRAINAGE WILL BE COLLECTED AND CONVEYED IN AN APPROVED MANNER TO A NON-EROSIVE OUTLET. OFF-SITE IMPROVEMENTS NECESSARY TO RE-DIRECT, COLLECT, AND/OR CONVEY THE DRAINAGE SHALL BE INCLUDED IN THE SUBDIVISION IMPROVEMENT PLANS. 81.THE PROJECT PLAN AND REPORTS SHALL SHOW COMPLIANCE WITH THE CITY'S FLOODPLAIN MANAGEMENT REGULATIONS AND FEMA REQUIREMENTS. PORTIONS OF THE PROJECT ARE LOCATED WITHIN AN UNSTUDIED A ZONE. THE REQUIRED CONDITIONAL LETTER OF MAP REVISIONS BASED ON FILL (CLOMR-F) SHALL BE PROCESSED AND APPROVED BY FEMA PRIOR TO COMMENCEMENT OF CONSTRUCTION OR PLACEMENT OF FILL WITHIN THE SPECIAL FLOOD HAZARD AREA (SFHA). THE FINAL LOMR-F SHALL BE SUBMITTED TO FEMA, ALONG WITH THE REQUIRED COMMUNITY ACKNOWLEDGEMENT FORM, WITHIN 6 MONTHS OF THE COMPLETION OF THE GRADING FOR EACH PERTINENT PHASE OF CONSTRUCTION. THE COMMUNITY ACKNOWLEDGEMENT FORM MAY REQUIRE THE SIGNATURES OF BOTH THE CITY OF SAN LUIS OBISPO AND COUNTY OF SAN LUIS OBISPO. THE LOMR-F SHALL BE APPROVED BY FEMA PRIOR TO ACCEPTANCE OF THE FINAL BUILDING PAD AND DEVELOPMENT GRADES BY THE CITY OF SAN LUIS OBISPO AND PRIOR TO BUILDING PERMIT ISSUANCE A.THE REQUIRED CONDITIONAL LETTER OF MAP REVISIONS BASED ON FILL (CLOMR-F) SHALL BE PROCESSED AND APPROVED BY FEMA PRIOR TO COMMENCEMENT OF CONSTRUCTION OR PLACEMENT OF FILL WITHIN THE SPECIAL FLOOD HAZARD AREA (SFHA). B.THE FINAL LOMR-F SHALL BE SUBMITTED TO FEMA, ALONG WITH THE REQUIRED COMMUNITY ACKNOWLEDGEMENT FORM, WITHIN 6 MONTHS OF THE COMPLETION OF THE GRADING FOR EACH PERTINENT PHASE OF CONSTRUCTION. C.THE COMMUNITY ACKNOWLEDGEMENT FORM MAY REQUIRE THE SIGNATURES OF BOTH THE CITY OF SAN LUIS OBISPO AND COUNTY OF SAN LUIS OBISPO. THE LOMR-F SHALL BE APPROVED BY FEMA PRIOR TO ACCEPTANCE OF THE FINAL BUILDING PAD AND DEVELOPMENT GRADES BY THE CITY OF SAN LUIS OBISPO AND PRIOR TO BUILDING PERMIT ISSUANCE 83.THE REVISED 100-YEAR FLOOD LIMITS SHALL BE SHOWN AND NOTED ON THE IMPROVEMENT PLANS AND AN ADDITIONAL FINAL MAP SHEET FOR REFERENCE. THE DRAINAGE REPORT AND FINAL PLANS SHALL CLARIFY THE 100-YEAR FLOOD ELEVATIONS, CLEARANCES, AND FREEBOARD AT ALL NEW VEHICLE BRIDGE, PEDESTRIAN/BIKE BRIDGE, AND ANY PIPE BRIDGE CROSSINGS OF THE CREEK CORRIDORS. 85.THE FINAL DRAINAGE REPORT, POST CONSTRUCTION STORMWATER REGULATION COMPLIANCE STRATEGY, AND IMPROVEMENT PLANS SHALL INCLUDE ALL REQUIRED DESIGN DETAILS. THE FINAL REPORTS AND O & M MANUAL SHALL CONSIDER ANY NEED FOR ON-GOING MAINTENANCE. THE PLAN SHALL INCLUDE REASONABLE PROVISIONS FOR THE CAPTURE OF SILT, TRASH, AND DEBRIS THROUGH PRE-BASINS OR OTHER METHODS TO MINIMIZE THE IMPACTS TO THE DETENTION BASIN(S). 86.THE FINAL STORMWATER REPORTS, PLAN, AND PROGRAM SHALL INCLUDE CONSIDERATION OF SOLID WASTE/TRASH AND FLOATING TRASH REMOVAL FROM THE STORMDRAIN SYSTEM AND BMP'S PRIOR TO DISCHARGE TO THE ADJOINING CREEKS AND/OR WATERWAYS. THE STRATEGY SHALL CONSIDER ANY CITY OR STATE REGULATIONS OR GUIDELINES REGARDING TRASH REMOVAL AVAILABLE AT THE TIME OF PUBLIC IMPROVEMENT PLAN DEVELOPMENT AND SHALL BE APPROVED TO THE SATISFACTION OF THE CITY ENGINEER. 87.THE DEVELOPER SHALL PREPARE AN OPERATIONS AND MAINTENANCE MANUAL FOR REVIEW AND APPROVAL BY THE CITY IN CONJUNCTION WITH THE DEVELOPMENT OF ANY STORMWATER BMP'S THAT WILL BE MAINTAINED BY THE HOMEOWNERS ASSOCIATION, PROPERTY OWNER ASSOCIATION, CFD, OR BY PRIVATE PROPERTY OWNERS. A PRIVATE STORMWATER CONVEYANCE AGREEMENT SHALL BE RECORDED IN A FORMAT PROVIDED BY THE CITY PRIOR TO FINAL INSPECTION APPROVALS AND ACCEPTANCE OF SUBDIVISION IMPROVEMENTS. 88.THE SUBDIVIDER/DEVELOPER SHALL PROVIDE NOTIFICATION TO PRIVATE PROPERTY OWNERS REGARDING ANY INDIVIDUAL MAINTENANCE RESPONSIBILITY OF ANY PARKWAY OR BACKYARD STORMWATER BMP'S IN ACCORDANCE WITH SECTION E.2 OF THE RQWCB RESOLUTION R3-2013-0032. THE NOTIFICATION MAY BE BY NOTICE OF REQUIREMENTS OR OTHER METHOD ACCEPTABLE TO THE CITY. 89.THE STORMWATER IMPROVEMENTS OTHER THAN CITY STANDARD PUBLIC STORM DRAIN INFRASTRUCTURE SHALL BE MAINTAINED BY CFD, PRIVATE PROPERTY OWNERS, PROPERTY OWNER ASSOCIATION, AND/OR AN HOA. A SEPARATE ENCROACHMENT/HOLD HARMLESS AGREEMENT MAY BE REQUIRED IN CONJUNCTION WITH CERTAIN IMPROVEMENTS PROPOSED FOR LOCATION WITHIN THE PUBLIC RIGHTS-OF-WAY. 90.THE FINAL DETAILS FOR ANY PROPOSED BIO-RETENTION FACILITIES OR OTHER STORMWATER BMP'S LOCATED WITHIN THE PUBLIC RIGHT-OF-WAY SHALL BE APPROVED TO THE SATISFACTION OF THE CITY ENGINEER. THE PROJECT SOILS ENGINEER SHALL REVIEW AND PROVIDE RECOMMENDATIONS ON ANY PROPOSED SITE- CONSTRUCTED AND/OR PROPRIETARY RETENTION SYSTEMS. ANALYSIS OF IMPACTS TO THE PUBLIC IMPROVEMENTS, PROTECTION OF UTILITIES, AND METHODS TO MINIMIZE PIPING AND PROTECTION OF PRIVATE PROPERTIES SHALL BE ADDRESSED IN THE FINAL ANALYSIS. 91.THE PROPOSED DETENTION BASINS AND ANY PRE-BASIN SHALL BE DESIGNED IN ACCORDANCE WITH THE WATERWAYS MANAGEMENT PLAN DRAINAGE DESIGN MANUAL. THE PROPOSED SURFACE RUNOFF AND DRAINAGE FROM THE DETENTION BASIN(S) SHALL INCLUDE A NON-EROSIVE OUTLET TO AN APPROVED POINT OF DISCHARGE. THE OUTLET(S) DESIGN AND LOCATION SHOULD REPLICATE THE HISTORIC DRAINAGE WHERE FEASIBLE. ANY OFF-SITE DETENTION BASIN, TEMPORARY BASIN, OR OTHER DRAINAGE IMPROVEMENTS SHALL BE SUBJECT TO APPROVAL BY THE CITY. ANY REQUIRED OR PROPOSED OFF-SITE GRADING OR DRAINAGE IMPROVEMENTS SHALL BE COMPLETED WITHIN RECORDED EASEMENTS OR UNDER AN APPROPRIATE LICENSE OR OTHER PRIVATE AGREEMENT. 92.IF APPLICABLE, THE CC&R'S SHALL ENTITLE THE OWNERS OF THE COMMERCIAL LOTS, AND ANY PARCELS RESULTING FROM THE FURTHER SUBDIVISION OF THOSE PARCELS TO ANNEX TO THE HOA TO ALLOW A COMMON STORMWATER MANAGEMENT STRATEGY FOR THE SUBDIVISION, AT THE OPTION OF THOSE OWNERS UNLESS THEY WILL OTHERWISE BE SELF-CONTAINED IN REGARDS TO STORMWATER REQUIREMENTS. THE SUBSEQUENT DEVELOPMENT/RE-SUBDIVISIONS MAY, AT THE SOLE DISCRETION OF THOSE DEVELOPERS OR SUBDIVIDERS, ANNEX TO THE HOA, OR DEMONSTRATE TO THE SATISFACTION OF THE CITY HOW THEY WILL PROVIDE STORM DRAINAGE MITIGATION THROUGH THEIR OWN DEVELOPMENT STRATEGIES AND/OR SUBDIVISION DESIGNS AND THEIR OWN HOMEOWNERS ASSOCIATION/PROPERTY OWNER ASSOCIATIONS. THE ASSOCIATION OR PRIVATE PROPERTY OWNER SHALL PROVIDE FOR MAINTENANCE OF ALL PRIVATE COMMON AREA DRAINAGE CHANNELS, ON-SITE AND/OR SUB-REGIONAL DRAINAGE BASINS, WATER QUALITY TREATMENT AND CONVEYANCE IMPROVEMENTS. THE CC&R'S SHALL BE APPROVED BY THE CITY AND SHALL BE RECORDED PRIOR TO OR CONCURRENTLY WITH RECORDATION OF THE FINAL MAP. A NOTICE OF ANNEXATION OR OTHER APPROPRIATE MECHANISM TO ANNEX FUTURE PHASES OF THE SUBDIVISIONS INTO THE HOA, INCLUDING BUT NOT LIMITED TO ANY SHARED REGIONAL DETENTION BASIN, SHALL BE RECORDED CONCURRENTLY WITH THE MAP. 93. ANY EXISTING AREAS OF SWALE, CREEK AND/OR CHANNEL EROSION SHALL BE STABILIZED TO THE SATISFACTION OF THE CITY ENGINEER, NATURAL RESOURCES MANAGER, AND OTHER PERMITTING AGENCIES. THE EXISTING CHANNEL SHALL BE CLEARED OF ANY ILLEGAL DUMPING, CONSTRUCTION DEBRIS, GRADE LEVEL CROSSINGS, OR OTHER DELETERIOUS MATERIAL TO THE SATISFACTION OF THE CITY NATURAL RESOURCES MANAGER. 94.THE PROJECT SOILS ENGINEER SHALL REVIEW THE FINAL GRADING AND DRAINAGE PLANS AND LOW IMPACT DEVELOPMENT (LID) IMPROVEMENTS. THE SOILS REPORT SHALL INCLUDE SPECIFIC RECOMMENDATIONS RELATED TO PUBLIC IMPROVEMENTS, SITE DEVELOPMENT, UTILITY, AND BUILDING PAD/FOUNDATION CONSTRUCTION RELATED TO THE PROPOSED LID IMPROVEMENTS. THE PROJECT SOILS ENGINEERING REPORT SHALL BE REFERENCED ON THE FINAL MAP IN ACCORDANCE WITH THE SUBDIVISION REGULATIONS AND CITY ENGINEERING STANDARDS. 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS No t e s a n d L e g e n d S h e e t 4 LEGEND: EXISTING PROPOSED DESCRIPTION FILE NAME: 1493-0007-TITL.DWG COCO %2.00%(2.00) 8 8 l l SPOT ELEVATIONS SEWER MANHOLE SEWER CLEANOUT SERVICE LATERAL (W=WATER, G=GAS, U=UTILITIES) SERVICE METER (W=WATER) DOUBLE SERVICE METER (W=WATER) SEWER LATERAL FIRE HYDRANT STORM DRAIN MANHOLE STORM DRAIN CATCH BASIN GATE VALVE STREET LIGHT SURVEY MONUMENT BENCH MARK SLOPE PERCENTAGE ABANDON UTILITY EDGE OF PAVEMENT REDUCER / INCREASER WATER LINE SEWER FORCE MAIN GRAVITY SEWER LINE STORM DRAIN FUTURE STORM DRAIN UNDERGROUND GAS LINE UNDERGROUND UTILITY LINE LOCATION UNDERGROUND ELECTRICAL LINE UNDERGROUND CABLE TELEVISION LINE UNDERGROUND TELEPHONE LINE RIGHT OF WAY EASEMENT CENTERLINE BARBED WIRE FENCE CHAIN LINK FENCE RETAINING WALL FLOWLINE PROPERTY LINE LIMITS OF GRADING CUT/FILL CONDITIONS OF APPROVAL FOR MASS GRADING (Continue) 95.A STORM WATER POLLUTION PREVENTION PLAN (SWPPP) IS REQUIRED IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. A HARD COPY OF THE SWPPP SHALL BE PROVIDED TO THE CITY IN CONJUNCTION WITH THE PUBLIC IMPROVEMENT PLAN SUBMITTAL AND SUBSEQUENT BUILDING PLAN SUBMITTALS. THE WATER DISCHARGE IDENTIFICATION (WDID) NUMBER SHALL BE INCLUDED BY REFERENCE ON ALL CONSTRUCTION PLANS SETS. AN EROSION CONTROL PLAN SHALL BE INCLUDED WITH THE IMPROVEMENT PLANS AND ALL BUILDING PLAN SUBMITTALS FOR DEMOLITIONS, GRADING, AND NEW CONSTRUCTION. 96.THE PROJECT DEVELOPMENT AND GRADING SHALL COMPLY WITH ALL AIR QUALITY STANDARDS AND MITIGATION MEASURES. THE DEVELOPER SHALL PROVIDE WRITTEN NOTIFICATION FROM THE COUNTY AIR POLLUTION CONTROL DISTRICT (APCD) TO THE CITY REGARDING COMPLIANCE WITH ALL LOCAL, STATE, AND FEDERAL REGULATIONS INCLUDING BUT NOT LIMITED TO THE NATIONAL EMISSION STANDARDS FOR HAZARDOUS AIR POLLUTANTS (NESHAP) REGULATIONS RELATED TO NATURALLY OCCURRING ASBESTOS (NOA) PRIOR TO PLAN APPROVAL, PERMITS, AND COMMENCING WITH DEVELOPMENT GRADING. 128.THE AGRICULTURAL AND OPEN SPACE AREAS SHALL BE DELINEATED AND PROTECTED PRIOR TO COMMENCING WITH ANY DEMOLITION, STOCKPILE, SUBDIVISION GRADING, AND DEVELOPMENT. THE DELINEATED AREAS SHALL BE SHOWN AND NOTED IN THE SWPPP AND SUBDIVISION IMPROVEMENT PLANS AND SHALL NOT BE USED FOR CONSTRUCTION STAGING, STOCKPILE, OR BORROW AREAS UNLESS SPECIFICALLY APPROVED BY THE CITY. 129.THE SUBDIVISION GRADING AND IMPROVEMENT PLANS SHALL INCLUDE DETAILS OF THE INTERFACE BETWEEN THE AGRICULTURAL FIELDS/ACCESS ROADS AND THE ADJOINING OPEN SPACE, CREEK CORRIDORS, PUBLIC ROADWAYS, AND CLASS 1 BIKEWAYS TO THE SATISFACTION OF THE CITY. THE PLAN SHALL INCLUDE TEMPORARY AND APPROPRIATE PERMANENT DELINEATION FENCING. THE PLAN SHALL INCLUDE A DETAILED GRADING AND DRAINAGE STRATEGY TO PROMOTE THE VIABILITY OF THE AGRICULTURAL OPERATIONS AND TO PROTECT ADJOINING PUBLIC IMPROVEMENTS. THE SUBMITTAL SHALL INCLUDE A DETAILED OPERATIONAL PLAN AND STRATEGY FOR STABILIZED AG FIELD ACCESS, EROSION CONTROL, WORKER PARKING, AND ACCESS CONTROLS. 130.PRE-CONSTRUCTION SURVEYS FOR THE VERNAL POOL FAIRY SHRIMP (VPFS) SHALL BE CONDUCTED WHERE APPROPRIATE (IN WETLAND HABITAT THAT COULD BE DISTURBED THROUGH DEVELOPMENT) CONSISTENT WITH THE REQUIREMENTS OF THE UNITED STATES FISH AND WILDLIFE SERVICE (USFWS). AS A RESULT OF SUCH SURVEYS, ENSURE THAT DIRECT OR INDIRECT EFFECTS TO INDIVIDUALS AND THEIR HABITAT ARE AVOIDED, CONSISTENT WITH THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT THROUGH APPROPRIATE MEANS. THE USFWS SHALL BE CONSULTED FOR APPROPRIATE ACTION. THE APPLICANT SHALL OBTAIN A BIOLOGICAL OPINION FROM THE USFWS AND ANY ADDITIONAL AUTHORIZATION REQUIRED BY OTHER REGULATORY AGENCIES PRIOR TO THE COMMENCEMENT OF WORK WITHIN OR IMMEDIATELY ADJACENT TO POTENTIAL SUITABLE HABITAT. MITIGATION MEASURES AQ-1A: A CONSTRUCTION ACTIVITY MANAGEMENT PLAN (CAMP) SHALL BE INCLUDED AS PART OF PROJECT GRADING AND BUILDING PLANS AND SHALL BE SUBMITTED TO THE APCD AND TO THE CITY FOR REVIEW AND APPROVAL PRIOR TO THE START OF CONSTRUCTION. IN ADDITION, THE CONTRACTOR OR BUILDER SHALL DESIGNATE A PERSON OR PERSONS TO MONITOR THE DUST CONTROL PROGRAM AND TO ORDER INCREASED WATERING, AS NECESSARY, TO PREVENT TRANSPORT OF DUST OFFSITE. THEIR DUTIES SHALL INCLUDE HOLIDAYS AND WEEKEND PERIODS WHEN WORK MAY NOT BE IN PROGRESS. THE NAME AND TELEPHONE OF SUCH PERSONS SHALL BE PROVIDED TO THE APCD PRIOR TO LAND USE CLEARANCE FOR MAP RECORDATION AND GRADING. THE PLAN SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING ELEMENTS: 1.A DUST CONTROL MANAGEMENT PLAN THAT ENCOMPASSES THE FOLLOWING DUST CONTROL MEASURES: ·REDUCE THE AMOUNT OF DISTURBED AREA WHERE POSSIBLE; ·WATER TRUCKS OR SPRINKLER TRUCKS SHALL BE USED DURING CONSTRUCTION TO KEEP ALL AREAS OF VEHICLE MOVEMENT DAMP ENOUGH TO PREVENT DUST FROM LEAVING THE SITE. AT A MINIMUM, THIS WOULD REQUIRE TWICE-DAILY APPLICATIONS. ALL DIRT STOCK PILE AREAS SHOULD BE SPRAYED DAILY AS NEEDED. INCREASED WATERING FREQUENCY WOULD BE REQUIRED WHEN WIND SPEEDS EXCEED 15 MILES PER HOUR (MPH). RECLAIMED WATER OR THE ONSITE WATER WELL (NON-POTABLE) SHALL BE USED WHEN POSSIBLE. THE CONTRACTOR OR BUILDER SHALL CONSIDER THE USE OF AN APCD-APPROVED DUST SUPPRESSANT WHERE FEASIBLE TO REDUCE THE AMOUNT OF WATER USED FOR DUST CONTROL; ·ALL DIRT STOCK-PILE AREAS SHALL BE SPRAYED DAILY AS NEEDED; ·PERMANENT DUST CONTROL MEASURES IDENTIFIED IN THE APPROVED PROJECT REVEGETATION AND LANDSCAPE PLANS SHOULD BE IMPLEMENTED AS SOON AS POSSIBLE FOLLOWING COMPLETION OF ANY SOIL DISTURBING ACTIVITIES; ·EXPOSED GROUND AREAS THAT ARE PLANNED TO BE REWORKED AT DATES GREATER THAN ONE MONTH AFTER INITIAL GRADING SHALL BE SOWN WITH A FAST GERMINATING NATIVE GRASS SEED AND WATERED UNTIL VEGETATION IS ESTABLISHED; ·ALL DISTURBED SOIL AREAS NOT SUBJECT TO REVEGETATION SHALL BE STABILIZED USING APPROVED CHEMICAL SOIL BINDERS, JUTE NETTING, OR OTHER METHODS APPROVED IN ADVANCE BY THE APCD; ·ALL ROADWAYS, DRIVEWAYS, SIDEWALKS, ETC. TO BE PAVED SHOULD BE COMPLETED AS SOON AS POSSIBLE. IN ADDITION, BUILDING PADS SHOULD BE LAID AS SOON AS POSSIBLE AFTER GRADING UNLESS SEEDING OR SOIL BINDERS ARE USED; ·VEHICLE SPEED FOR ALL CONSTRUCTION VEHICLES SHALL NOT EXCEED 15 MPH ON ANY UNPAVED SURFACE AT THE CONSTRUCTION SITE; ·ALL TRUCKS HAULING DIRT, SAND, SOIL, OR OTHER LOOSE MATERIALS ARE TO BE COVERED OR SHALL MAINTAIN AT LEAST TWO FEET OF FREEBOARD IN ACCORDANCE WITH CALIFORNIA VEHICLE CODE SECTION 23114; ·INSTALL WHEEL WASHERS WHERE VEHICLES ENTER AND EXIT UNPAVED ROADS ONTO STREETS, OR WASH OFF TRUCKS AND EQUIPMENT LEAVING THE SITE; ·SWEEP STREETS AT THE END OF EACH DAY IF VISIBLE SOIL MATERIAL IS CARRIED ONTO ADJACENT PAVED ROADS. WATER SWEEPERS WITH RECLAIMED WATER SHOULD BE USED WHERE FEASIBLE; ·ALL OF THESE FUGITIVE DUST MITIGATION MEASURES SHALL BE SHOWN ON GRADING AND BUILDING PLANS; AND ·THE CONTRACTOR OR BUILDER SHALL DESIGNATE A PERSON OR PERSONS TO MONITOR THE FUGITIVE DUST CONTROL EMISSIONS AND ENHANCE THE IMPLEMENTATION OF THE MEASURES AS NECESSARY TO MINIMIZE DUST COMPLAINTS, REDUCE VISIBLE EMISSIONS BELOW 20 PERCENT OPACITY, AND TO PREVENT TRANSPORT OF DUST OFFSITE. THEIR DUTIES SHALL INCLUDE HOLIDAY AND WEEKEND PERIODS WHEN WORK MAY NOT BE IN PROGRESS. THE NAME AND TELEPHONE NUMBER OF SUCH PERSONS SHALL BE PROVIDED TO THE APCD COMPLIANCE DIVISION PRIOR TO THE START OF ANY GRADING, EARTHWORK OR DEMOLITION. 2. IMPLEMENTATION OF THE FOLLOWING BACT FOR DIESEL-FUELED CONSTRUCTION EQUIPMENT, WHERE FEASIBLE. THE BACT MEASURES SHALL INCLUDE: ·USE OF TIER 3 AND TIER 4 OFF-ROAD EQUIPMENT AND 2010 ON-ROAD COMPLIANT ENGINES; ·REPOWERING EQUIPMENT WITH THE CLEANEST ENGINES AVAILABLE; AND ·INSTALLING CALIFORNIA VERIFIED DIESEL EMISSION CONTROL STRATEGIES. 3. IMPLEMENTATION OF THE FOLLOWING STANDARD AIR QUALITY MEASURES TO MINIMIZE DIESEL EMISSIONS: •MAINTAIN ALL CONSTRUCTION EQUIPMENT IN PROPER TUNE ACCORDING TO MANUFACTURER'S SPECIFICATIONS; •FUEL ALL OFF-ROAD AND PORTABLE DIESEL POWERED EQUIPMENT WITH CARB-CERTIFIED MOTOR VEHICLE DIESEL FUEL (NON-TAXED VERSION SUITABLE FOR USE OFF-ROAD). •USE DIESEL CONSTRUCTION EQUIPMENT MEETING CARB 'S TIER 2 CERTIFIED ENGINES OR CLEANER OFF- ROAD HEAVY-DUTY DIESEL ENGINES, AND COMPLY WITH THE STATE OFF-ROAD REGULATION; •USE ON-ROAD HEAVY-DUTY TRUCKS THAT MEET THE CARB'S 2007 OR CLEANER CERTIFICATION STANDARD FOR ON-ROAD HEAVY-DUTY DIESEL ENGINES AND COMPLY WITH THE STATE ON-ROAD REGULATION; •CONSTRUCTION OR TRUCKING COMPANIES WITH FLEETS THAT DO NOT HAVE ENGINES IN THEIR FLEET THAT MEET THE ENGINE STANDARDS IDENTIFIED IN THE ABOVE TWO MEASURES (E.G. CAPTIVE OR NOX EXEMPT AREA FLEETS) MAY BE ELIGIBLE BY PROVING ALTERNATIVE COMPLIANCE; •ON- AND OFF-ROAD DIESEL EQUIPMENT SHALL NOT BE ALLOWED TO IDLE FOR MORE THAN FIVE MINUTES. SIGNS SHALL BE POSTED IN THE DESIGNATED QUEUING AREAS TO REMIND DRIVERS AND OPERATORS OF THE FIVE-MINUTE IDLING LIMIT; •DIESEL IDLING WITHIN 1,000 FEET OF SENSITIVE RECEPTORS IN NOT PERMITTED; •STAGING AND QUEUING AREAS SHALL NOT BE LOCATED WITHIN 1,000 FEET OF SENSITIVE RECEPTORS; •ELECTRIFY EQUIPMENT WHEN FEASIBLE; •SUBSTITUTE GASOLINE-POWERED IN PLACE OF DIESEL-POWERED EQUIPMENT, WHERE FEASIBLE; AND, •USE ALTERNATIVELY FUELED CONSTRUCTION EQUIPMENT ONSITE WHERE FEASIBLE, SUCH AS COMPRESSED NATURAL GAS (CNG), LIQUEFIED NATURAL GAS (LNG), PROPANE OR BIODIESEL. 4. TABULATION OF ON- AND OFF-ROAD CONSTRUCTION EQUIPMENT (AGE, HORSE-POWER, AND MILES AND/OR HOURS OF OPERATION); 5. SCHEDULE CONSTRUCTION TRUCK TRIPS DURING NON-PEAK HOURS (AS DETERMINED BY THE PUBLIC WORKS DIRECTOR) TO REDUCE PEAK HOUR EMISSIONS; 6. LIMIT THE LENGTH OF THE CONSTRUCTION WORK-DAY PERIOD; AND 7. PHASE CONSTRUCTION ACTIVITIES, IF APPROPRIATE. BIO-1A: THE APPLICANT SHALL PREPARE AND IMPLEMENT A BIOLOGICAL MITIGATION PLAN THAT IDENTIFIES CONSTRUCTION-RELATED STAGING AND MAINTENANCE AREAS AND INCLUDES PROJECT-SPECIFIC CONSTRUCTION BEST MANAGEMENT PRACTICES (BMPS) TO AVOID OR MINIMIZE IMPACTS TO BIOLOGICAL RESOURCES, INCLUDING ALL MEASURES NEEDED TO PROTECT RIPARIAN WOODLAND ALONG TANK FARM CREEK, MINIMIZE EROSION, AND RETAIN SEDIMENT ON THE PROJECT SITE. SUCH BMPS SHALL INCLUDE (BUT NOT BE LIMITED TO) THE FOLLOWING: 1.CONSTRUCTION EQUIPMENT AND VEHICLES SHALL BE STORED AT LEAST 100 FEET AWAY FROM TANK FARM CREEK AND ADJACENT RIPARIAN HABITAT, AND ALL CONSTRUCTION VEHICLE MAINTENANCE SHALL BE PERFORMED IN A DESIGNATED OFFSITE VEHICLE STORAGE AND MAINTENANCE AREA. 2.PRIOR TO CONSTRUCTION ACTIVITIES ADJACENT TO TANK FARM CREEK, THE CREEK SHALL BE FENCED WITH ORANGE CONSTRUCTION FENCING AND SIGNED TO PROHIBIT ENTRY OF CONSTRUCTION EQUIPMENT AND PERSONNEL UNLESS AUTHORIZED BY THE CITY. FENCING SHOULD BE LOCATED A MINIMUM OF 20 FEET FROM THE EDGE OF THE RIPARIAN CANOPY OR TOP OF BANK, WHICHEVER IS FURTHER FROM THE CREEK, AND SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD FOR EACH PHASE OF DEVELOPMENT. 3.IN THE EVENT THAT CONSTRUCTION MUST OCCUR WITHIN THE CREEK OR 20-FOOT CREEK SETBACK, A BIOLOGICAL MONITOR SHALL BE PRESENT DURING ALL SUCH ACTIVITIES WITH THE AUTHORITY TO STOP OR REDIRECT WORK AS NEEDED TO PROTECT BIOLOGICAL RESOURCES. 4.CONSTRUCTION SHALL OCCUR DURING DAYLIGHT HOURS (7:00 AM TO 7:00 PM OR SUNSET, WHICHEVER IS SOONER) TO AVOID IMPACTS TO NOCTURNAL AND CREPUSCULAR (DAWN AND DUSK ACTIVITY PERIOD) SPECIES. NO CONSTRUCTION NIGHT LIGHTING SHALL BE PERMITTED WITHIN 100 YARDS OF THE TOP OF THE CREEK BANKS. 5.CONSTRUCTION EQUIPMENT SHALL BE INSPECTED AT THE BEGINNING OF EACH WORK DAY TO ENSURE THAT NO WILDLIFE SPECIES IS RESIDING WITHIN ANY CONSTRUCTION EQUIPMENT (E.G., SPECIES HAVE NOT CLIMBED INTO WHEEL WELLS, ENGINE COMPARTMENTS, OR UNDER TRACKS SINCE THE EQUIPMENT WAS LAST PARKED). ANY SENSITIVE WILDLIFE SPECIES FOUND DURING INSPECTIONS SHALL BE GENTLY ENCOURAGED TO LEAVE THE PROJECT SITE BY A QUALIFIED BIOLOGIST OR OTHERWISE TRAINED AND CITY-APPROVED PERSONNEL. 6.PALLETS OR SECONDARY CONTAINMENT AREAS FOR CHEMICALS, DRUMS, OR BAGGED MATERIALS SHALL BE PROVIDED. SHOULD MATERIAL SPILLS OCCUR, MATERIALS AND/OR CONTAMINANTS SHALL BE CLEANED FROM THE PROJECT SITE AND RECYCLED OR DISPOSED OF TO THE SATISFACTION OF THE REGIONAL WATER QUALITY CONTROL BOARD (RWQCB). 7.ALL TRASH AND CONSTRUCTION DEBRIS SHALL BE PICKED UP AND PROPERLY DISPOSED AT THE END OF EACH DAY AND WASTE DUMPSTERS SHALL BE COVERED WITH PLASTIC SHEETING AT THE END OF EACH WORKDAY AND DURING STORM EVENTS. ALL SHEETING SHALL BE CAREFULLY SECURED TO WITHSTAND WEATHER CONDITIONS. 8.THE APPLICANT SHALL IMPLEMENT EROSION CONTROL MEASURES DESIGNED TO MINIMIZE EROSION AND RETAIN SEDIMENT ON THE PROJECT SITE. SUCH MEASURES SHALL INCLUDE INSTALLATION OF SILT FENCING, STRAW WADDLES, OR OTHER ACCEPTABLE EROSION CONTROL DEVICES ALONG THE PERIMETER OF TANK FARM CREEK AND AT THE PERIMETER OF ALL CUT OR FILL SLOPES. ALL DRAINAGE SHALL BE DIRECTED TO SEDIMENT BASINS DESIGNED TO RETAIN ALL SEDIMENT ONSITE. 9.CONCRETE TRUCK AND TOOL WASHOUT SHOULD OCCUR IN A DESIGNATED LOCATION SUCH THAT NO RUNOFF WILL REACH THE CREEK. 10.ALL OPEN TRENCHES SHALL BE CONSTRUCTED WITH APPROPRIATE EXIT RAMPS TO ALLOW SPECIES THAT INCIDENTALLY FALL INTO A TRENCH TO ESCAPE. ALL OPEN TRENCHES SHALL BE INSPECTED AT THE BEGINNING OF EACH WORK DAY TO ENSURE THAT NO WILDLIFE SPECIES IS PRESENT. ANY SENSITIVE WILDLIFE SPECIES FOUND DURING INSPECTIONS SHALL BE GENTLY ENCOURAGED TO LEAVE THE PROJECT SITE BY A QUALIFIED BIOLOGIST OR OTHERWISE TRAINED AND CITY-APPROVED PERSONNEL. TRENCHES WILL REMAIN OPEN FOR THE SHORTEST PERIOD NECESSARY TO COMPLETE REQUIRED WORK. EXISTING FACILITIES AND DISTURBED AREAS SHALL BE USED TO THE MAXIMUM EXTENT POSSIBLE TO MINIMIZE THE AMOUNT OF DISTURBANCE OF UNDEVELOPED AREAS AND ALL CONSTRUCTION ACCESS ROADS AND STAGING AREAS SHALL BE LOCATED TO AVOID HIGH QUALITY HABITAT AND MINIMIZE HABITAT FRAGMENTATION. BIO-1B: THE APPLICANT SHALL RETAIN A QUALIFIED ENVIRONMENTAL MONITOR, SUBJECT TO REVIEW AND APPROVAL BY THE CITY AND IN CONSULTATION WITH CDFW, RWQCB, AND USFWS TO OVERSEE COMPLIANCE OF THE CONSTRUCTION ACTIVITIES WITH THE BIOLOGICAL MONITORING PLAN AND APPLICABLE LAWS, REGULATIONS, AND POLICIES. THE ENVIRONMENTAL MONITOR SHALL MONITOR ALL CONSTRUCTION ACTIVITIES, CONDUCT A BIOLOGICAL RESOURCES EDUCATION PROGRAM FOR ALL CONSTRUCTION WORKERS PRIOR TO THE INITIATION OF ANY CLEARING OR CONSTRUCTION ACTIVITIES, AND PROVIDE QUARTERLY REPORTS TO THE CITY REGARDING CONSTRUCTION ACTIVITIES, ENFORCEMENT ISSUES AND REMEDIAL MEASURES. THE ENVIRONMENTAL MONITOR SHALL BE RESPONSIBLE FOR CONDUCTING INSPECTIONS OF THE WORK AREA EACH WORK DAY TO ENSURE THAT EXCAVATION AREAS, RESTORED HABITATS, AND OPEN WATER HABITATS IN THE AREA DO NOT HAVE OIL SHEEN, LIQUID OIL, OR ANY OTHER POTENTIAL EXPOSURE RISK TO WILDLIFE. IF ANY EXPOSURE RISK IS IDENTIFIED, THE ENVIRONMENTAL MONITOR SHALL IMPLEMENT MEASURES THAT COULD INCLUDE, BUT ARE NOT LIMITED TO, HAZING, FENCING, AND WILDLIFE REMOVALS TO ELIMINATE THE EXPOSURE RISK. IN ADDITION, A CDFW-APPROVED BIOLOGIST SHALL BE PRESENT DURING ALL CONSTRUCTION OCCURRING WITHIN 50 FEET OF TANK FARM CREEK, RIPARIAN HABITAT, DRAINAGES, AND SEASONAL OR PERMANENT WETLANDS. THE BIOLOGIST SHALL ALSO CONDUCT SENSITIVE SPECIES SURVEYS IMMEDIATELY PRIOR TO CONSTRUCTION ACTIVITIES (WITHIN THE APPROPRIATE SEASON) AND SHALL MONITOR CONSTRUCTION ACTIVITIES IN THE VICINITY OF HABITATS TO BE AVOIDED (SEE ALSO, MM BIO-3 AND ALL SUBPARTS BELOW). THE WORK AREA BOUNDARIES AND OTHER OFF-LIMIT AREAS SHALL BE IDENTIFIED BY THE BIOLOGIST AND/OR ENVIRONMENTAL MONITOR ON A DAILY BASIS. THE BIOLOGIST AND/OR ENVIRONMENTAL MONITOR SHALL INSPECT CONSTRUCTION AND SEDIMENT CONTROL FENCING EACH WORK DAY DURING CONSTRUCTION ACTIVITIES TO ENSURE THAT SENSITIVE SPECIES ARE NOT EXPOSED TO HAZARDS. ANY VEGETATION CLEARING ACTIVITIES SHALL BE MONITORED BY THE BIOLOGIST AND/OR ENVIRONMENTAL MONITOR. BIO-2A: MITIGATION MEASURE BIO-2A. PROJECT DESIGNS SHALL BE MODIFIED TO REALIGN THE TANK FARM CLASS I BICYCLE PATH AND RELOCATE MANUFACTURED SLOPES FOR HOUSING PADS IN ORDER TO CREATE A MINIMUM OF A 35-FOOT CREEK SETBACK FROM EITHER THE TOP OF THE BANK OF TANK FARM CREEK OR EDGE OF RIPARIAN HABITAT, WHICHEVER IS FURTHER, FOR AT LEAST 90 PERCENT OF CORRIDOR LENGTH. NO MORE THAN 10 PERCENT OF THE LENGTH OF THE CORRIDOR ( 700 LINEAR FEET) SHALL HAVE A SETBACK OF LESS THAN 35 FEET, BUT AT LEAST 20 FEET FROM THE TOP OF THE BANK OR EDGE OF RIPARIAN CANOPY, WHICHEVER IS FURTHER. HOWEVER, IN ANY INSTANCE THE CREEK SETBACK SHALL BE NO LESS THAN 20 FEET FROM THE EDGE OF RIPARIAN CANOPY OR TOP OF BANK, WHICHEVER IS FURTHER, CONSISTENT WITH SECTION 17.16.025 OF THE CITY OF SAN LUIS OBISPO ZONING REGULATIONS. BIO-2E: TO MINIMIZE IMPACTS TO RIPARIAN HABITAT, THE PROJECT SHALL STOCKPILE SUFFICIENT EMERGENT VEGETATION (E.G., CATTAILS) FOR LATER PLANTING IN THE REALIGNED REACH OF TANK FARM CREEK. STOCKPILED VEGETATION SHALL BE PLACED IN EARTHEN BASINS WITH THE ROOTS COVERED WITH MOIST SOIL AND MAINTAINED IN A MOIST CONDITION DURING CONSTRUCTION OPERATIONS. BIO-2I: TO REDUCE EROSION AND RUNOFF FROM ALL EXPOSED SOILS, ALL BARE DISTURBED SOILS SHALL BE HYDROSEEDED AT THE COMPLETION OF GRADING FOR EACH CONSTRUCTION PHASE. THE SEED MIX SHALL CONTAIN A MINIMUM OF THREE LOCALLY NATIVE GRASS SPECIES AND MAY CONTAIN ONE OR TWO STERILE NON-NATIVE GRASSES NOT TO EXCEED 25 PERCENT OF THE TOTAL SEED MIX BY COUNT. SEEDING SHALL BE COMPLETED NO LATER THAN NOVEMBER 15 OF THE YEAR IN WHICH PROJECT ACTIVITIES OCCURRED. ALL EXPOSED AREAS WHERE SEEDING IS CONSIDERED UNSUCCESSFUL AFTER 90 DAYS SHALL RECEIVE A SECOND APPLICATION OR SEEDING, STRAW, OR MULCH AS SOON AS IS PRACTICAL TO REDUCE EROSION. BIO-2J: THE TANK FARM CREEK CLASS I BICYCLE PATH BRIDGE FOOTINGS FOR CREEK CROSSINGS SHALL BE PLACED OUTSIDE MAPPED RIPARIAN AREAS AND OUTSIDE THE TOP OF THE BANK OF THE CHANNEL INVERT. THE CLASS I BRIDGES SHALL BE LOCATED WITHIN AREAS THAT HAVE LITTLE TO NO RIPARIAN VEGETATION. NO CONSTRUCTION ACTIVITIES OR EQUIPMENT SHALL OCCUR IN THE STREAM CHANNEL. THE PLACEMENT OF THE BRIDGE AND FOOTINGS SHALL BE INDICATED ON THE DEVELOPMENT PLAN, VTM, AND BIOLOGICAL MITIGATION PLAN, AND SHALL SHOW THE BRIDGES' PLACEMENT IN RELATION TO EXISTING VEGETATION AND THE CREEK CHANNEL AND BANKS. BIO 3A: THE CITY-APPROVED QUALIFIED BIOLOGIST SHALL CONDUCT TRAINING TO ALL CONSTRUCTION PERSONNEL TO FAMILIARIZE CONSTRUCTION CREWS WITH SENSITIVE SPECIES THAT HAVE THE POTENTIAL TO OCCUR WITHIN THE PROJECT SITE. THIS MAY INCLUDE BUT IS NOT LIMITED TO: CALIFORNIA RED-LEGGED FROG, WESTERN POND TURTLE, STEELHEAD TROUT, BATS, MIGRATORY BIRDS, AND CONGDON'S TARPLANT. THE EDUCATIONAL PROGRAM SHALL INCLUDE A DESCRIPTION WHAT CONSTITUTES TAKE, PENALTIES FOR TAKE, AND THE GUIDELINES THAT WOULD BE FOLLOWED BY ALL CONSTRUCTION PERSONNEL TO AVOID TAKE OF SPECIES DURING CONSTRUCTION ACTIVITIES. DESCRIPTIONS OF THE CALIFORNIA RED-LEGGED FROG AND ITS HABITS, CONGDON'S TARPLANT, NESTING AND MIGRATORY BIRDS THAT MAY BE ENCOUNTERED, AND ALL OTHER SENSITIVE SPECIES THAT HAVE A POTENTIAL TO OCCUR WITHIN THE VICINITY OF PROJECT CONSTRUCTION SHALL BE PROVIDED. THE CONSTRUCTION CREW FOREMAN SHALL BE RESPONSIBLE FOR ENSURING THAT CREW MEMBERS COMPLY WITH THE GUIDELINES AND THAT ALL NEW PERSONNEL RECEIVE THE TRAINING BEFORE PARTAKING IN CONSTRUCTION ACTIVITIES. BIO-3B: THE BIOLOGICAL MITIGATION PLAN SHALL ADDRESS WILDLIFE AND SPECIAL STATUS SPECIES MOVEMENT AS FOLLOWS: MIGRATORY AND NESTING BIRD MANAGEMENT. GRADING AND CONSTRUCTION ACTIVITIES SHALL AVOID THE BREEDING SEASON (TYPICALLY ASSUMED TO BE FROM FEBRUARY 15 TO AUGUST 15) TO THE EXTENT PRACTICABLE, PARTICULARLY WITHIN 50 FEET OF TANK FARM CREEK AND RIPARIAN OR WETLAND HABITAT. IF PROJECT ACTIVITIES MUST BE CONDUCTED DURING THIS PERIOD, PRE-CONSTRUCTION NESTING BIRD SURVEYS SHALL TAKE PLACE WITHIN ONE WEEK OF HABITAT DISTURBANCE ASSOCIATED WITH EACH PHASE, AND IF ACTIVE NESTS ARE LOCATED, THE FOLLOWING SHALL BE IMPLEMENTED: •CONSTRUCTION ACTIVITIES WITHIN 50 FEET OF ACTIVE NESTS SHALL BE RESTRICTED UNTIL CHICKS HAVE FLEDGED, UNLESS THE NEST BELONGS TO A RAPTOR, IN WHICH CASE A 200-FOOT ACTIVITY RESTRICTION BUFFER SHALL BE OBSERVED. •A PRE-CONSTRUCTION SURVEY REPORT SHALL BE SUBMITTED TO THE CITY IMMEDIATELY UPON COMPLETION OF THE SURVEY. THE REPORT SHALL DETAIL APPROPRIATE FENCING OR FLAGGING OF THE BUFFER ZONE AND MAKE RECOMMENDATIONS ON ADDITIONAL MONITORING REQUIREMENTS. A MAP OF THE PROJECT SITE AND NEST LOCATIONS SHALL BE INCLUDED WITH THE REPORT. •THE PROJECT BIOLOGIST CONDUCTING THE NESTING SURVEY SHALL HAVE THE AUTHORITY TO REDUCE OR INCREASE THE RECOMMENDED BUFFER DEPENDING UPON SITE CONDITIONS AND THE SPECIES INVOLVED. A REPORT OF FINDINGS AND RECOMMENDATIONS FOR BIRD PROTECTION SHALL BE SUBMITTED TO THE CITY PRIOR TO VEGETATION REMOVAL. BAT COLONY MANAGEMENT. PRIOR TO REMOVAL OF ANY TREES OVER 20 INCHES DIAMETER-AT-BREAST- HEIGHT (DBH), A SURVEY SHALL BE CONDUCTED BY A CDFW-APPROVED QUALIFIED BIOLOGIST TO DETERMINE IF ANY TREE PROPOSED FOR REMOVAL OR TRIMMING HARBORS SENSITIVE BAT SPECIES OR MATERNAL BAT COLONIES. MATERNAL BAT COLONIES SHALL NOT BE DISTURBED. IF A NON-MATERNAL ROOST IS FOUND, THE QUALIFIED BIOLOGIST SHALL INSTALL ONE-WAY VALVES OR OTHER APPROPRIATE PASSIVE RELOCATION METHOD. FOR EACH OCCUPIED ROOST REMOVED, ONE BAT BOX SHALL BE INSTALLED IN SIMILAR HABITAT AND SHALL HAVE SIMILAR CAVITIES OR CREVICES TO THOSE WHICH ARE REMOVED, INCLUDING ACCESS, VENTILATION, DIMENSIONS, HEIGHT ABOVE GROUND, AND THERMAL CONDITIONS. IF A BAT COLONY IS EXCLUDED FROM THE PROJECT SITE, APPROPRIATE ALTERNATE BAT HABITAT SHALL BE INSTALLED IN THE PROJECT SITE. TO THE EXTENT PRACTICABLE, ALTERNATE BAT HOUSE INSTALLATION SHALL BE INSTALLED NEAR THE ONSITE DRAINAGE. CONGDON'S TARPLANT MANAGEMENT. PRIOR TO INITIATION OF CONSTRUCTION, THE APPLICANT SHALL FUND A SITE SURVEY FOR CONGDON'S TARPLANT, AND: ·IF CONGDON'S TARPLANT IS FOUND IN AREAS PROPOSED FOR BUILDING, THE AFFECTED INDIVIDUALS SHALL BE REPLACED AT A 1:1 RATIO THROUGH SEEDING IN A SUITABLE CONSERVED NATURAL OPEN SPACE AREA. ·A MITIGATION AND MONITORING PLAN FOR THE SPECIES SHALL BE DEVELOPED CONSISTENT WITH APPLICABLE SCIENTIFIC LITERATURE PERTINENT TO THIS SPECIES. THE PLAN SHALL PROVIDE FOR THE ANNUAL SUCCESS OVER AN AREA OF AT LEAST 1,330 SQUARE FEET WITH APPROXIMATELY 500-750 INDIVIDUALS (THE CURRENT AERIAL EXTENT) AND BE IMPLEMENTED TO REDUCE IMPACTS TO CONGDON'S TARPLANT TO A LESS THAN SIGNIFICANT LEVEL. · THE MITIGATION PLAN SHALL BE INCORPORATED INTO THE BIOLOGICAL MITIGATION PLAN, WHEREIN WETLAND SITES SHALL BE CREATED AND CONGDON'S TARPLANT SEEDS FROM THE SITE SHALL BE REINTRODUCED. SENSITIVE SPECIES MANAGEMENT. INJURY OR MORTALITY TO THE CALIFORNIA RED-LEGGED FROG, WESTERN POND TURTLE, AND STEELHEAD SHALL BE AVOIDED. THE PLAN SHALL INCLUDE THE FOLLOWING MEASURES: PRE- PROJECT SURVEYS; WORKER AWARENESS; CESSATION OF WORK IN OCCUPIED AREAS; RELOCATION (IF NECESSARY) OF FROGS, TURTLES, AND STEELHEAD FROM THE WORK AREA BY A PROFESSIONAL BIOLOGIST AUTHORIZED BY THE USFWS AND/OR CDFW; AND MONITORING BY A QUALIFIED BIOLOGIST DURING CONSTRUCTION. NECESSARY PERMITS SHALL BE OBTAINED FROM THE STATE (CDFW) AND FEDERAL (USACE AND USFWS) REGULATORY AGENCIES WITH JURISDICTION. ANY OTHER SENSITIVE SPECIES OBSERVED DURING THE PRE-CONSTRUCTION SURVEYS SHALL BE RELOCATED OUT OF HARM'S WAY BY THE QUALIFIED BIOLOGIST INTO THE NEAREST SUITABLE HABITAT AS DETERMINED IN CONSULTATION WITH THE JURISDICTIONAL RESOURCE AGENCY OUTSIDE THE DISTURBANCE AREA. BIO-3C: WITHIN 48 HOURS PRIOR TO CONSTRUCTION ACTIVITIES WITHIN 50 FEET OF TANK FARM CREEK, DRAINAGES, AND SEASONAL WETLANDS, THE PROJECT SITE SHALL BE SURVEYED FOR CALIFORNIA RED-LEGGED FROGS BY A QUALIFIED BIOLOGIST. IF ANY CALIFORNIA RED-LEGGED FROGS ARE FOUND, WORK WITHIN 25 LINEAR FEET IN ANY DIRECTION OF THE FROG SHALL NOT START UNTIL THE FROG HAS BEEN MOVED FROM THE AREA. THE USFWS SHALL BE CONSULTED FOR APPROPRIATE ACTION; THE APPLICANT SHALL OBTAIN A BIOLOGICAL OPINION FROM THE USFWS AND ANY ADDITIONAL AUTHORIZATION REQUIRED BY OTHER REGULATORY AGENCIES PRIOR TO THE COMMENCEMENT OF WORK. THE USFWS-QUALIFIED BIOLOGIST, ENVIRONMENTAL MONITOR, OR USFWS PERSONNEL MAY DETERMINE THAT FROG-EXCLUSION FENCING IS NECESSARY TO PREVENT OVERLAND MOVEMENT OF FROGS IF CONCERNS ARISE THAT FROGS COULD ENTER CONSTRUCTION AREAS. FROG-EXCLUSION FENCING SHOULD CONTAIN NO GAPS AND MUST EXTEND AT LEAST 18 INCHES ABOVE GROUND; FENCES MAY BE OPENED DURING PERIODS OF NO CONSTRUCTION (E.G., WEEKENDS) TO PREVENT ENTRAPMENT. BIO-3D: WITHIN 48 HOURS PRIOR TO CONSTRUCTION ACTIVITIES WITHIN 50 FEET OF TANK FARM CREEK, DRAINAGES, SEASONAL WETLANDS, AND RIPARIAN HABITAT, THE PROJECT SITE SHALL BE SURVEYED FOR WESTERN POND TURTLES BY A QUALIFIED BIOLOGIST. IF ANY WESTERN POND TURTLES ARE FOUND, WORK SHALL CEASE UNTIL THE TURTLE IS RELOCATED TO THE NEAREST SUITABLE HABITAT. THE QUALIFIED BIOLOGIST SHALL MONITOR ALL GROUND BREAKING WORK CONDUCTED WITHIN 50 FEET OF WESTERN POND TURTLE HABITAT. THE CITY-APPROVED BIOLOGIST ENVIRONMENTAL MONITOR MAY DETERMINE THAT SILT FENCING SHALL BE INSTALLED ADJACENT TO WESTERN POND TURTLE HABITAT IF CONCERNS ARISE THAT THE WESTERN POND TURTLE OVERLAND MOVEMENT COULD ALLOW THEM TO ACCESS CONSTRUCTION AREAS. BIO-4: THE REQUIRED BIOLOGICAL MITIGATION PLAN SHALL ADDRESS BAT COLONIES FOR THE BUCKLEY ROAD EXTENSION SITE. BAT SURVEYS SHALL BE CONDUCTED IN BUILDINGS PROPOSED FOR DEMOLITION. IF SURVEYS DETERMINE BATS ARE PRESENT, BAT EXCLUSION DEVICES SHALL BE INSTALLED BETWEEN AUGUST AND NOVEMBER, AND BUILDING DEMOLITION WOULD OCCUR BETWEEN NOVEMBER AND MARCH. IF DEMOLITION OF STRUCTURES MUST OCCUR DURING THE BAT BREEDING SEASON, BUILDINGS MUST BE INSPECTED AND DEEMED CLEAR OF BAT COLONIES /ROOSTS WITHIN SEVEN DAYS OF DEMOLITION AND AN APPROPRIATELY TRAINED AND APPROVED BIOLOGIST MUST CONDUCT A DAILY SITE-CLEARANCE DURING DEMOLITION. IF BATS ARE ROOSTING IN A STRUCTURE IN THE PROJECT SITE DURING THE DAYTIME BUT ARE NOT PART OF AN ACTIVE MATERNITY COLONY, THEN EXCLUSION MEASURES MUST INCLUDE ONE-WAY VALVES THAT ALLOW BATS TO GET-OUT BUT ARE DESIGNED SO THAT BATS MAY NOT RE-ENTER THE STRUCTURE BIO-6: ALL WORK WITHIN 100 FEET OF TANK FARM CREEK, INCLUDING WORK WITHIN THE CREEK SETBACK, SHALL OCCUR OUTSIDE THE RAINY SEASON (APRIL 15 TO OCTOBER 15, UNLESS APPROVED OTHERWISE BY THE RWQCB), DURING PERIODS WHEN THE CREEK CHANNEL IS DRY AND WATER FLOWS ARE ABSENT. CR-2A: DATA RECOVERY THROUGH CONTROLLED GRADING OF CA-SLO-2798/H SHALL OCCUR PRIOR TO THE START OF CONSTRUCTION TO SEEK BURIED FEATURES AND ADDITIONAL DIAGNOSTIC ARTIFACTS. THE APPLICANT SHALL RETAIN A REGISTERED PROFESSIONAL ARCHAEOLOGIST FAMILIAR WITH THE TYPES OF HISTORIC AND PREHISTORIC RESOURCES THAT COULD BE ENCOUNTERED WITHIN THE PROJECT SITE AND A NATIVE AMERICAN MONITOR TO SUPERVISE THE CONTROLLED GRADING, WHICH SHALL OCCUR IN 10-CENTIMETER LIFTS TO CULTURALLY STERILE SEDIMENTS OR MAXIMUM CONSTRUCTION DEPTH (WHICHEVER IS REACHED FIRST). ·ANY FORMED TOOLS EXPOSED DURING GRADING SHALL BE COLLECTED. IF ARCHAEOLOGICAL FEATURES ARE EXPOSED (INCLUDING BUT NOT LIMITED TO HEARTHS, STORAGE PITS, MIDDEN DEPOSITS, OR STRUCTURAL REMAINS), THE ARCHAEOLOGIST SHALL TEMPORARILY REDIRECT GRADING TO ANOTHER AREA SO THE FEATURES CAN BE EXPOSED, RECORDED, AND SAMPLED ACCORDING TO STANDARD ARCHAEOLOGICAL PROCEDURES. ORGANIC REMAINS SHALL BE DATED USING THE RADIOCARBON METHOD AND THE GEOCHEMICAL SOURCE AND HYDRATION RIM THICKNESS OF ANY OBSIDIAN SHALL BE DETERMINED. TECHNICAL ANALYSES OF PLANT REMAINS, BONE AND SHELL DIETARY DEBRIS, AND OTHER IMPORTANT MATERIALS SHALL ALSO BE PERFORMED. ·ARTIFACTS, FEATURES, AND OTHER MATERIALS RECOVERED THROUGH THIS PROCESS SHALL BE DESCRIBED, ILLUSTRATED, AND ANALYZED FULLY IN A TECHNICAL REPORT OF FINDINGS; THE ANALYSIS SHALL INCLUDE COMPARATIVE RESEARCH WITH OTHER SITES OF SIMILAR AGE. IN ADDITION TO THE TECHNICAL REPORT, THE FINDINGS FROM THIS RESEARCH SHALL BE PUBLISHED IN AN APPROPRIATE SCIENTIFIC JOURNAL. THE APPLICANT SHALL FUND ALL TECHNICAL REPORTING AND SUBSEQUENT PUBLICATION. CR-2B: FOLLOWING COMPLETION OF CONTROLLED GRADING OF CA-SLO-2798 /H, THE APPLICANT SHALL RETAIN A REGISTERED PROFESSIONAL ARCHAEOLOGIST AND A NATIVE AMERICAN CONSULTANT TO MONITOR ALL FURTHER EARTH DISTURBANCES WITHIN PHASE 5 TO ENSURE THAT PREVIOUSLY UNIDENTIFIED BURIED ARCHAEOLOGICAL DEPOSITS ARE NOT INADVERTENTLY EXPOSED AND DAMAGED. IN THE EVENT ARCHAEOLOGICAL REMAINS ARE ENCOUNTERED DURING GRADING OR OTHER EARTH DISTURBANCE, WORK IN THE VICINITY SHALL BE STOPPED IMMEDIATELY AND REDIRECTED TO ANOTHER LOCATION UNTIL THE PROJECT ARCHAEOLOGIST EVALUATES THE SIGNIFICANCE OF THE FIND PURSUANT TO CITY ARCHAEOLOGICAL RESOURCE PRESERVATION PROGRAM GUIDELINES. IF REMAINS ARE FOUND TO BE SIGNIFICANT, THEY SHALL BE SUBJECT TO A PHASE 3 MITIGATION PROGRAM CONSISTENT WITH CITY GUIDELINES AND FUNDED BY THE APPLICANT. CR-3A: PRIOR TO THE ISSUANCE OF BUILDING AND GRADING PERMITS FOR PHASE 1, THE APPLICANT SHALL RETAIN A CITY-APPROVED REGISTERED PROFESSIONAL ARCHAEOLOGIST AND A NATIVE AMERICAN MONITOR TO BE PRESENT DURING ALL GROUND DISTURBING ACTIVITIES WITHIN THE PROJECT SITE AND BUCKLEY ROAD EXTENSION SITE. IN THE EVENT OF ANY INADVERTENT DISCOVERY OF PREHISTORIC OR HISTORIC-PERIOD ARCHAEOLOGICAL RESOURCES DURING CONSTRUCTION, ALL WORK WITHIN 50 FEET OF THE DISCOVERY SHALL IMMEDIATELY CEASE (OR GREATER OR LESSER DISTANCE AS NEEDED TO PROTECT THE DISCOVERY AND DETERMINED IN THE FIELD BY THE PROJECT ARCHAEOLOGIST). THE APPLICANT SHALL IMMEDIATELY NOTIFY THE CITY OF SAN LUIS OBISPO COMMUNITY DEVELOPMENT DEPARTMENT. THE PROJECT ARCHAEOLOGIST SHALL EVALUATE THE SIGNIFICANCE OF THE DISCOVERY PURSUANT TO CITY ARCHAEOLOGICAL RESOURCE PRESERVATION PROGRAM GUIDELINES PRIOR TO RESUMING ANY ACTIVITIES THAT COULD IMPACT THE SITE/DISCOVERY. IF THE PROJECT ARCHAEOLOGIST DETERMINES THAT THE FIND MAY QUALIFY FOR LISTING IN THE CRHR, THE SITE SHALL BE AVOIDED OR SHALL BE SUBJECT TO A PHASE 3 MITIGATION PROGRAM CONSISTENT WITH CITY GUIDELINES AND FUNDED BY THE APPLICANT. WORK SHALL NOT RESUME UNTIL AUTHORIZATION IS RECEIVED FROM THE CITY. CR-3B: PRIOR TO CONSTRUCTION, WORKERS SHALL RECEIVE EDUCATION REGARDING THE RECOGNITION OF POSSIBLE BURIED CULTURAL REMAINS AND PROTECTION OF ALL CULTURAL RESOURCES, INCLUDING PREHISTORIC AND HISTORIC RESOURCES, DURING CONSTRUCTION. SUCH TRAINING SHALL PROVIDE CONSTRUCTION PERSONNEL WITH DIRECTION REGARDING THE PROCEDURES TO BE FOLLOWED IN THE UNLIKELY EVENT THAT PREVIOUSLY UNIDENTIFIED ARCHAEOLOGICAL MATERIALS, INCLUDING NATIVE AMERICAN BURIALS, ARE DISCOVERED DURING CONSTRUCTION. TRAINING WOULD ALSO INFORM CONSTRUCTION PERSONNEL THAT EXCLUSION ZONES MUST BE AVOIDED AND THAT UNAUTHORIZED COLLECTION OR DISTURBANCE OF ARTIFACTS OR OTHER CULTURAL MATERIALS IS NOT ALLOWED. THE TRAINING SHALL BE PREPARED BY THE PROJECT ARCHAEOLOGIST AND SHALL PROVIDE A DESCRIPTION OF THE CULTURAL RESOURCES THAT MAY BE ENCOUNTERED IN THE PROJECT SITE, OUTLINE STEPS TO FOLLOW IN THE EVENT THAT A DISCOVERY IS MADE, AND PROVIDE CONTACT INFORMATION FOR THE PROJECT ARCHAEOLOGIST, NATIVE AMERICAN MONITOR, AND APPROPRIATE CITY PERSONNEL. THE TRAINING SHALL BE CONDUCTED CONCURRENT WITH OTHER ENVIRONMENTAL OR SAFETY AWARENESS AND EDUCATION PROGRAMS FOR THE PROJECT, PROVIDED THAT THE PROGRAM ELEMENTS PERTAINING TO ARCHAEOLOGICAL RESOURCES IS PROVIDED BY A QUALIFIED INSTRUCTOR MEETING APPLICABLE PROFESSIONAL QUALIFICATIONS STANDARDS. R Know what's below. Call before you dig. WETLAND LIMIT LIMIT OF EXISTING 100 YEAR FLOOD PLAIN LIMIT OF PROPOSED FEMA FLOOD ZONE A 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS >>>>>> 6' Gr a d i n g P l a n I n d e x 5 FILE NAME: 1493-0007-INDX.DWG N 00 (IN FEET) GRAPHIC SCALE 150 30075 1 IN = 150 FT Sheet 9 Sheet 10 Sheet 11 Sheet 12 Sheet 13 Sheet 14 Sheet 15 Sheet 16 Sheet 17 Sheet 18 Sheet 19 Sheet 20 Sheet 21 SD 03 Sheet 44 SD 0 2 Sh e e t 42 a n d 43 SD 01 Sheet 39 - 41 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2023 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS SD 0 4 Sh e e t 45 FL= 1 0 0 . 0 0 FL= 9 9 . 8 7 FL= 9 9 . 9 6 FL= 1 0 0 . 0 5 FL= 1 0 0 . 2 0 FL= 1 0 0 . 0 9 1. 0 % 0. 5 % 0. 5 % 0. 8 % 0. 5 % 8.4% 10.2% 10.0% 10.7%15.7% 10.0% 10.2% 8.4% 10.0%10.1% 10.0% 10.0%10.0% 10.0%10.0% 10.0% FG = 1 0 0 . 6 6 F G = 1 0 0 . 6 6 FG = 1 0 0 . 6 6 F G = 1 0 0 . 6 6 FG = 1 0 0 . 6 6 F G = 1 0 0 . 6 6 FG = 1 0 0 . 6 6 F G = 1 0 0 . 6 6 FG = 1 0 0 . 7 6 F G = 1 0 0 . 7 6 FG = 1 0 0 . 7 6 F G = 1 0 0 . 7 6 FG = 1 0 0 . 6 6 F G = 1 0 0 . 6 6 FG = 1 0 0 . 6 6 F G = 1 0 0 . 6 6 FG = 1 0 0 . 6 6 F G = 1 0 0 . 6 6 FG = 1 0 0 . 6 6 F G = 1 0 0 . 6 6 FG = 1 0 0 . 7 6 F G = 1 0 0 . 7 6 FG = 1 0 0 . 7 6 F G = 1 0 0 . 7 6 FG = 1 0 1 . 7 9 F G = 1 0 1 . 7 9 FG = 1 0 1 . 7 9 F G = 1 0 1 . 7 9 FG = 1 0 1 . 8 9 F G = 1 0 1 . 8 9 0.5%0.5% 5.0%3.6% 2.3%2.4% 0.5%0.5% 2.4%2.4% Pa d G r a d i n g D e t a i l s 6 FILE NAME: 1493-0007-TITL.DWG 0.5% min 2:1 SLOPE TO ADJACENT LOT OR 3:1 MAX. SLOPE TO OPEN SPACE FLTC/ T o e CL ⅊ ⅊ & ℄ TYPICAL DRIVEWAY 4.00' Min. Setback 1.00' Building Setback 4.00' 47 . 0 0 ' 55 . 0 0 ' 47.00' 65.00' 1.00' 2: 1 MA X T o e H P Top Hing e P t ⅊ ⅊ 4.00' Driveway 10.00' Building Setback 14.00' 65.00' 47.00' ⅊ 0.0% HP Top Toe VARIES TCHin g e P t Scale: NONE TYPICAL HIGH DENSITY RESIDENTIAL LOT GRADING CROSS SECTION (TYP.)B 0.5% min Edge of Pad 13.00' 4.00' Building Setback 1.00' ⅊ & ℄ TYPICAL DRIVEWAY 4.00' Driveway 10.00' Building Setback 14.00' Edge of Pad 13.00' ℄ S L O P E ℄ S L O P E T o e H P Top FL TC / T o e Hi n g e P t Scale: NONE TYPICAL HIGH DENSITY RESIDENTIAL LOT GRADING PLAN VIEW (TYP.)A Scale: 1"= 10' TYPICAL HIGH DENSITY RESIDENTIAL CLUSTER LOT VERTICAL CONCEPT (TYP.)C VENTURE DRIVE PI P E R L A N E KITTY HAWK COURT 00 10 20 (IN FEET) 5 GRAPHIC SCALE 1 IN = 10 FT N 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2023 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS FG = 1 0 0 . 0 0 F G = 1 0 0 . 9 9 FG = 1 0 0 . 9 9 F G = 1 0 0 . 9 9 FG = 1 0 0 . 9 9 FG = 9 9 . 5 0 FG = 9 9 . 0 0 F G = 1 0 0 . 4 9 FG = 1 0 0 . 4 9 F G = 1 0 0 . 4 9 FG = 1 0 0 . 4 9 F G = 9 9 . 9 9 FG = 9 9 . 9 9 FG = 1 0 1 . 4 9 F G = 1 0 1 . 4 9 FG = 9 9 . 8 0 FG = 9 9 . 3 0 FG = 9 8 . 8 0 TC= 9 9 . 8 5 FL= 9 9 . 3 5 TC= 9 9 . 3 5 FL= 9 8 . 8 5 TC= 9 8 . 8 5 FL= 9 8 . 3 5 2.00%2.00%1.50%1.50% 7.01% 5.19% 7.01% 0.00% 5.19% 0.00% Pa d G r a d i n g D e t a i l s 7 FILE NAME: 1493-0007-TITL.DWG 2: 1 MA X CL TC TC CL ℄ S L O P E ⅊ TYPICAL STREET ℄ 2.0% 18.00' Porch Setback 10.00' Garage Setback 20.00' 5.00' Min. Setback 5.00' Min. Setback 1.00' 1.00' 1.5% Setback 5.00' Building Setback 15.00' 40 . 0 0 ' 50 . 0 0 ' 85.00' 0.0% 85.00' 95.00' 1.00' 2: 1 MA X To e HPTop Hin g e P t Building Setback 15.00' 6.00' To e / B W Hin g e P t To e / B W VARIES ⅊ 2.0% 2:1 SLOPE TO ADJACENT LOT OR 3:1 MAX. SLOPE TO OPEN SPACE Driveway 10.00' Building Setback 15.00' 95.00' 70.00' ⅊ 0.0% HP T o e VARIES Ba c k o f W a l k Hi n g e P t Scale: NONE TYPICAL LOW DENSITY RESIDENTIAL LOT GRADING CROSS SECTION (TYP.)B Garage Setback 20.00' 15.00' Building Setback 1.00' ⅊ Scale: NONE TYPICAL LOW DENSITY RESIDENTIAL LOT GRADING PLAN VIEW (TYP.)A Scale: 1"= 10' TYPICAL LOW DENSITY RESIDENTIAL CLUSTER LOT VERTICAL CONCEPT (TYP.)C DO L I T T L E D R I V E 00 10 20 (IN FEET) 5 GRAPHIC SCALE 1 IN = 10 FT N CL 18.00'11.00' 1.5% TC Top 4.00' Rear Garage Setback To e HPTo p 5.00' ℄ TYPICAL ROAD ⅊⅊TYPICAL STREET ℄ 5.00' 6.00' 1.5% 1.5% 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2023 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Ty p i c a l R o a d S e c t i o n s 8 FILE NAME: 1493-0007-DETL-ROAD.DWG NOTE: STREET SECTIONS FOR REFERENCE ONLY. 58' Road (Phase 5) 60' Road (Jespersen) PA R K W A Y SI D E W A L K 7.00'5.00' 18.00' 30.00' 18.00'12.00' 60.00' 7.00'5.00' 30.00' 12.00' PA R K W A Y SI D E W A L K PA R K W A Y SI D E W A L K 6.00'5.00' 18.00' 29.00' 18.00'11.00' 58.00' PA R K W A Y SI D E W A L K 6.00'5.00' 29.00' 11.00' 48' Road (Phases 2, 3 & 4) SI D E W A L K 6.00'18.00' 24.00' 18.00' 48.00' SI D E W A L K 6.00' 24.00' 60' Road (Venture) 18.00' 30.00' 18.00'12.00' 60.00' 30.00' 12.00' 8.00'10.00'8.00'10.00' BI K E L A N E TR A V E L L A N E BI K E L A N E TR A V E L L A N E 8.00'10.00'8.00'10.00' BI K E L A N E TR A V E L L A N E BI K E L A N E TR A V E L L A N E 8.00'10.00'8.00'10.00' PA R K I N G TR A V E L L A N E PA R K I N G TR A V E L L A N E 8.00'10.00'8.00'10.00' PA R K I N G TR A V E L L A N E PA R K I N G TR A V E L L A N E GRADE TO PROPOSED ROAD SUB-GRADE FUTURE ROAD STRUCTURAL SECTION - 4" HMA OVER 17.5" OF CLASS 2 AGG. BASE GRADE TO PROPOSED ROAD SUB-GRADE FUTURE ROAD STRUCTURAL SECTION - 4" HMA OVER 17.5" OF CLASS 2 AGG. BASE GRADE TO PROPOSED ROAD SUB-GRADE FUTURE ROAD STRUCTURAL SECTION - 3" HMA OVER 15.5" OF CLASS 2 AGG. BASE GRADE TO PROPOSED ROAD SUB-GRADE FUTURE ROAD STRUCTURAL SECTION - 3" HMA OVER 15.5" OF CLASS 2 AGG. BASE 20.00' 6.00' PLPL PL PL PLPL PLPL 6.00' 2.00' SHOULDER 2.00' SHOULDER EA S E M E N T Bike Path GRADE TO PROPOSED PATH SUB-GRADE FUTURE BIKE PATH - OPTION 2 CLASS I BIKEWAY ENGINEERING STANDARD 7040 EA S E M E N T FUTURE ROAD BIO-SWALE FUTURE ROAD BIO-SWALE FUTURE ROAD BIO-SWALE PA R K W A Y SI D E W A L K 7.00'5.00'7.00'5.00' PA R K W A Y SI D E W A L K 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 2023 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 55 . 5 0 ' 68.00' 55 . 3 4 ' 60 . 1 5 ' 58.21'L =9.88' 61 . 5 0 ' L=2 4 . 0 3 ' 6.82'64.60' 41 . 7 7 ' 65.00' 41 . 7 7 ' 65.00' 41 . 7 7 ' 51.00' L =2 9 .8 5 '64.60' 188.75' L=2 3 .5 6 ' 14 1 . 1 5 ' L = 2 9.85'184.75' 17 5 . 1 5 ' L=2 2.3 1 ' 68.00' 59 . 5 0 ' 68.00' 59 . 5 0 ' L = 2 9 . 8 5 ' 49.00'63.00'63.00'15.00' L = 6 4.3 7' 77 . 3 8 ' 67.78' 99 . 3 0 ' 19.80' L =7 1 .4 7 ' 58 . 8 7 ' 63.00' L = 3 7 . 7 6 ' L = 24.03'14.07' 92 . 2 7 ' 50 . 5 0 ' 65.00' 50 . 5 0 ' 55.00'L =2 9.85' 31 . 5 0 ' 41 . 7 7 ' 74.00' 74.00' 41 . 7 7 ' L= 2 3 . 5 6 ' 62.13' L=2 .0 1' 80.87' L = 24.03' L=4 3. 2 0 ' 55 . 7 6 ' 150.20' 74 . 7 2 ' L =21.56' 64.00'10.67' L = 5 9.39' 95 . 4 9 ' 30 . 1 1 ' 23 . 2 1 ' L =2 8.07'L=9.2 6 '29.93' 53 . 5 0 ' 67.00' 67.00' 53 . 5 0 ' 60 . 0 0 ' 67.00' 60 . 0 0 ' 67.00' 60 . 0 0 ' 53 . 5 0 ' 55 . 4 7 ' 67.00' 67.00' 73 . 9 7 ' 67.00' 73 . 8 6 ' 67.00' 73 . 9 2 ' 67.00' 67.00' 55 . 3 6 ' 66.84' 55 . 2 5 ' 66.82' 55 . 3 0 ' 41 . 0 0 ' 66.80' 41 . 0 0 ' 67.00' 41 . 0 0 ' 41 . 0 0 ' 66.79' 41 . 0 0 ' 67.00' 57 . 0 0 ' 18 . 5 0 ' 22 . 5 0 ' 34 . 5 0 ' 6. 5 0 ' 57 . 0 0 ' 67.00' 57 . 0 0 ' 19 0 . 5 7 ' 323.61' 5. 3 6 ' L =13 . 4 4 ' 12 8 . 1 0 ' L =15 . 6 2 ' 15 8 . 9 2 ' 44 . 3 4 ' 3. 6 4 ' L = 5 7 . 5 0 ' 4 9 . 1 0 ' L = 5 0 . 9 7 ' 2. 9 4 ' L=13.6 5 ' L =14.28' 60 . 0 0 ' L = 1 2 . 8 7 ' 4 . 2 3 ' L = 1 1 . 7 7 ' 44 . 8 5 ' L =7 1 .0 1 ' 36.63' 42 5 . 1 7 ' 216.77' L =1 0 1 .9 9 ' L = 9 . 2 6 ' 269.78' SD SD SD SDSD SD SDSD SD SD SD SD SD SD SD SDSDSD 116 115 111 112 113 114 11 3 1 1 4 114 114 11 0 10 9 1 1 1 110 111 112 113 114 115 116 117 1 1 6 117 121122 123 12 4 11 5 116 117 118 115 116 117 118 115 116 113 114 11 4 120 118 119 121 122 123 1 1 5 115 1 1 4 114 113 113 12 3 1 2 4 125 122 12 3 124 126 127 112 11 3 122 1 2 2 SD SD SD SD 243 244 246 245 248 247 276 275 274 290 291 292 293 297 296 295 294 298 299 300 301 302 303 326 327 186 187 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X SD 11 1 1 1 1 112 11 2 11 3 1 1 4 11 3 114 11 5 1 1 2 1 1 3 11 4 116 11 7 111112113114 115 113 113 114 114 11 5 11 5 11 5 11 5 11 4 11 4 115114116117 118 115 1 1 5 1 1 3 1 1 4 11 6 11 7 11 6 11 7 FG= 1 1 4 . 6 7 FG = 1 1 4 . 6 7 FG= 1 1 4 . 6 7 FG= 1 1 4 . 6 7 FG = 1 1 4 . 6 7 F G = 1 1 4 . 6 7 FG= 1 1 4 . 6 7 FG = 1 1 4 . 6 7 FL = 1 1 3 . 8 7 FG = 1 1 4 . 6 7 FG = 1 1 4 . 6 3 FG= 1 1 5 . 9 8 FG = 1 1 5 . 9 8 FG = 1 1 5 . 9 8 FG = 1 1 4 . 6 7 FG= 1 1 4 . 6 7 FG = 1 1 4 . 6 7 FG = 1 1 5 . 9 8 FG = 1 1 5 . 9 8 FG = 1 1 5 . 9 8 FG = 1 1 5 . 9 8 FL = 1 1 4 . 0 0 F G = 1 1 5 . 9 8 FG= 1 1 4 . 6 3 F G = 1 1 4 . 6 3 FG = 1 1 5 . 0 0 FL = 1 1 5 . 4 3 FL= 1 1 5 . 5 3 FL = 1 1 3 . 9 3 FG= 118.36 FG = 1 1 8 . 3 6 FG = 1 1 8 . 3 6 FG= 1 1 8 . 3 6 FG= 1 1 8 . 3 6 FG= ??? FG = 1 1 7 . 1 8 FG= 117.18 FG = 1 1 7 . 1 8 FG= 114.59 FG = 1 1 5 . 0 0 F G = 1 1 5 . 0 2 FG= 115.02 FG= 116.77 F G = 1 1 6 . 7 7 F G = 1 1 6 . 6 7 FG= 116.67 FG= 114.82 FG= 1 1 4 . 4 0 FG = 1 1 5 . 0 2 FG = 1 1 6 . 7 7 FG = 1 1 6 . 6 7 FG = 1 1 6 . 6 7 FG = 1 1 4 . 8 2 FG = 1 1 5 . 0 2 F G = 1 1 4 . 8 2 FG= 1 1 5 . 0 2 FG= 1 1 6 . 7 7 FG = 1 1 6 . 6 7 FG = 1 1 6 . 6 7 FG = 1 1 4 . 8 2 F G = 1 1 5 . 0 2 F G = 1 1 6 . 7 7 F G = 1 1 6 . 7 7 F G = 1 1 6 . 6 7 F G = 1 1 4 . 8 2 FG= 115.02 FG = 1 1 5 . 0 2 FG= 1 1 4 . 8 2 FG = 1 1 6 . 7 7 F G = 1 1 6 . 6 7 FG= 1 1 6 . 7 7 F G = 1 1 5 . 0 0 FG = 1 1 4 . 6 3 FG= 114.63 FG = 1 1 3 . 4 3 FG = 1 1 3 . 0 0 FG= 113.61 FG= 113.79 FG = 1 1 7 . 4 6 FG = 1 1 7 . 5 6 FG= 117.56 FG= 117.46 FG= 1 1 7 . 4 6 FG = 1 1 7 . 5 6 FG= 117.46 FG= 117.56 FL = 1 1 6 . 0 7 FL = 1 1 6 . 2 1 FL = 1 1 6 . 0 0 FL = 1 1 6 . 1 1 FL = 1 1 5 . 9 7 FL= 1 1 6 . 3 0 FL = 1 1 6 . 1 4 FL= 1 1 7 . 0 3 FL = 1 1 4 . 9 4 FL = 1 1 5 . 0 9 FL = 1 1 3 . 9 6 FL = 1 1 3 . 8 1 FL = 1 1 3 . 8 4 FL = 1 1 3 . 9 7 FL = 1 1 5 . 2 0 FL= 1 1 5 . 2 5 FL = 1 1 6 . 8 4 FL = 1 1 6 . 9 9 FL = 1 1 6 . 7 6 FL = 1 1 6 . 8 9 FL = 1 1 6 . 6 4 FL = 1 1 6 . 7 9 FL = 1 1 5 . 8 5 FL = 1 1 4 . 1 4 FL = 1 1 4 . 0 1 FL = 1 1 4 . 2 5 FL = 1 1 4 . 3 5 FL = 1 1 4 . 4 5 FG = 1 1 8 . 0 0 FG = 1 1 8 . 2 1 FG = 1 1 7 . 1 8 FG= 1 1 7 . 1 8 F G = 1 1 8 . 0 0 F G = 1 1 8 . 2 1 F G = 1 1 7 . 5 6 FG = 1 1 7 . 4 6 FG = 1 1 7 . 5 6 FL= 1 1 5 . 3 3 FG = 1 1 5 . 8 3 FG = 1 1 4 . 6 3 FG = 1 1 4 . 6 3 FG= 1 1 4 . 6 3 FG = 1 1 4 . 6 3 FG = 1 1 5 . 7 6 FG = 1 1 5 . 7 6 FG = ? ? ? FG= 1 1 6 . 9 0 FG = 1 1 7 . 8 3 FG= 115.92 FG= 114.63 FG= 114.63 F G = 1 1 5 . 7 6 FG = 1 1 5 . 7 6 FG= 114.63 FG= 114.63 FG= 1 1 7 . 8 3 FG= 117.83 FG = 1 1 6 . 9 0 FL = 1 1 7 . 1 8 FL = 1 1 4 . 2 8 F G = 1 1 4 . 6 3 F G = 1 1 4 . 6 3 FG= 114.41 FG= 117.18 FG = 1 1 7 . 4 6 FL= 114.00 FL = 1 1 3 . 6 3 FL= 114.63 FG= 115.00 FG= 115.00 FG = 1 1 4 . 6 3 F G = 1 1 4 . 6 3 FL = 1 1 4 . 2 5 FL = 1 1 4 . 1 5 F G = 1 1 4 . 8 2 F G = 1 1 4 . 8 2 FG = 1 1 4 . 8 2 FG = 1 1 6 . 6 7 FG = 1 1 6 . 6 7 FG= 1 1 8 . 0 0 F G = 1 1 5 . 0 2 FG = 1 1 6 . 7 7 F G = 1 1 6 . 7 7 FG = 1 1 8 . 2 1 FG= 1 1 7 . 4 6 34+ 35+ 36+ 37+ 38+ 38+ PC: 36+82.78' PT: 37+13.06' PC: 38+10.13' PT: 38+40.08' 49 + 50 + 51 + 52 + 52 + PC : 5 0 + 0 0 . 0 0 ' PT : 5 0 + 5 9 . 3 1 ' 0+ 1+ 2+3+4+5+ 6+ PC : 1 + 0 0 . 0 0 ' PT : 1 + 5 9 . 3 1 ' PC : 5 + 6 6 . 4 1 ' PT : 6 + 2 5 . 7 3 ' 9+ 10+ 11 + 12 + 13 + PT : 1 0 + 4 9 . 4 0 ' PC : 1 0 + 4 9 . 4 0 ' PT : 1 0 + 7 1 . 0 4 ' 74+ 75+ 76+ 7 6 + PC: 75+50.86' PT: 75+ 7 2 . 4 9 ' PC: 75+ 7 2 . 4 9 ' Gr a d i n g P l a n L a y o u t 9 FILE NAME: 1493-0007-MGPN.DWG MA T C H L I N E SE E S H E E T 10 MATCHLINE SEE SHEET 12 N 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE 13 ' P R I V A T E D R A I N A G E E A S E M E N T BY S E P A R A T E D O C U M E N T 13' PRIVATE DRAINAGE & STORM DRAIN EASEMENTS AND PRIVATE DRAINAGE EASEMENTIN FAVOR OF PARCEL 3 OF COAL 01-0097 PER TRACT 3089 PHASE 1 15.0' PRIVATE WATER WELL & WELL ACCESS EASEMENT PER TRACT 3089 PHASE 1 EXISTING WATER WELL TO REMAIN IN PLACE. EA R T H W O O D L A N E CESSNA COURT KITTY HAWK COURT PI P E R L A N E MEMPHIS BELLE WAY 13 . 0 ' P R I V A T E D R A I N A G E E A S E M E N T BY S E P A R A T E D O C U M E N T 25 ' P R I V A T E W A T E R E A S E M E N T , P P A E & P U B L I C D R A I N A G E E A S E M E N T B Y SE P A R A T E D O C U M E N T 10' PUBLIC UTILITY EASEMENT PER TRACT 3089 PHASE 1 10' PUBLIC UTILITY EASEMENT PER TRACT 3089 PHASE 1 226 TRACT BOUNDARY TR A C T B O U N D A R Y 13 . 0 ' P R I V A T E D R A I N A G E E A S E M E N T BY S E P A R A T E D O C U M E N T 66.0' PUBLIC DRAINAGE OVERFLOW EASEMENTConcrete Drainage swale details per separate submittal. Concrete Drainage swale details per separate submittal. LIMIT OF EXISTING 100 YEAR FLOOD ZONE D37 A31 C 35 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2023 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 57 . 0 0 ' 67.00' 57 . 1 4 ' 67.00' 57 . 0 9 ' 67.00' 41 . 0 0 ' 68.00' 56 . 8 5 ' 55 . 3 4 ' =9.88' 61 . 5 0 ' 46 . 7 7 ' L =2 9.84' 30.80'L =3 0 .2 6 ' 67 . 4 0 ' 80.00' 88 . 3 7 ' L =8 3 .0 0 ' 67 . 4 0 ' L =1 0 5 .5 3 ' 37 . 9 5 ' 6 2 . 4 8 ' L =2 7 .8 2' 94 . 1 1 ' L=22.3 1'8. 7 9 ' 76 . 2 1 ' 68.00' 56 . 8 5 ' 59 . 5 0 ' 68.00' 68.00' 59 . 5 0 ' 68.00' 68.00' 59 . 5 0 ' 87.00' 87.00' 58 . 5 0 ' 80.00' 80.00' 63 . 4 7 ' L = 2 3 . 5 6 ' 65.00' 80.00' 48 . 4 7 ' 87.00' 55 . 3 9 ' 60 . 0 0 ' 53 . 5 0 ' 67.00' 53 . 5 0 ' 67.00' 53 . 5 0 ' 60 . 0 0 ' 67.00' 59 . 8 6 ' 67.00' 59 . 9 1 ' 53 . 5 0 ' 67.00' 53 . 5 0 ' 11.74'L =9 .2 5 'L=47.75' 60 . 6 1 ' 41 . 0 0 ' 67.00' 41 . 0 0 ' 41 . 0 0 ' 67.00' 41 . 0 0 ' 67.00' 41 . 0 0 ' 67.00' 67.00' 55 . 7 7 ' 67.00' 55 . 6 7 ' 67.00' 55 . 7 2 ' 67.00' 67.00' 74 . 1 7 ' 67.00' 74 . 0 7 ' 67.00' 74 . 1 2 ' 67.00' 67.00' 55 . 5 7 ' 67.00' 55 . 4 7 ' 67.00' 55 . 5 2 ' 73 . 9 7 ' 57 . 0 0 ' 18 . 5 0 ' 22 . 5 0 ' 67.00' 41 . 0 0 ' 67.00' 41 . 0 0 ' 34 . 5 0 ' 6. 5 0 ' 67.00' 41 . 0 0 ' 67.00' 41 . 0 0 ' 188.59' 19 8 . 3 8 ' L = 8 2 . 2 9 ' L =9.25' 71 . 7 2 ' L = 2 9.84'3.82'5.37 ' 11.12'45.81' L =4 8 .2 3 ' L =1 8.33' L=52.58' 35 . 2 7 ' L = 2 2.91' 15 . 5 9 ' 1 0 . 5 6 ' 4.2 1 ' 19 9 . 4 6 ' 7 1 . 2 7 ' 41.87' L = 5 7 . 9 3 ' L =7.6 5' SD SDSD SD SDSD SD SD SD SD SD SD SD 11 6 11 7 11 8 11 5 11 6 11 7 11 8 11 6 11 7 11 8 11 9 115 116 117 118 11 5 1 1 6 1 1 7 11 5 11 5 11 6 11 6 115 115115115 120 116 117 118 119 SD SD SD VV V V XVXVXVXVXVX X X XXXXXXXX X X X X X X X X X X X X X X X X 116 11 7 11 8115 114 11 5 11 6 116 1 1 6 116 1 1 7 11 5 11 6 11 7 11 8 11 8 11 8 11 8 11 8 11 9 11 9 11 9 11 9 1 1 5 1 1 4 115114 1 1 6 1 1 7 119 1 1 5 1 1 4 11 6 11 6 11 7 11 8 11 5 11 6 11 7 11 8 11 9 11 8 11 8 11 8 1 1 8 11 9 11 9 11 9 11 9 115 111 111 112 112 113 113114 114 116117 11 8 11 5 11 4 11 6 1 1 5 1 1 3 1 1 4 1 2 0 118118 1 1 9 1 2 1 1 2 2 11 7 FL = 1 1 6 . 8 4 FL = 1 1 6 . 9 9 FL = 1 1 6 . 7 6 FL = 1 1 6 . 8 9 FL = 1 1 6 . 6 4 FL = 1 1 6 . 7 9 FL = 1 1 8 . 0 6 FL = 1 1 7 . 9 0 FL = 1 1 8 . 1 6 FL = 1 1 8 . 0 2 FL = 1 1 8 . 2 5 FL = 1 1 8 . 1 1 FL = 1 1 7 . 6 5 FL = 1 1 7 . 4 5 FL = 1 1 7 . 5 5 FL = 1 1 7 . 2 1 FL = 1 1 7 . 4 5 FL = 1 1 7 . 3 4 FL = 1 1 8 . 4 5 FL = 1 1 8 . 3 1 FL = 1 1 8 . 5 6 FL = 1 1 8 . 4 2 FL = 1 1 8 . 6 7 FL = 1 1 8 . 5 1 FL = 1 1 7 . 6 4 FL = 1 1 7 . 4 9 FL = 1 1 7 . 2 0 FL = 1 1 7 . 3 3 FL = 1 1 7 . 5 2 FL = 1 1 7 . 6 7 FL = 1 1 7 . 5 1 FL = 1 1 7 . 5 8 FL = 1 1 6 . 2 2 FL = 1 1 6 . 1 2 F G = 1 1 8 . 0 1 FG= 1 1 8 . 0 0 FG= 1 1 8 . 2 1 FG= 1 1 8 . 2 1 FG= 1 1 9 . 2 3 FG= 1 1 9 . 2 3 FG= 1 1 8 . 1 0 FG= 118.10FG= 119.23F G = 1 1 9 . 2 3 F G = 1 1 8 . 2 1 FG = 1 1 8 . 2 1 FG = 1 1 9 . 2 3 FG = 1 1 9 . 2 3 FG = 1 1 8 . 1 0 FG = 1 1 8 . 1 0 FG= 1 1 8 . 0 0 FG= 118.00 FG = 1 1 8 . 0 0 FG = 1 1 9 . 1 2 FG = 1 1 9 . 1 2 FG = 1 1 8 . 0 1 FG= 119.12FG= 119.12 FG= 118.01 F G = 1 1 8 . 0 0 FG = 1 1 9 . 1 2 FG= 119.23 FG = 1 1 9 . 1 2 F G = 1 1 8 . 2 1 FG= 118.01 F G = 1 1 9 . 1 2 F G = 1 1 8 . 0 0 F G = 1 1 8 . 0 0 F G = 1 1 8 . 1 0 FG= 119.23 FG= 1 1 8 . 0 1 F G = 1 1 8 . 2 1 FG= 1 1 8 . 2 1 FL = 1 1 7 . 4 4 FG= 119.12 FG= 118.25 FG= 118.25 FG= 118.13 FG= 118.73 F G = 1 1 8 . 7 3 FG= 118.83 FG= 117.56 F G = 1 1 8 . 8 3 FG= 117.46 FG= 1 1 8 . 5 2 FG= 118.25 FG = 1 1 8 . 2 5 FG = 1 1 8 . 7 3 F G = 1 1 8 . 7 3 F G = 1 1 8 . 8 3 FG= 117.56 FG = 1 1 7 . 4 6 FG = 1 1 7 . 9 4 FG = 1 1 8 . 2 5 FG = 1 1 8 . 8 3 FG= 1 1 7 . 5 6 FG = 1 1 8 . 8 3 FG = 1 1 8 . 2 5 FG = 1 1 8 . 7 3 FG = 1 1 8 . 7 3 FG = 1 1 7 . 4 6 FG = 1 1 7 . 5 6 FG = 1 1 8 . 8 3 FG= 1 1 8 . 8 3 FG = 1 1 8 . 2 5 FG = 1 1 8 . 2 5 FL = 1 1 8 . 0 0 F G = 1 1 8 . 1 0 FG = 1 1 8 . 0 0 FG = 1 1 8 . 0 0 FG= 1 1 8 . 1 0 FG= 118.00 F G = 1 1 8 . 1 0 FG = 1 1 6 . 9 3 FG= 116. 9 3 FG= 116.93 FG = 1 1 6 . 9 3 FL = 1 1 7 . 4 8 FL = 1 1 9 . 0 0 FL = 1 1 7 . 4 7 FL = 1 1 8 . 6 0 FG= 118.21 FG = 1 1 8 . 0 1 FG = 1 1 8 . 7 3 F G = 1 1 8 . 8 3 FG = 1 1 8 . 7 3 FG = 1 1 7 . 4 6 F G = 1 1 6 . 8 1 F G = 1 1 7 . 4 9 FG = 1 1 6 . 9 3 F G = 1 1 0 . 4 3 FG = 1 1 8 . 3 3 FG= 1 1 8 . 2 1 FG = 1 1 8 . 2 3 FG = 1 1 8 . 3 1 FG= 1 1 8 . 3 1 FG= 1 1 9 . 1 0 FG= 1 1 8 . 9 0 FG = 1 1 8 . 2 9 LP= 1 1 7 . 8 1 FL = 1 1 7 . 5 4 FL = 1 1 7 . 3 4 FL = 1 1 7 . 3 5 FG= 1 1 8 . 0 0 FG = 1 1 8 . 2 1 F G = 1 1 8 . 7 0 FG= 1 1 9 . 2 3 FG = 1 1 8 . 0 1 FG = 1 1 9 . 1 2 FG = 1 1 8 . 2 0 FG= 119.23 FG= 118.00 F G = 1 1 9 . 1 2 FG= 1 1 8 . 0 0 FG = 1 1 8 . 1 0 FG= 118.73 FG= 1 1 8 . 7 3 FG= 118.73 FG= 1 1 7 . 4 6 FG = 1 1 8 . 2 5 F G = 1 1 8 . 2 5 17+ 18+ 19+ 20+ 21+ 22+ 23+ PI: 17+67.23' PC: 21+65.53' PR C : 2 2 + 7 2 . 2 2 ' 13 + 14 + 15 + 16 + 17+ 18+ 19+ 19+ PC : 1 6 + 2 2 . 9 4 ' P T : 1 6 + 4 4 . 5 7 ' P C : 1 6 + 4 4 . 5 7 ' PT: 1 7 + 4 3 . 3 7 ' PC: 1 7 + 4 3 . 3 7 ' PT: 17+65.01' 2 8 + 2 9 + 30 + 31 + 32 + 33 + 34 + 35 + PT : 2 9 + 7 0 . 7 1 ' PI : 3 2 + 5 5 . 8 3 ' 11 7 118 119 11 9 120 119 121 12 0 12 1 12 2 119 118 FG = 1 1 6 . 2 0 SD SD 0. 2 5 % 0.25% 0. 5 4 % 1.26 % 0. 3 1 % 0.7 5 % 0. 2 5 % 0 . 2 5 % Gr a d i n g P l a n L a y o u t 10 FILE NAME: 1493-0007-MGPN.DWG MA T C H L I N E SE E S H E E T 11 MA T C H L I N E SE E S H E E T 9 MATCHLINE SEE SHEET 13 N 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE 0(03+,6%(//(:$< 9(1785('5,9( -( 6 3 ( 5 6 ( 1 5 2 $ ' 326 t˝d>E D LIMIT (3) Contech Structural Steel Plate Arch Culverts (37'x7'x106'). Shop drawing per separate submittal. TRACT BOUNDARY 13 . 0 ' P R I V A T E D R A I N A G E E A S E M E N T BY S E P A R A T E D O C U M E N T PH A S E B O U N D A R Y Concrete Drainage swale details per separate submittal. EXISTING 100 YEAR FLOOD PLAIN A31 PROPOSED FEMA FLOOD ZONE A FUTURE PHASES 2-3 ROCK SLOPE PROTECTION ROCK SIZE RSP CLASS: 200 lb LIGHT RSP FUTURE PHASES 4-6 ROCK SLOPE PROTECTION ROCK SIZE RSP CLASS: 200 lb LIGHT RSP 05-09-2023 5$&+(/$+$:7+ 2 5 1 ( &,9 ,/ No. 73686 A L A T T S OF E C A O NRFI I 5(*,67 (5 ('3 5 2 )(66,21$/ (1 * , 1 ( ( 5 ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS 7˙˘˘)˙˘˘˝ ˇ&/$5,21&2857 6$1/8,62%,632&$˝ DATE SIGNED SIGNATURE ZZZZDOODFHJURXSXV 3/$11,1* &,9,/$1'75$163257$7,21(1*,1((5,1* &216758&7,210$1$*(0(17 /$1'6&$3($5&+,7(&785( 0(&+$1,&$/(1*,1((5,1* 38%/,&:25.6$'0,1,675$7,21 6859(<,1**,662/87,216 :$7(55(6285&(6 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® )0$3˙˙ GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2023 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS PROVIDE ROCK SLOPE PROTECTION AT STORM DRAIN ENTRANCE ROCK SLOPE CLASS: 75 lb, Backing #1, Method B Placement at Storm Drain entrance. LENGTH:90' WIDTH:45' DEPTH:18" PROVIDE ROCK SLOPE PROTECTION ROCK SLOPE CLASS: RSP Class III, d50 = 12in, 150lb, Method B Placement, 24in Depth LENGTH:38' WIDTH:209' DEPTH:24" SEE PHASE 5 PUBLIC IMPROVEMENT PLANS FOR FUTURE UTILITIES Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 2/ 7 / 2 4 VE N T U R E D R . P A R K W A Y G R A D I N G AT T A N K F A R M C K . C R O S S I N G RM S 7/ 1 4 / 2 5 OF F - S I T E O V E R F L O W P A T H T O TA N K F A R M C R E E K , W E L L S I T E GR A D I N G , S D 0 1 & O M I T W A L L 1 6 RM S 46 4 6 See Phase 5 Improvements plans for Storm Drains. Double Cross Hatching Denotes Access and Construction Easement on Adjacent Property. PROVIDE ROCK SLOPE PROTECTION AT STORM DRAIN OUTLETS ROCK SLOPE CLASS: 75 lb, Backing #1, Method B Placement at Storm Drain entrance. LENGTH:36' WIDTH:20' DEPTH:18" 6 Approved 12/09/2025 Engineering Development Review Revised 12/09/2025 4:37:53 PM 113 11 4 SD SD 115 120 114 116117118119121122 115 120 114 116 117 118 119 121122 123 124 0. 4 0 % FL= 1 1 5 . 5 0 FL= 1 1 5 . 2 3 FL= 1 1 5 . 0 1 FL= 1 1 9 . 3 2 FL= 1 1 4 . 8 9 F L = 1 1 5 . 1 7 F L = 1 1 5 . 2 5 0.09% 0. 0 6 % 0.06% 0. 1 0 % FG = 1 1 6 . 5 0 F G = 1 1 6 . 5 0 F G = 1 1 6 . 5 0 FG = 1 1 6 . 5 0 FG = 1 1 6 . 5 0 F G = 1 1 6 . 5 0 1.7 1 % 3.0 : 1 4.4 1 % 2.4 2 % 33 . 6 : 1 1 . 0 6 % 3 . 7 1 % 41.6:1 SD X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX SDSD 12 0 120 11 9 12112 1 12 2 116 115 115 115 115 113 113 11 4114 114 114 114 1 1 4 116 116 117 117 118 12 2 122 12 5 122 12 3 12 4 115 120 114 116 11 7 11 8 1 1 9 121 11 6 11 6 120 120 116 116 117 118 119 121 121 122 122 116 116116 12 2 12 3 116 116 117 1 2 2 122 123 120 12 0 12 1 1 2 2 12 2 1 1 5 11 6 119 1 1 5 1 1 5 1 1 6 1 1 6 11 6 FG = 1 1 9 . 1 0 85+ 85 + PC: 84+37.81' PT: 8 4 + 5 9 . 4 4 ' PC: 8 4 + 5 9 . 4 4 ' 36 + 37 + 38 + 39 + 4 0 + 40+ PC : 3 9 + 8 2 . 0 9 ' P R C : 4 0 + 0 3 . 7 3 ' F L = 1 1 5 . 2 1 F L = 1 1 5 . 2 2 F L = 1 1 5 . 2 2 SD 0.25% 115 120 116 117 118 119 121 122 123 124 FG = 1 1 6 . 5 0 1.70%0.36% 1 . 0 % Gr a d i n g P l a n L a y o u t 11 FILE NAME: 1493-0007-MGPN.DWG N 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE MA T C H L I N E SE E S H E E T 10 MATCHLINE SEE SHEET 14 9(1785('5,9( TRACT BOUNDARY TR A C T B O U N D A R Y LIMIT OF EXISTING 100 YEAR FLOOD ZONE CONSTRUCT ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 75 lb, Backing #1, Method B Placement LENGTH:32' WIDTH:35' DEPTH:18" 05-09-2023 5$&+(/$+$:7+ 2 5 1 ( &,9 ,/ No. 73686 A L A T T S OF E C A O NRFI I 5(*,67 (5 ('3 5 2 )(66,21$/ (1 * , 1 ( ( 5 ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS 7˙˘˘)˙˘˘˝ ˇ&/$5,21&2857 6$1/8,62%,632&$˝ DATE SIGNED SIGNATURE ZZZZDOODFHJURXSXV 3/$11,1* &,9,/$1'75$163257$7,21(1*,1((5,1* &216758&7,210$1$*(0(17 /$1'6&$3($5&+,7(&785( 0(&+$1,&$/(1*,1((5,1* 38%/,&:25.6$'0,1,675$7,21 6859(<,1**,662/87,216 :$7(55(6285&(6 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® )0$3˙˙ GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2023 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 7/ 1 4 / 2 5 OF F - S I T E O V E R F L O W P A T H T O TA N K F A R M C R E E K , W E L L S I T E GR A D I N G , S D 0 1 & O M I T W A L L 1 6 RM S 6 6 PROVIDE ROCK SLOPE PROTECTION AT ADJACENT PROPERTY BERM WIER. ROCK SLOPE CLASS: RSP Class III, d50 = 12in, 150lb, Method B Placement, 24in Depth LENGTH:30' WIDTH:175' DEPTH:24" DOUBLE CROSS HATCHING DENOTES TEMPORARY ACCESS AND CONSTRUCTION EASEMENT ON ADJACENT PROPERTY. PROVIDE ROCK SLOPE PROTECTION ROCK SLOPE CLASS: RSP Class III, d50 = 12in, 150lb, Method B Placement, 24in Depth LENGTH:38' WIDTH:209' DEPTH:24" 6 FUTURE STORM DRAIN. SEE PH 4 IMPROVEMENT PLANS SEE SHEET 44 FOR STORM DRAIN IMPROVEMENTS Approved 12/09/2025 Engineering Development Review Revised 12/09/2025 4:38:20 PM L = 45.04' L=2 4 . 0 3 ' 6.82' 85 . 5 2 ' 72.03' 2 1 . 3 3 ' 32 . 1 9 ' 64.60' 55 . 5 9 ' 64.60' 64.60' 59 . 5 0 ' 63.00' 55 . 4 1 ' 58 . 6 1 ' 64.83' 58 . 6 1 ' 65.00' 61 . 6 1 ' 67 . 7 8 ' 65.00' 67 . 7 8 ' 26 . 6 2 ' 23 . 9 9 ' 95.00' 25 . 1 7 ' 38 . 8 5 ' 67 . 7 8 ' 65.00' 67 . 7 8 ' 65.00' 67 . 7 8 ' 65.00' 61 . 7 8 ' 65.00' 61 . 7 8 ' 57 . 7 8 ' 65.00' 57 . 7 8 ' 56 . 3 0 ' 65.00' 56 . 3 0 ' L=63.91' 10.0 0 ' 73 . 9 5 ' 64.83' 65.00' 61 . 6 1 ' 33.07' L =2 4 .0 3 ' L =1 9.41' 36 . 9 7 ' 65.00' 63 . 6 1 ' 65.00' 65.00' 66 . 6 1 ' 65.00' 64.99' 66 . 6 1 ' 65.00' 65.01' 69 . 1 1 ' 65.00' 69 . 1 1 ' 65.00' 69 . 1 1 ' 65.00' 63 . 1 1 ' 65.00' 63 . 1 1 ' 23.29' L =8 4 .1 8 ' L=17.91' 86.10' 67 . 2 5 ' L=50.09' 17. 9 1 ' 25.03' 2 6 . 5 5 ' L =3 6 .7 8 '8.12' 55 . 2 0 ' 63.00' 59 . 9 6 ' 63.00' 59 . 9 6 ' 49.00'L =2 9.85' 40 . 9 6 ' L = 2 9 . 8 5 ' 49.00' 68.00' 40 . 9 5 ' 50.21' L=4.21' 62 . 3 4 ' L=2.28' 62 . 4 9 ' 63.00' 53.00' L =2 9 .8 5 ' 40 . 9 3 ' 72.00' 59 . 9 6 ' 63.00' 63.00' 59 . 9 0 ' 57.49'5.51' 59 . 9 6 ' 40 . 9 6 ' L = 2 9.85'53.00' 59 . 9 6 ' L =3 8 .4 4 ' 6 5 . 6 5 ' 84 . 3 7 ' L =1 0 1 .8 8 ' 4 4 . 3 1 ' 16.18'L =4 8 .8 2 ' 54 . 8 0 ' 64.60' 60 . 1 8 ' 40 . 9 9 ' L = 2 9.84'51.01' 60 . 0 0 ' 55 . 7 5 ' 70.00' 55 . 7 5 ' 51.00' L =2 9 .8 5 ' 40 . 5 0 ' 70.00' 59 . 5 0 ' 64.60' 64.60' 59 . 5 0 ' 64.60' 55 . 5 9 ' 49.00'L =2 9.84' 41 . 0 0 ' 68.00' 55 . 7 2 ' L = 2 9 . 8 5 ' 49.00' 68.00' 40 . 5 0 ' 63.00' 63.00' 59 . 5 0 ' 63.00' 63.00' 59 . 5 0 ' 15.00' L = 6 4.3 7' 77 . 3 8 ' L=8.8 5 ' L =6.5 5 ' 6. 0 2 ' 78.33' 57 . 5 6 ' 54 . 8 8 ' 78.35' 54 . 8 8 ' 13 . 2 1 ' L = 8 1.5 6' 26.37' 65 . 0 9 ' 60.63' L=2.38' L=4.22' L=8.85' 63.00' 55 . 4 1 ' 79.63' 12 . 3 0 ' L =6 5.49' 43.56' 55 . 1 2 ' 79.63' 55 . 1 2 ' 79.63' 6. 5 3 ' L = 6 . 5 5 ' L = 8 . 8 5'21 . 8 5 ' L= 2 3 . 5 6 ' 62.13' 58 . 5 0 ' 64.00' 59 . 5 0 ' 10.67' L = 5 9.39' 95 . 4 9 ' 88.25' 59 . 5 0 ' 55 . 1 2 ' 88.40' 55 . 1 2 ' 64.00' 64.00' 60 . 8 0 ' 88.56' 60 . 8 0 ' 61 . 8 0 ' 60 . 8 0 ' 64.00' 55 . 1 2 ' 62 . 6 5 ' 50.20' 60 . 3 1 ' 60.73' 59 . 9 6 ' L=8.85' SD SD SD SD SD SD SD SD SD SD SDSD SDSD SDSD SD SD SD SD SD 113 SD SD SD SD SD SD 232 231 228 227 226229230233 205 206 209 208 207 212 211 210 215 214 213 218 217 216 221 220 219 222 223 225 224 234 239 238235 240 241 242 237236 249 250 251 254 253 252 257 256 255 260 259 258 261 262 263 266 265 264 267 268 269 270 271 272 330 SD 3.75 % 1.1 9 % 1.2 7 % 3.4 7 % 110 110 111 11 1 1 1 1 112 11 5 11 6 11 7 11 7 11 5 11 5 1 1 5 114 11 5 11 5 11 5 11 4 1 1 4 11 4 11 4 1 1 4 110 11 0 107 10 7 108 10 8 109 10 9 111 11 1 112 11 2 10 5 105 104 104 10 6 106 10 7 107 108 10 8 109 10 9 11 4 11 3 113 113 1 1 5 114 11 2 11 3 11 4 110 111 111112 113114 113114 111 110109 111 112 109 110 115 113 11 0 10 7 10 8 10 9 11 1 112 113 107 110 108 109 11 1 11 2 11 3 1 1 4 114 1 1 5 1 1 6 116 11 0 10 7 10 8 10 9 11 1 11 2 11 5 11 1 11 2 11 3 11 4 11 6 11 7 110 111 112 113 114 110 110 111 105104 106 107 108 109 11 5 104 104 FL = 1 1 6 . 3 0 FL = 1 1 6 . 1 4 FL = 1 1 6 . 3 3 FL = 1 1 6 . 2 0 FL = 1 1 6 . 4 3 FL = 1 1 6 . 3 0 FL = 1 1 7 . 2 4 FL = 1 1 7 . 3 8 FL = 1 1 7 . 1 5 FL = 1 1 7 . 2 7 FL = 1 1 7 . 0 3 FL = 1 1 5 . 1 5 FL = 1 1 5 . 3 0 FL = 1 1 5 . 0 7 FL = 1 1 5 . 1 9 FL = 1 1 4 . 9 4 FL = 1 1 5 . 0 9 FL = 1 1 3 . 9 6 FL = 1 1 3 . 8 1 FL = 1 1 4 . 0 6 FL = 1 1 3 . 9 4 FL = 1 1 4 . 1 6 FL = 1 1 4 . 0 2 FL = 1 1 4 . 0 3 FL = 1 1 3 . 9 4 FL = 1 1 4 . 0 6 FL= 1 1 3 . 8 4 FL = 1 1 3 . 9 7 FL = 1 1 5 . 4 0 FL = 1 1 5 . 5 4 FL = 1 1 5 . 3 0 FL = 1 1 5 . 4 3 FL = 1 1 5 . 2 0 FL = 1 1 5 . 2 5 FL = 1 1 4 . 1 7 FL = 1 1 4 . 5 4 FL = 1 1 4 . 2 8 FL = 1 1 4 . 4 3 FL = 1 1 3 . 9 9 FL = 1 1 3 . 8 4 FL = 1 1 4 . 0 9 FL = 1 1 3 . 9 1 FL = 1 1 3 . 6 5 FL = 1 1 3 . 8 0 FL = 1 1 3 . 7 9 FL = 1 1 3 . 6 2 FL = 1 1 3 . 9 0 FL = 1 1 3 . 7 4 FL = 1 1 4 . 0 0 FL = 1 1 3 . 8 6 FL = 1 1 4 . 1 6 FL = 1 1 4 . 1 4 FL = 1 1 4 . 3 0 FL = 1 1 4 . 0 2 FL = 1 1 4 . 0 9 FL= 114.38 FL = 1 1 4 . 2 3 FL = 1 1 4 . 4 9 FL= 1 1 4 . 3 6 FG = 1 1 4 . 6 3 FG = 1 1 5 . 9 2 FG= 1 1 6 . 0 0 FG = 1 1 6 . 0 2 FG = 1 1 5 . 9 2 FG = 1 1 6 . 9 3 FG = 1 1 4 . 7 3 FG = 1 1 4 . 7 3 FG = 1 1 4 . 6 3 FG = 1 1 4 . 6 3 FG = 1 1 4 . 7 3 FG = 1 1 4 . 7 3 FG = 1 1 4 . 6 3 FG = 1 1 5 . 7 6 FG = 1 1 5 . 8 6 FG = 1 1 5 . 8 6 FG= 1 1 5 . 8 6 FG = 1 1 5 . 7 6 FG = 1 1 7 . 9 3 FG = 1 1 7 . 8 3 FG = 1 1 7 . 8 3 FG = 1 1 7 . 9 3 FG= 1 1 7 . 0 0 FG = 1 1 6 . 9 0 FG = 1 1 5 . 1 0 FG= 1 1 5 . 1 0 FG= 1 1 4 . 6 6 FG = 1 1 4 . 6 6 FG = 1 1 4 . 4 7 FG = 1 1 4 . 4 7 FG= 1 1 4 . 4 7 FG= 1 1 4 . 4 6 FG = 1 1 4 . 5 6 FG= 1 1 4 . 5 5 FG= 1 1 4 . 4 6 FG= 1 1 4 . 7 6 FG = 1 1 4 . 8 6 FG = 1 1 4 . 8 6 FG= 1 1 4 . 7 6 FG = 1 1 5 . 1 2 FG = 1 1 5 . 0 4 FG = 1 1 5 . 0 2 FG= 115.92FG= 114.63FG= 114.63 F G = 1 1 4 . 7 3 F G = 1 1 4 . 7 3 FG= 116.02 FG= 114.63 F G = 1 1 4 . 7 3 F G = 1 1 4 . 7 3 FG= 114.73 FG= 114.63FG= 115.76 F G = 1 1 5 . 8 6 FG= 115.86 FG= 115.76 FG= 117.83 FG= 117.93 F G = 1 1 7 . 9 3 F G = 1 1 7 . 9 3 F G = 1 1 7 . 8 3 FG= 116.93 F G = 1 1 7 . 0 0 FG= 115.10 F G = 1 1 5 . 1 0 FG= 114.66 F G = ? ? ? FG= 114.47 FG= 114.47 FG= 114.46 FG= 114.56FG= 114.56 FG= 114.86 FG= 114.46 FG= 114.76FG= 114.76 FG= 114.86 FG= 115.12 F G = 1 1 5 . 0 4 FG= 1 1 5 . 8 3 FG = 1 1 4 . 6 3 FG= 1 1 4 . 6 3 FG = 1 1 6 . 0 2 FG = 1 1 4 . 7 3 FG = 1 1 6 . 0 0 FG = 1 1 5 . 9 2 F G = 1 1 6 . 9 3 FG= 1 1 5 . 9 2 FG= 1 1 4 . 7 3 FG = 1 1 4 . 7 3 FG= 1 1 4 . 6 3 FG= 1 1 4 . 6 3 FG = 1 1 5 . 7 6 FG = 1 1 5 . 8 6 FG = 1 1 4 . 7 3 FG = 1 1 5 . 8 6 FG = 1 1 5 . 7 6 FG = ? ? ? FG = 1 1 7 . 9 3 FG = 1 1 7 . 9 3 FG = 1 1 7 . 0 0 FG= 1 1 6 . 9 0 FG = 1 1 7 . 8 3 FG = 1 1 5 . 1 0 FG = 1 1 5 . 1 0 FG = 1 1 4 . 6 6 FG = 1 1 4 . 6 6 FG = 1 1 4 . 4 7 FG = 1 1 4 . 4 7 FG= 1 1 5 . 0 4 FG= 1 1 5 . 0 2 FG = 1 1 4 . 7 6 FG = 1 1 4 . 7 6 FG = 1 1 4 . 4 6 FG = 1 1 4 . 4 6 FG = 1 1 4 . 5 6 FG = 1 1 4 . 5 6 FG = 1 1 4 . 8 6 FG = 1 1 4 . 8 6 FG = 1 1 5 . 1 2 FG= 115.92 FG = 1 1 5 . 9 2 F G = 1 1 6 . 0 1 FG= 116.93 FG= 116.93 FG= 114.63 FG= 114.63 FG= 114.73 F G = 1 1 4 . 7 3 F G = 1 1 6 . 0 2 F G = 1 1 4 . 7 3 F G = 1 1 4 . 7 3 F G = 1 1 5 . 8 6 FG= 115.86 FG= 115.76 FG = 1 1 5 . 7 6 FG= 114.63 FG= 114.63 FG = 1 1 7 . 8 3 FG= 117.83 FG = 1 1 6 . 9 0 F G = 1 1 7 . 9 3 F G = 1 1 7 . 9 3 F G = 1 1 7 . 0 0 F G = 1 1 5 . 1 0 F G = 1 1 5 . 1 0 FG= 115.10 F G = 1 1 4 . 6 6 FG= 114.47 FG= 114.47 F G = 1 1 4 . 4 6 FG= 114.46F G = 1 1 4 . 7 6 F G = 1 1 4 . 7 6 F G = 1 1 5 . 0 1 F G = 1 1 5 . 0 4 F G = 1 1 5 . 1 2 FG= 114.86 FG= 114.86 FG= 114.56 FG= 114.56 FL = 1 1 7 . 1 8 FL = 1 1 4 . 2 2 FL = 1 1 4 . 5 3 FL = 1 1 4 . 8 2 FL= 1 1 5 . 7 5 FL = 1 1 4 . 4 9 FL = 1 1 4 . 4 5 FL = 1 1 5 . 7 5 FL = 1 1 7 . 9 0 FL = 1 1 4 . 2 3 FL = 1 1 4 . 7 3 FL = 1 1 4 . 5 8 FG= 1 1 8 . 2 2 FG= 1 1 7 . 7 2 FG= 110.00 FG= 118.22 FG = 1 1 6 . 0 0 FG= 1 1 3 . 4 8 FG= 112.78 FG = 1 1 2 . 0 9 FG= 110.01 F G = 1 1 4 . 6 6 FG= 114.66 FG = 1 1 5 . 1 0 FG= 115.92 FG= 112.05 F G = 1 1 0 . 6 1 FG= 110.43F G = 1 0 9 . 9 1 FG= 109.67 FG = 1 1 2 . 9 8 FG= 116.30 FL = 1 1 3 . 9 5 FL = 1 1 4 . 4 0 FL= 1 1 3 . 7 6 FG= 115.02 FL = 1 1 4 . 4 0 FL = 1 1 4 . 1 6 FG = 1 1 7 . 8 3 F G = 1 1 7 . 8 3 FG= 116.90 FG= 117.83 FG = 1 1 5 . 7 6 FG= 115.76 FG = 1 1 4 . 6 3 F G = 1 1 5 . 7 6 F G = 1 1 4 . 6 3 FG= 1 1 4 . 6 3 FG = 1 1 5 . 9 2 F G = 1 1 5 . 9 2 F G = 1 1 4 . 6 3 FG = 1 1 4 . 6 6 FG= 115.10 FG= 114.66 FG = 1 1 4 . 4 7 FG= 114.47 FG= 115.02 FG = 1 1 4 . 7 6 FG = 1 1 5 . 0 4 FG = 1 1 4 . 4 6 FG= 114.76 FG= 114.46 27+ 2 8 + 2 9 + 30 + 31+ 32+ 33+ P T : 2 8 + 5 6 . 9 2 ' P C : 2 9 + 1 0 . 3 2 ' PT: 31+47.13' PC : 5 0 + 0 0 . 0 0 ' PT : 5 0 + 5 9 . 3 1 ' 1 9 + 2 0 + 21 + 22 + 23 + 24 + 24 + P C : 2 0 + 0 0 . 0 0 ' PT : 2 0 + 5 9 . 1 7 ' PC : 1 + 0 0 . 0 0 ' PT : 1 + 5 9 . 3 1 ' PC : 5 + 6 6 . 4 1 ' PT : 6 + 2 5 . 7 3 ' 69+ 70+ 71+ 72+ 73+ 18 + 19 + 20 + 21 + 22 + 23 + 24 + 2 5 + PC : 2 4 + 1 9 . 1 7 ' Gr a d i n g P l a n L a y o u t 12 FILE NAME: 1493-0007-MGPN.DWG N3060 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE MATCHLINE SEE SHEET 9 MA T C H L I N E SE E S H E E T 13 MATCHLINE SEE SHEET 15 VENTURE DRIVE PI P E R L A N E FOXTROT COURT EAR T H W O O D L A N E TR A C T B O U N D A R Y PH A S E B O U N D A R Y LIMIT OF EXISTING 100 YEAR FLOOD ZONE WETLAND LIMIT FUTURE PHASES 2-3 ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 25 lb, Backing #2, Method B Placement LENGTH:25' WIDTH:25' DEPTH:16" Avila Ranch - Tract 3089 - Phase 1 (Not a Part) PROPOSED FEMA FLOOD ZONE A PROPOSED FEMA FLOOD ZONE A 05-09-2023 RAC H E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL E N G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS A 4 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 PE D E S T R A I N B R I D G E A N D CH A N N E L G R A D I N G . S H T . 1 2 - 1 3 RM S 4 2 1 . 3 3 ' 95.00' 50 . 0 1 ' 83.31' 38 . 8 5 ' 90.27' 63 . 4 1 ' 85.00' L=1 5 .7 1 ' 45 . 0 0 ' 95.00' 55 . 0 0 ' 56.26' 91 . 8 2 ' L=4.18'L=8.3 3 '42.70' 10 5 . 0 0 ' 55 . 0 0 ' 90.38'L =15.71' 45 . 0 0 ' 100.38' 50 . 0 0 ' 100.38' 49 . 8 8 ' 45 . 0 0 ' L = 15.71'90.38' 55 . 0 0 ' 50 . 0 0 ' 100.38' 50 . 0 0 ' 115.50' L = 3 8 . 4 0 ' 15 . 9 1 ' 100.38' 50 . 0 0 ' 50 . 0 0 ' 100.38' 50 . 0 0 ' 50 . 0 0 ' 95.00' 50 . 0 0 ' 50 . 0 0 ' 50 . 0 0 ' 50 . 0 0 ' 50 . 0 0 ' 110.00' 50 . 0 0 ' 110.11' 55 . 0 0 ' 55 . 0 0 ' 130.00' 130.00' 55 . 0 0 ' 130.00' 50 . 0 0 ' 6 2 . 4 8 ' L =2 7 .8 2' L =3 8 .4 4 ' 6 5 . 6 5 ' L =4 9 .1 3' 40. 0 8 ' 4 4 . 3 1 ' L = 4 8 . 2 3 ' L = 1 8 . 3 3 ' L=52.58' 35.27'L =2 2.91'15.59'10.56' 5. 8 8 ' 22.50' 19 9 . 6 8 ' 9 . 7 4 ' 24 . 0 8 ' 3 1 . 9 7 ' 8 2 . 5 4 ' 153.49' 24 5 . 6 3 ' 54.89'11.2 9 ' 24.08'31.97'L =3 6 .1 2 ' L =3 0.84' L= 4 0. 3 6 ' 3 5 . 2 7 ' L = 2 2 . 9 1' 15 . 5 9 ' 1 0 . 5 6 ' 4.2 1 ' 7 1 . 2 7 ' L = 5 6 8 . 2 1 ' 57. 3 5 ' L =7.6 5' 115 114 11 6 117 11 8 11 4 S D SDSDSDSDSD SD S D SD SD SD SDSD SD SD 11 8 118 11 5 11 4 1 1 6 11 7 118 111 112 113 114 11 9 1 1 9 115 116 1 1 6 1 1 7 118 1 1 9 1 1 4 11 7 11 8 1 1 5 114 1 2 0 116 117 119 115114 1 1 6 1 1 7 111112 11 1 11 2 11 3 1 2 0 12 0 1 1 9 110 111 112 113 1 1 4 11 5 115 112 11 2 113 11 3 114 11 4 116 11 6 11 6 11 7 115 113 114 116117118119 111 112 12 0 11 9 1 1 7 11 8 11 7 11 8 1 1 7 11 8 11 8 117 115115 11 7 119 11 8 118119 118119 110109 111 112 113 114 1 1 9 1 1 5 1 1 3 1 1 4 1 1 6 1 1 7 11 8 1 2 0 12 0 1 1 9 120 117 118 119 117 12 0 11 8 119 12 1 115 11 2 113 114 115 112 113 114 109 1 1 4 110 115 113 11 1 11 2 11 3 1 1 5 110 109 11 1 112 110 108 109 111 112 11 1 11 2 110 10 9 119 118 FL = 1 1 6 . 2 2 FL = 1 1 6 . 1 2 FL = 1 1 6 . 2 6 F G = 1 1 8 . 8 3 FG = 1 1 6 . 9 3 F G = 1 1 6 . 9 3 FG = 1 1 6 . 9 3 FG= 116. 9 3 FG= 115.32 FG= 116.93 FG= 116.93 FG= 1 1 6 . 9 3 FG = 1 1 7 . 6 9 FG = 1 1 8 . 3 1 FG = 1 1 8 . 8 1 FG = 1 1 8 . 9 1 FG = 1 1 8 . 4 1 FG = 1 1 7 . 4 1 FG = 1 1 8 . 7 1 FG = 1 1 9 . 2 1 FG = 1 1 9 . 7 1 FG = 1 1 9 . 7 1 FG= 1 1 9 . 2 1 FG = 1 1 8 . 7 1 FG = 1 1 7 . 3 0 FG = 1 1 7 . 8 0 FG = 1 1 8 . 3 0 FG = 1 1 8 . 2 2 FG = 1 1 7 . 7 2 FG = 1 1 7 . 9 1 FG = 1 1 9 . 0 1 FG = 1 1 7 . 4 1 FG = 1 1 7 . 9 1 FG = 1 1 8 . 4 1 FG = 1 1 8 . 9 1 FG = 1 1 8 . 8 1 FG = 1 1 8 . 3 1 FG = 1 1 7 . 6 9 FG = 1 1 7 . 3 0 FG = 1 1 8 . 7 1 FG = 1 1 9 . 2 1 FG = 1 1 9 . 7 1 FG = 1 1 8 . 2 2 FG = 1 1 0 . 0 0 F G = 1 1 7 . 6 9 FG= 118.31 FG= 118.81 FG= 118.91 FG= 118.41 F G = 1 1 7 . 9 1 FG= 117.41 F G = ? ? ? FG= 119.21 F G = 1 1 9 . 7 1 FG= 119.71 F G = 1 1 9 . 2 1 FG= 118.71FG= 117.30 F G = 1 1 0 . 0 0 F G = 1 1 8 . 2 2 F G = 1 1 8 . 3 0 FG= 117.80 F G = 1 1 7 . 4 1 F G = 1 1 7 . 9 1 FG= 118.41 F G = 1 1 8 . 9 1 FG= 118.81 F G = 1 1 8 . 3 1 F G = 1 1 7 . 6 9 FG= 118.71 FG= 119.21 FG= 119.71F G = 1 1 9 . 7 1 F G = 1 1 9 . 2 1 FG= 118.71FG= 117.30 FG= 117.80 FG= 118.30 FG= 118.22 F G = 1 1 7 . 7 2 FG = 1 1 9 . 7 1 FG = 1 1 9 . 2 1 FG = 1 1 8 . 7 1 FG = 1 1 7 . 8 0 FG = 1 1 8 . 3 0 FG = 1 1 9 . 0 1 F G = 1 1 9 . 0 1 F G = 1 1 9 . 0 1 FL = 1 1 7 . 8 7 FL= 1 1 7 . 3 4 FL = 1 1 6 . 8 4 FL = 1 1 7 . 2 2 FG = 1 1 6 . 0 0 FG = ? ? ? FG = 1 1 5 . 8 7 FG = 1 1 3 . 0 2 FG = 1 1 5 . 6 2 F G = 1 1 3 . 6 7 FG= 1 1 5 . 4 3 FG = 1 1 6 . 9 3 F G = 1 1 0 . 4 3 FG = 1 1 7 . 7 2 45+ 46+ 4 6 + PC: 45+87.67' PT: 46+ 0 9 . 3 0 ' PC: 46+ 0 9 . 3 0 ' 11+ 12+ 13+ 14+ 15+ 16+ 17+ PI: 12+44.37' 7+ 7+ 95+ 96+ 96+ 2 6 + 2 7 + 2 8 + P T : 2 6 + 4 6 . 2 6 ' P C : 2 7 + 4 3 . 6 9 ' 49 + 50+ 51 + 52 + 53 + 54 + 55 + 56 + 57 + 58 + PT : 5 0 + 4 9 . 4 0 ' PC : 5 0 + 4 9 . 4 0 ' PT : 5 0 + 7 1 . 0 4 ' 29+ 30+ 31+ 32+ 33+33+ PC: 31+43.78' PT: 3 2 + 0 3 . 3 8 ' Gr a d i n g P l a n L a y o u t 13 FILE NAME: 1493-0007-MGPN.DWG N3060 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE MATCHLINE SEE SHEET 10 MA T C H L I N E SE E S H E E T 14 MA T C H L I N E SE E S H E E T 12 MATCHLINE SEE SHEET 16 WRIGHT BROS WAY J E S P E R S E N R O A D EA R H A R T W A Y YE A G E R C O U R T (1) Contech 17.75x2.83 Arch Culvert. Span over Wetland Area. Shop drawing per separate submittal. (1) Contech pedestrian bridge. Per separate submittal. LID Basin See future improvement plans. LID Basin EXISTING 100 YEAR FLOOD PLAIN LIMIT OF EXISTING 100 YEAR FLOOD ZONE WETLAND LIMIT CONSTRUCT ROCK SLOPE PROTECTION PER SLOCO. DET. H-5. ROCK SIZE RSP CLASS: 75 LB, BACKING #1, METHOD B PLACEMENT LENGTH:71' WIDTH:32' DEPTH:16" FUTURE PHASES 4-6 ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 75 lb, Backing #1, Method B Placement LENGTH:25' WIDTH:15' DEPTH:18" FUTURE PHASES 2-3 ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 75 lb, Backing #1, Method B Placement LENGTH:32' WIDTH:35' DEPTH:18" PROPOSED FEMA FLOOD ZONE A PROPOSED FEMA FLOOD ZONE A FUTURE PHASES 2-3 ROCK SLOPE PROTECTION ROCK SIZE RSP CLASS: 200 lb LIGHT RSP FUTURE PHASES 4-6 ROCK SLOPE PROTECTION ROCK SIZE RSP CLASS: 200 lb LIGHT RSP 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTER E D P R O F E SSIONAL E N G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 4 4 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 PE D E S T R A I N B R I D G E A N D CH A N N E L G R A D I N G . S H T . 1 2 - 1 3 RM S 1/ 1 7 / 2 5 FI N I S H E D P A D A D J U S T M E N T RM S 7/ 1 4 / 2 5 OF F - S I T E O V E R F L O W P A T H T O TA N K F A R M C R E E K , W E L L S I T E GR A D I N G , S D 0 1 & O M I T W A L L 1 6 RM S 456 5 5 5 5 6 6 Approved 12/09/2025 Engineering Development Review Revised 12/09/2025 4:38:55 PM 1 1 5 120 11 4 1 1 6 11 7 11 8 119 12 1 122 123 SD SDSD FL= 121.86 SD 197 194 195 196 199 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X SD 12 011 9 12 1 12 2 12 3 1 2 2 1 2 3 1 2 4 1 2 1 12 5 13 0 12 3 12 4 12 6 12 7 12 8 12 9 120 118 119 1 2 5 1 2 2 1 2 2 1 2 3 1 2 4 120 118 119 11 8 11 9 12 0 1 2 5 11 8 11 9 12 1 12 2 12 3 12 4 115 120 114 116 117 118 119 121 115 114 116 117 118 119 120 125 118 119 121 122 123 124 126 127 128 129 12 5 12 6 12 7 12 0 12 5 1 2 1 1 2 2 1 2 3 1 2 4 7 9 + 80+ 81+ 82+ 83+ 84+ PT: 80+ 4 9 . 4 0 ' PC: 80+ 4 9 . 4 0 ' PT: 80+71.04' PC: 84+37.81' PT: 8 4 + 5 9 . 4 4 ' PC: 8 4 + 5 9 . 4 4 ' 58 + 59 + 60 + 61 + 62 + 6 3 + 63 + PC : 6 2 + 3 4 . 9 8 ' PT : 6 2 + 5 6 . 6 2 ' PC : 6 2 + 5 6 . 6 2 ' Gr a d i n g P l a n L a y o u t 14 FILE NAME: 1493-0007-MGPN.DWG N 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE MATCHLINE SEE SHEET 11 MA T C H L I N E SE E S H E E T 13 MATCHLINE SEE SHEET 17 WRIGHT BROS WAY LA N G L E Y W A Y TR A C T B O U N D A R Y 6 27 LIMIT OF EXISTING 100 YEAR FLOOD ZONE CONSTRUCT ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 75 lb, Backing #1, Method B Placement LENGTH:32' WIDTH:35' DEPTH:18" 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 65.00' 50.00'50.00' L = 4 9.5 3' 14.2 7 ' 4.87'=8 .3 3 50.00'50.00'50.00'50.00'50.00'50.00'50.00'50.00'50.00'50.00'50.00'50.00' 85 . 0 0 ' L = 15.71'45.00' 95 . 0 0 ' 50.00' 95 . 0 0 ' 50.00' 95 . 0 0 ' 50.00' 95 . 0 0 ' 50.00' 95 . 0 0 ' 50.00' 95 . 0 0 ' 50.00' 95 . 0 0 ' 57.50' 94 . 8 3 ' 94 . 8 3 ' 57.50' 95 . 0 0 ' 50.00' 95 . 0 0 ' 50.00' 95 . 0 0 ' 50.00' 95 . 0 0 ' 50.00' 50.00' 95 . 0 0 ' 50.00' 50.00' 95 . 0 0 ' 50.00' 50.00' 95 . 0 0 ' 57.50' 95 . 0 0 ' 57.50' 95 . 0 0 ' 57.50' 57.50' 95 . 0 0 ' 50.00' 50.00' 95 . 0 0 ' 50.00' 50.00' 95 . 0 0 ' 50.00' 50.00' 95 . 0 0 ' 50.00' 50.00' 95 . 0 0 ' 50.00' 50.00' 95 . 0 0 ' 50.00' 50.00' 95 . 0 0 ' 45.00' L=1 5 .7 1 ' 85 . 0 0 ' 55.00' 95 . 0 0 ' 51.02' 13 2 . 0 5 ' L =6 8 .9 3 ' 98 . 6 4 ' 50.99' L=8.3 3 ' 11.47' 10 8 . 6 3 ' 39.60' 11.70' 50.00' 38.74' 11.74' 50.00' 95 . 5 6 ' 50.21' 50.00' 91 . 0 1 ' 4 2 . 2 1 ' 33 . 5 6 ' 384.99' 55 . 0 0 ' 30.97' 85.3 2 ' 95.14'92.23' 5 2 . 1 4 ' 55 . 0 0 ' 81.00' 50 . 0 0 ' 95.00' 50 . 0 0 ' 95.00' 50 . 0 0 ' 95.00' 26 . 6 2 ' 23 . 9 9 ' 95.00' 65.00'65.00' 10 1 . 7 9 ' SD SD SD SD SD SDSD SDSD SD SD SD SD SDSDSD SD 10 5 10 5 10 3 10 3 10 4 10 4 10 6 10 6 10 7 10 7 10 8 10 8 10 8 108 110 1 1 5 111 112 113 1 1 4 116 117 110 108 109 111 112 113 114 11 1 11 1 112 1 1 0 1 1 1 1 1 1 381 382 383 384 385 367 366 365 368 369 370 371 372 364 363 362 373 374 361 360 375 376 359 358 377 378 357 356 379 386 434 SD 11 5 11 3 11 4 11 6 11 7 11 5 1 1 3 11 4 11 6 11 7 11 8 11 9 112 1 1 2 116 116 10 5 105 104 104 10 6 106 10 7 107 108 10 8 109 10 9 11 0 11 5 10 6 10 610 7 10 7 10 8 11 1 11 2 11 3 11 4 11 6 11 7 11 8 11 9 115 120 112 113 114 116 117 118 119 121 116 117 117 111112 113114 113 115 112 113 114 116 117 118 119 11 1 11 2 11 3 11 4 110 111 112 113 110 110105104106107108109 11 6 11 7 11 7 10 6 10 7 10 6 10 7 10 8 11 0 10 9 11 1 11 2 11 3 115 113 114 116 117 11 5 11 1 11 2 11 3 11 4 11 6 11 7 11 8 11 9 115 112 113 114 116 10 5 10 5 111 110 104 104 FG = 1 2 2 . 8 0 FG = 1 2 2 . 3 2 FG= 1 2 1 . 8 2 FG= 1 2 1 . 3 2 FG = 1 2 0 . 8 2 FG = 1 2 0 . 1 7 FG = 1 1 9 . 6 7 FG = 1 1 9 . 1 7 FG = 1 1 8 . 6 7 FG = 1 1 8 . 1 7 FG = 1 1 7 . 6 7 FG = 1 1 7 . 1 7 FG = 1 1 6 . 6 7 FG = 1 2 0 . 2 2 FG= 1 1 7 . 7 8 FG= 1 1 7 . 2 3 FG = 1 1 6 . 7 3 FG = 1 1 6 . 2 3 FG = 1 1 5 . 8 1 FG = 1 1 9 . 7 2 FG = 1 1 9 . 2 2 FG = 1 1 8 . 7 2 FG = 1 1 8 . 2 2 FG = 1 1 6 . 6 7 FG = 1 1 7 . 1 7 FG = 1 1 7 . 6 7 FG = 1 1 8 . 1 7 FG = 1 1 8 . 6 7 FG = 1 1 9 . 1 7 FG = 1 1 9 . 6 7 FG = 1 2 0 . 1 7 FG = 1 2 0 . 8 2 FG= 1 2 1 . 3 2 FG= 1 2 1 . 8 2 FG = 1 2 2 . 3 2 FG = 1 2 1 . 4 6 FG = 1 2 1 . 3 5 FG = 1 2 0 . 9 8 FG= 1 2 0 . 4 8 FG = 1 1 9 . 8 2 FG = 1 1 9 . 3 2 FG = 1 1 8 . 8 2 FG = 1 1 8 . 3 2 FG = 1 1 7 . 8 2 FG= 1 1 7 . 3 2 FG= 1 1 6 . 8 2 FG = 1 1 6 . 3 2 FG= 1 1 6 . 2 3 FG = 1 1 6 . 7 3 FG = 1 1 7 . 2 3 FG = 1 1 7 . 7 8 FG= 118.22 FG= 118.72 FG= 119.22 FG= 120.22 FG= 121.35 F G = 1 2 1 . 4 6 FG= 120.98F G = 1 2 0 . 4 8 FG= 119.32FG= 118.82F G = 1 1 8 . 3 2 FG= 117.82FG= 117.32FG= 116.32 FG= 116.67 FG= 117.17 FG= 117.67 F G = 1 1 8 . 1 7 F G = 1 1 8 . 6 7 FG= 119.17 FG= 119.67 FG= 120.17 FG= 120.82 FG= 121.32 F G = 1 2 1 . 8 2 FG= 122.32 F G = 1 2 2 . 3 2 F G = 1 2 1 . 8 2 FG= 121.32FG= 120.82FG= 120.17FG= 119.67FG= 119.17FG= 118.67F G = 1 1 8 . 1 7 FG= 117.17FG= 116.67 FG= 116.32 F G = 1 1 6 . 8 2 F G = 1 1 7 . 3 2 FG= 117.82 FG= 118.32 FG= 118.82 FG= 119.32 FG= 119.82 F G = 1 2 0 . 4 8 FG= 120.98 FG= 121.35 FG= 121.46 FG= 117.78FG= 117.23FG= 116.73F G = 1 1 5 . 8 1 F G = 1 1 6 . 8 2 FG= 115.81 F G = 1 1 6 . 2 3 F G = 1 1 6 . 7 3 FG= 117.23 F G = 1 1 7 . 7 8 FG = 1 1 6 . 3 2 FG= 1 1 6 . 8 2 FG = 1 1 7 . 3 2 FG = 1 1 7 . 8 2 FG = 1 1 8 . 3 2 FG= 1 1 8 . 8 2 FG = 1 1 9 . 3 2 FG = 1 1 9 . 8 2 FG= 1 2 0 . 4 8 FG = 1 2 0 . 9 8 FG= 1 2 1 . 3 5 FG= 1 2 1 . 4 6 FG = 1 2 1 . 2 3 F G = 1 1 9 . 7 2 F G = 1 1 9 . 8 2 FG= 117.67 FG= 116.23 FG= 110.61 F G = 1 1 0 . 4 3 FG= 109.91 FG= 109.67 FG = 1 1 5 . 8 1 29 + 3 0 + 31 + 32 + 33 + 34 + 35 + 36 + PT : 3 0 + 4 9 . 4 0 ' PC : 3 0 + 4 9 . 4 0 ' PT : 3 0 + 7 1 . 0 4 ' 24+ 25+ 26+ PT: 24+57.50' PC: 26+21.70' 29 + 30 + 31+ 32+ 3 2 + PT: 3 0 + 4 9 . 4 0 ' PC: 3 0 + 4 9 . 4 0 ' PT: 30+71.03' PC: 31+68.18' PT: 31+ 8 9 . 8 2 ' PC: 31+ 8 9 . 8 2 ' 19+ 20 + 21 + 22 + 23 + 24 + 25 + 26 + P T : 2 0 + 4 9 . 4 0 ' P C : 2 0 + 4 9 . 4 0 ' PT : 2 0 + 7 1 . 0 4 ' Gr a d i n g P l a n L a y o u t 15 FILE NAME: 1493-0007-MGPN.DWG MATCHLINE SEE SHEET 12 MA T C H L I N E SE E S H E E T 16 MATCHLINE SEE SHEET 19 N3060 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE DOOLITTLE DRIVE CO L E M A N L A N E HUGHES LANE PH A S E B O U N D A R Y Retaining Wall details per separate submittal. LIMIT OF EXISTING 100 YEAR FLOOD ZONE WETLAND LIMIT FUTURE PHASES 2-3 ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 25 lb, Backing #2, Method B Placement LENGTH:32' WIDTH:71' DEPTH:16" CONSTRUCT ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 25 lb, Backing #2, Method B Placement LENGTH:39' WIDTH:29' DEPTH:16"FUTURE PHASES 2-3 ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 25 lb, Backing #2, Method B Placement LENGTH:6' WIDTH:6' DEPTH:16"FUTURE PHASES 2-3 ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 25 lb, Backing #2, Method B Placement LENGTH:6' WIDTH:6' DEPTH:16" REMOVE EXISTING EARTH VEHICLE CROSSING AND CULVERT Avila Ranch - Tract 3089 - Phase 1 (Not a Part) PROPOSED FEMA FLOOD ZONE A PROPOSED FEMA FLOOD ZONE A 05-09-2023 RAC H E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 1/ 1 7 / 2 5 FI N I S H E D P A D A D J U S T M E N T RM S 5 5 5 5 130.00' 50 . 0 0 ' 130.00' 50 . 0 0 ' 50.00'50.00'50.00'50.00'50.00'50.00'50.00'L =0.749.23' 50.00' 95 . 0 0 ' 41.00'L =21.99' 81 . 0 0 ' L= 2 1 . 9 9' 41.00' 55.00' 81 . 0 0 ' 50.00' 50.00' 95 . 0 0 ' 81.00'L =21.99' 41 . 0 0 ' 95.00' 50 . 0 0 ' 95.00' 50 . 0 0 ' 95.00' 50 . 0 0 ' 95.00' 50 . 0 1 ' 42 4 . 4 7 ' 16 2 . 9 7 ' L=149.51' 16 2 . 2 4 ' L =2 9 .8 5 ' 32 . 2 5 ' L=15.76' 50 . 0 0 ' 95.00' 50 . 0 0 ' 59 . 9 9 ' 94.77' 60 . 0 0 ' 60 . 0 0 ' 95.00' 60 . 0 0 ' 50 . 0 0 ' 95.00' 50 . 0 0 ' 62 . 5 0 ' 95.00' 62 . 5 0 ' 62 . 5 0 ' 95.00' 62 . 5 0 ' 50 . 0 0 ' 95.00' 50 . 0 0 ' 50 . 0 0 ' 95.00' 50 . 0 0 ' 41 . 0 9 ' L = 21.99'81.00' 55 . 0 9 ' 130.00' 55 . 0 9 ' 29.63' L=83.35' 74 . 1 5 ' 110.00' 50 . 0 0 ' 110.00' 50 . 0 0 ' 110.00' 62 . 5 0 ' 110.29' 62 . 4 9 ' 110.00' 50 . 0 0 ' 110.00' 60 . 0 0 ' 109.77' 60 . 0 1 ' 110.00' 50 . 0 0 ' 130.00' 50 . 0 0 ' 130.00' 60 . 0 0 ' 130.00' 60 . 0 0 ' 130.00' 62 . 5 0 ' 130.00' 62 . 5 0 ' 130.00' 50 . 0 0 ' 192.99' 61 . 7 7 ' 9 . 7 4 ' 24 . 0 8 ' 116 SD SD SD SD SD SD SD SD 356 379 380 355 393 394 395 412 413 414 415 416 417 418411396 397 410 419 420409398 399 408 421 400 407 422 423406401 387 388 389 390 391 426 117 118 11 9 12 0 11 9 1 1 5 1 1 6 1 1 7 1 1 8 11 8 11 9 1 1 9 1 2 0 1 1 8 1 1 9 120 11 9 1 2 1 1 2 2 120 121 12 0 11 9 12 1 120 119 1 1 8 1 1 9 116 12 0 1 2 0 1 2 0 12 0 11 8 11 9 1 1 9 11 9 12 0 12 1 1 2 0 1 1 8 1 1 9 1 2 1 117118119 FG = 1 2 0 . 2 1 FG = 1 1 9 . 7 1 FG = 1 2 0 . 9 1 FG = 1 2 1 . 4 0 FG = 1 2 1 . 8 8 FG = 1 2 1 . 5 1 FG= 1 2 1 . 5 1 FG = 1 2 1 . 0 5 FG = 1 2 0 . 5 5 FG = 1 2 0 . 0 5 FG = 1 2 0 . 0 5 FG = 1 2 2 . 7 5 FG = 1 2 2 . 2 5 FG = 1 2 0 . 5 5 FG = 1 2 1 . 0 5 FG = 1 2 1 . 7 5 FG = 1 2 1 . 2 5 FG = 1 2 1 . 5 1 FG = 1 2 1 . 2 5 FG = 1 2 1 . 5 1 FG= 1 2 1 . 8 8 FG = 1 2 0 . 5 0 FG = 1 2 1 . 4 0 FG = 1 2 0 . 0 0 FG = 1 1 9 . 5 0 FG= 1 2 0 . 9 1 FG = 1 1 8 . 8 0 FG= 1 2 0 . 2 1 FG= 1 1 9 . 7 1 FG = 1 1 8 . 3 0 FG = 1 2 2 . 8 0 FG= 1 2 0 . 2 2 FG = 1 1 9 . 7 2 FG = 1 1 9 . 2 2 FG = 1 1 8 . 7 2 FG = 1 1 8 . 2 2 FG = 1 1 9 . 7 1 FG = 1 2 0 . 2 1 FG = 1 2 0 . 9 1 FG = 1 2 1 . 4 0 FG = 1 2 1 . 8 8 FG = 1 2 1 . 5 1 FG = 1 2 1 . 0 5 FG = 1 2 0 . 5 5 FG = 1 2 0 . 0 5 FG = 1 2 2 . 3 2 FG = 1 2 2 . 8 0 FG = 1 2 1 . 2 3 FG = 1 2 1 . 4 6 FG = 1 2 0 . 2 2 FG = 1 1 9 . 7 2 FG = 1 1 9 . 2 2 FG = 1 1 8 . 7 2 FG = 1 1 8 . 2 2 F G = 1 1 9 . 7 1 F G = 1 2 0 . 2 1 F G = 1 2 0 . 9 1 F G = 1 2 1 . 4 0 F G = 1 2 1 . 8 8 F G = 1 2 1 . 5 1 F G = 1 2 1 . 0 5 F G = 1 2 0 . 5 5 F G = 1 2 0 . 0 5 F G = 1 2 0 . 0 5 F G = 1 2 0 . 5 5 F G = 1 2 1 . 0 5 F G = 1 2 1 . 5 1 F G = 1 2 1 . 8 8 F G = 1 2 1 . 4 0 FG= 120.91 F G = 1 2 0 . 9 1 F G = 1 2 0 . 2 1 F G = 1 1 9 . 7 1 FG= 118.22 FG= 118.72 FG= 119.22 FG= 120.22 F G = 1 2 1 . 2 3 FG= 121.46 FG= 122.32 FG= 122.80 FG= 122.75 FG= 122.25 FG= 121.75 FG= 121.25 FG= 120.50 FG= 120.00 FG= 119.50 FG= 118.80 F G = 1 1 8 . 3 0 FG= 119.71 FG= 120.21 FG= 120.91 F G = 1 2 1 . 8 8 F G = 1 2 1 . 5 1 F G = 1 2 1 . 0 5 F G = 1 2 0 . 5 5 F G = 1 2 0 . 0 5 F G = 1 2 0 . 0 5 F G = 1 2 0 . 5 5 F G = 1 2 1 . 0 5 F G = 1 2 1 . 5 1 F G = 1 2 1 . 8 8 F G = 1 2 0 . 9 1 F G = 1 2 0 . 2 1 F G = 1 1 9 . 7 1 FG= 118.30 F G = 1 1 8 . 8 0 F G = 1 1 9 . 5 0 F G = 1 2 0 . 0 0 F G = 1 2 0 . 5 0 F G = 1 2 1 . 2 5 F G = 1 2 1 . 7 5 F G = 1 2 2 . 2 5 F G = 1 2 2 . 7 5 FG= 122.80F G = 1 2 2 . 3 2 FG= 121.46 F G = 1 2 1 . 2 3 FG= 120.22 F G = 1 1 9 . 7 2 F G = 1 1 9 . 2 2 F G = 1 1 8 . 7 2 F G = 1 1 8 . 2 2 FG = 1 2 0 . 0 5 FG = 1 2 0 . 5 5 FG = 1 2 1 . 0 5 FG = 1 2 1 . 5 1 FG = 1 2 1 . 8 8 FG = 1 2 1 . 4 0 FG = 1 2 0 . 9 1 FG = 1 2 0 . 2 1 FG = 1 1 9 . 7 1 FG = 1 1 8 . 3 0 FG = 1 1 8 . 8 0 FG = 1 1 9 . 5 0 FG = 1 2 0 . 0 0 FG = 1 2 0 . 5 0 FG = 1 2 1 . 2 5 FG = 1 2 1 . 7 5 FG = 1 2 2 . 2 5 FG = 1 2 2 . 7 5 FG = 1 2 1 . 2 3 FL = 1 2 0 . 1 5 FL = 1 1 9 . 1 4 FL = 1 2 0 . 8 4 FL = 1 2 1 . 3 2 FL = 1 2 0 . 6 9 FL = 1 2 0 . 2 6 FL = 1 1 8 . 5 0 FL = 1 1 9 . 0 7 FL = 1 1 9 . 5 7 FL = 1 1 7 . 8 7 FL = 1 1 9 . 3 4 FL = 1 2 1 . 8 4 FL= 1 2 1 . 8 4 FL = 1 2 0 . 6 4 FG= 119.72 FG= 121.40 37 + 37 + 40+ 41+ 42+ 43+ 44+ 45+ 27 + 28 + 29 + 30 + 31 + PC : 3 0 + 1 2 . 2 3 ' PT : 3 0 + 9 5 . 2 9 ' 6+ 7+ 8+ 9+ 10+ 11+ P C : 6 + 8 6 . 6 0 ' PT: 8+52.72' 90+ 91+ 92+ 93+ 94+ 95+ Gr a d i n g P l a n L a y o u t 16 FILE NAME: 1493-0007-MGPN.DWG MATCHLINE SEE SHEET 13 MA T C H L I N E SE E S H E E T 17 MATCHLINE SEE SHEET 20 MA T C H L I N E SE E S H E E T 15 N3060 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE DOOLITTLE DRIVE EA R H A R T W A Y HUGHES LANE JE S P E R S E N R O A D Wetland Area as identified by Environmental Consultant survey (2021). No construction activities shall occur within this environmentally sensitive area. LIMIT OF EXISTING 100 YEAR FLOOD ZONE 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 1/ 1 7 / 2 5 FI N I S H E D P A D A D J U S T M E N T RM S 5 5 5 5 115115115 120 116 117 118 119 120 116 11 7 118118118119 121122123124 124 FL= 119.41 FL= 120.09 F L = 1 2 0 . 5 6 FL= 120.71 FL= 121.86 FL= 121.31 198 X X X X X X X X X X X X X X X X X X X X X X X X X 125 124 12 6123 12 0 12 1 12 2 117 118 12 1 122 123 124 12 011811 9 12 1 12 2 12 3 12 4 120 116 117 118 119 121 122 116 117 118 11 8 11 9 12 0 1 2 1 12 0 12 1 12 2 12 3 12 2 12 3 12 1 12 2 12 3 1 2 4 120 121 122 121 121 122 122 120 121 121 Gr a d i n g P l a n L a y o u t 17 FILE NAME: 1493-0007-MGPN.DWG MATCHLINE SEE SHEET 14 MA T C H L I N E SE E S H E E T 16 MATCHLINE SEE SHEET 21 N3060 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE TEMPORARY STOCK PILE / BORROW SITE 6 27 PHASE BOUNDARY TR A C T B O U N D A R Y Wetland Area as identified by Environmental Consultant survey (2021). No construction activities shall occur within this environmentally sensitive area.CONSTRUCT ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 25 lb, Backing #2, Method B Placement LENGTH:18' WIDTH:15' DEPTH:16" 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 10 5 10 2 1 0 3 1 0 4 1 0 6 105103104 SDSDSD SD SD SD SD SD 10 0 9 8 9 9 1 0 1 102 1 0 3 96 97 9 8 99 100 97 98 99 1 0 0 1 0 1 10 2 1 0 3 0.37% XXXXXXXXXXXXXXXXX XX 100 100 9 9 99 101102103 1 0 8 11 0 1 0 7 10 8 10 9 100 98 99101 104 FG= 106.72 FG = 1 0 7 . 9 9 FG = 1 0 6 . 7 2 FL = 9 7 . 2 0 FL= 9 8 . 2 1 FL= 9 8 . 8 8 PC : 2 0 + 6 4 . 8 0 ' Gr a d i n g P l a n L a y o u t 18 FILE NAME: 1493-0007-MGPN.DWG MA T C H L I N E SE E S H E E T 19 N3060 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE BUCKLEY ROAD (By Separate Document) WETLAND LIMIT TRACT BOUNDARY PHA S E B O U N D A R Y (1) Contech pedestrian bridge. Per separate submittal. 7 27 Provide Rock Slope Protection (25 lb rock with backing #2) at overside swale connection. LENGTH:36' WIDTH:28' DEPTH:12" LIMIT OF EXISTING 100 YEAR FLOOD ZONE FUTURE PHASES 4-6 ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 75 lb, Backing #1, Method B Placement LENGTH:25' WIDTH:25' DEPTH:18" LIMIT OF EXISTING 100 YEAR FLOOD ZONE Avila Ranch - Tract 3089 - Phase 1 (Not a Part) 05-09-2023 RAC H E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL E N G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 50.00' 15 8 . 0 0 ' 50.00' 15 8 . 0 0 ' 50.00' 50.00' 15 8 . 0 0 ' L = 4 9.5 3' 14.2 7 ' 50.00' 13 4 . 9 8 ' 4.87'L =8 .3 3'L=3 7.3 7 ' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' >>>>>>>>>>>>>>>>>>>>>>>> 122 1 1 0 110 1 1 0 106 1 0 7 108 1 0 9 109109 11 1 1 1 2 1 1 3 11 4 11 010610710 8 10 9 11 1 11 2 11 3 SD SD SD 115 120 125 130 116 117 118 119 121 122 123 124 126 127 128 129 131 132 133 111 112 113 2. 0 : 1 Ma x . 2. 0 : 1 Ma x . 1.37% 0.77% XXXXXXXXXXXXXXXXXXXXXXXXXXX X X X X X X X X X X X X X X X XXX X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXXXXXXXXXXX SD 11 5 1 1 3 11 4 11 6 11 7 11 8 11 9 10 7 1 0 7 10 7 10 8 10 9 112 112 113 114 120 125 130 118 119 121 122 123 124 126 127 128 129 131 117 118 119 120 121116 116 117 116 117 110 11 0 108 109 10 9 111 11 1 1 1 2 112 105104 1 1 0 1 0 8 1 0 9 111 112 11 0 1 0 9 11 1 11 2 113 114 113 106 110106107108109 111 112 113 FG = 1 1 7 . 8 6 FG = 1 1 7 . 3 6 FG = 1 1 6 . 8 6 FG = 1 1 6 . 5 1 FG = 1 1 7 . 0 1 FG = 1 1 7 . 5 1 FG= 1 1 8 . 0 1 FG = 1 1 8 . 5 1 FG = 1 1 9 . 0 1 FG= 1 1 9 . 5 1 FG= 1 2 0 . 0 1 FG = 1 2 0 . 5 1 FG= 1 2 1 . 0 1 FG = 1 2 1 . 5 1 FG = 1 2 2 . 0 0 FG = 1 2 2 . 5 0 FG = 1 2 2 . 5 1 FG = 1 2 2 . 0 1 FG = 1 2 1 . 5 1 FG = 1 2 1 . 0 1 FG = 1 2 0 . 5 1 FG = 1 2 0 . 0 1 FG = 1 1 9 . 5 1 FG = 1 1 9 . 0 1 FG = 1 1 8 . 5 1 FG = 1 1 8 . 0 1 FG = 1 1 7 . 5 1 FG = 1 1 7 . 0 1 FG = 1 1 6 . 5 1 FG= 1 1 6 . 8 6 FG = 1 1 7 . 3 6 FG= 1 1 7 . 8 6 FG= 122.51FG= 122.01FG= 121.51FG= 121.01FG= 120.51F G = 1 1 9 . 5 1 F G = 1 1 9 . 0 1 FG= 118.51F G = 1 1 8 . 0 0 FG= 117.51FG= 117.01FG= 116.51 FG= 116.86F G = 1 1 7 . 3 6 F G = 1 1 7 . 8 6 F G = 1 2 0 . 0 1 FG= 117.86 F G = 1 1 7 . 3 6 FG= 116.86 F G = 1 1 6 . 5 1 F G = 1 1 7 . 0 1 F G = 1 1 7 . 5 1 FG= 118.01 FG= 118.51 FG= 119.01 F G = 1 1 9 . 5 1 FG= 120.01 F G = 1 2 0 . 5 1 FG= 121.01 FG= 121.51 F G = 1 2 2 . 0 1 F G = 1 2 2 . 5 1 FG= 1 1 2 . 1 0 FG = 1 0 7 . 9 4 FG = 1 0 7 . 9 9 FG= 1 0 8 . 0 9 FG= 1 1 2 . 5 3 FG= 1 0 5 . 7 7 FL = 1 1 0 . 9 2 FL = 1 0 6 . 5 4 FG = 1 1 1 . 0 3 FL = 1 0 9 . 4 2 F L = 1 2 0 . 7 6 F L = 1 2 2 . 3 4 F L = 1 2 2 . 5 9 F L = 1 2 1 . 6 5 F L = 1 2 0 . 5 2 F L = 1 2 0 . 2 7 F L = 1 2 0 . 0 2 F L = 1 1 9 . 5 3 F L = 1 1 9 . 0 2 F L = 1 1 8 . 5 2 F L = 1 1 8 . 0 2 F L = 1 1 7 . 7 3 F L = 1 1 7 . 4 8 F L = 1 1 7 . 2 3 F L = 1 1 6 . 9 8 F L = 1 1 6 . 7 4 29 + 21 + 22 + 23 + 24 + 25 + 26 + P T : 2 0 + 4 9 . 4 0 ' P C : 2 0 + 4 9 . 4 0 ' PT : 2 0 + 7 1 . 0 4 ' 15 8 . 0 0 ' 50.00' 15 8 . 0 0 ' 50.00' 15 8 . 0 0 ' 50.00' 13 4 . 9 8 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' 13 3 . 0 0 ' 50.00' >>>>>>>>>>>>>>>>>>>>>>>> 2. 0 : 1 Ma x . 2. 0 : 1 Ma x . 120 125 130 118 119 121 122 123 124 126 127 128 129 131 Va r i e s 3.00'0.67' 2.00' 1. 2 5 ' Gr a d i n g P l a n L a y o u t 19 FILE NAME: 1493-0007-MGPN.DWG MA T C H L I N E SE E S H E E T 20 MATCHLINE SEE SHEET 15 MA T C H L I N E SE E S H E E T 18 N3060 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE HUGHES LANE 526 BUCKLEY ROAD (By Separate Document) TRACT BOUNDARY 8 27 Retaining Wall details per separate submittal. SD 01 Sheet 39 - 41 LIMIT OF EXISTING 100 YEAR FLOOD ZONE CONSTRUCT ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 75 lb, Backing #1, Method B Placement LENGTH:25' WIDTH:25' DEPTH:18" 05-09-2023 RAC H E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL E N G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS PRIVATE 6' WOOD FENCE. SEE LANDSCAPE PLANS FOR FENCE CONSTRUCTION DETAILS. 20. 0 0 ' PR O P O S E D WI D E P R I V A T E ST O R M D R A I N EA S E M E N T PERMANENT OVERLAND SWALE (SEE DETAIL A, SHEET 21, EROSION CONTROL PLANS.) 4" PVC PIPE, FROM WALL DRAIN, OUTLET TO DAYLIGHT 4 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 2/ 7 / 2 4 BI K E P A T H R E A L I G N M E N T RM S 1/ 1 7 / 2 5 FI N I S H E D P A D A D J U S T M E N T RM S 10 / 2 1 / 2 5 WA L L 1 D R A I N A G E C H A N N E L DR A I N P I P E A N D B A F F L E S RM S 458 5 4 346345344343342341340339338337336335334333332331 8" PVC CHANNEL DRAIN AT PROPERTY LINE 119 Scale: 1"= 4' BACK WALL CHANNEL1 100 Yr FLOOD LEVEL 6" THICK CONC. CHANNEL 2500 psi RETAINING WALL, DET 18, SHT S2.2. 1 20 119 8" PVC SD SEE CONC. BAFFLE, DET. 1, SHT 20. 6" PVC VERT. DRAIN TO 8X8X6 TEE. 8 OUTLET FOR 8" STORM DRAIN AND 4" WALL DRAIN PROPERTY LINE Approved 01/23/2026 Engineering Development Review Revision #8 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' 50.00' 50.00' 13 3 . 0 0 ' L =0.77 '49.23' 50.00' 13 3 . 0 0 ' 32 . 2 5 ' L=66.23' 53.97' L=33.92' 49 . 5 5 ' L = 2 9 . 8 5' L =2 9 .8 5 ' 32 . 2 5 ' >>>>>>>>> > >>> 120 125 125 130 130 135 135 121122 122 123 123 124 124 126 126 127 127 128 128 129 129 131 131 132 132 133 133 134 134 1 1 5 115 1 1 6 11 6 115114 11 6 117 SD SD SD SD 2. 0 : 1 Ma x . 2. 0 : 1 Ma x . X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXXXXXXXX X X X X X 115 116 11 9 116 11 7 116 11 6 11 7 113 113114 122 121 120 120 11 9 11 7 120 12 0 11 8 11 9 1 1 6 11 7 11 8 115 1 1 5 11 6 11 7 1 1 8 116 125 130 122123124 126127128129 131132133 117118119 FG = 1 2 2 . 5 0 FG = 1 2 2 . 8 8 FG = 1 2 2 . 9 1 FG= 1 2 2 . 7 9 FG = 1 2 2 . 3 2 FG = 1 2 1 . 8 5 FG = 1 2 1 . 3 7 FG = 1 2 0 . 9 0 FG = 1 2 0 . 4 8 FG = 1 2 0 . 4 8 FG= 1 2 0 . 4 8 FG = 1 2 1 . 3 7 FG= 1 2 0 . 9 0 FG = 1 2 1 . 8 5 FG = 1 2 2 . 3 2 FG= 1 2 2 . 7 9 FG= 1 2 2 . 9 1 FG= 1 2 2 . 8 9 FG = 1 2 2 . 5 1 FG= 120.73F G = 1 2 0 . 9 0 F G = 1 2 1 . 3 7 FG= 122.32F G = 1 2 2 . 9 1 FG= 122.51 FG= 122.89 FG= 122.51 FG= 122.89 FG= 122.91 FG= 122.79 F G = 1 2 2 . 3 2 FG= 121.85 F G = 1 2 1 . 3 3 FG= 120.90 FG= 120.48 F G = 1 2 0 . 4 8 FG= 122.79 FG= 121.85 FG= 1 1 3 . 6 5 FG = 1 1 4 . 7 8 FG = 1 1 5 . 2 8 FG= 1 1 4 . 5 3 FG = 1 1 4 . 5 7 FG = 1 1 4 . 4 6 FG= 1 1 4 . 5 3 FG = 1 1 5 . 3 8 FG= 1 1 5 . 7 2 FG = 1 1 8 . 1 0 FL = 1 1 6 . 2 2 FL = 1 1 3 . 8 4 FL = 1 1 3 . 5 0 FL = 1 1 2 . 9 8 FL = 1 1 2 . 0 0 FL = 1 1 2 . 7 4 FL = 1 1 1 . 9 2 F L = 1 2 2 . 5 9 F L = 1 2 2 . 8 2 H P F L = 1 2 3 . 3 3 F L = 1 2 3 . 0 8 F L = 1 2 2 . 8 3 F L = 1 2 1 . 7 9 F L = 1 2 1 . 5 4 F L = 1 2 1 . 2 9 FL = 1 2 0 . 6 3 F L = 1 2 0 . 5 9 39+ 40+27 + 28 + 29 + 30 + 31 + 32 + 32 + PC : 3 0 + 1 2 . 2 3 ' PT : 3 0 + 9 5 . 2 9 ' 0+ 1+ 2+ 3+ 4+ 5+ PC: 2+00.44' P T : 3 + 7 8 . 8 1 ' 89+ 90+ 50.00'50.00'50.00'50.00'50.00'50.00'50.00'50.00'53.97' L=33.92' 49 . 5 5 ' >>>>>>>>> > >>> 2. 0 : 1 Ma x . 2. 0 : 1 Ma x . 120 12 0 11 8 11 9 125 130 122123124 126127128129 131132133 1.50' 3. 0 0 ' 0. 6 7 ' 2. 0 0 ' 0.33' Gr a d i n g P l a n L a y o u t 20 FILE NAME: 1493-0007-MGPN.DWG MA T C H L I N E SE E S H E E T 21 MATCHLINE SEE SHEET 16 MA T C H L I N E SE E S H E E T 19 N3060 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE JE S P E R S E N R O A D HUGHES LANE BUCKLEY ROAD (By Separate Document) TRACT BOUNDARY Retaining Wall details per separate submittal. SD 01 Sheet 39 - 41 526 10 27 Wetland Area as identified by Environmental Consultant survey (2021). No construction activities shall occur within this environmentally sensitive area. SEE BUCKLEY ROAD PUBLIC IMPROVEMENT PLANS (PER OTHER PLANS) SEE OFFSITE BUCKLEY ROAD WIDENING IMPROVEMENT PLANS FOR OFFSITE ROCK SLOPE PROTECTION. CONSTRUCT ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 25 lb, Backing #2, Method B Placement RADIUS:15' (FROM INLET) DEPTH:16" 9 27 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS PRIVATE 6' WOOD FENCE. SEE LANDSCAPE PLANS FOR FENCE CONSTRUCTION DETAILS. PERMANENT OVERLAND SWALE (SEE DETAIL A, SHEET 21, EROSION CONTROL PLANS.) 4" PVC PIPE, FROM WALL DRAIN, OUTLET TO DAYLIGHT 4 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 2/ 7 / 2 4 BA C K O F W A L L D R A I N A G E S W A L E RM S 1/ 1 7 / 2 5 FI N I S H E D P A D A D J U S T M E N T RM S 10 / 2 1 / 2 5 WA L L 1 D R A I N A G E C H A N N E L DR A I N P I P E A N D B A F F L E S RM S 458 4 5 4 346 347 348 349 350 351 352 353 354 346 347 348 349 350 351 353 354352 8" PVC CHANNEL DRAIN AT PROPERTY LINES Scale: 1"= 4' TYP. DRAINAGE CHANNEL BAFFLE1 1 20 119 8" PVC SD PL 6" NDS ATRIUM DRAIN. CONC. BAFFLE, SEE PROFILE VIEW, DET. 1, SHT 19. 8 FLOW DIRECTION OUTLET FOR 8" STORM DRAIN AND 4" WALL DRAIN RETAINING WALL #1RETAINING WALL FOOTING PROPERTY LINE Approved 01/23/2026 Engineering Development Review Revision #8 120118118118119121122123124 124 120118119 121 122 123 124 201 0.37% 1.47% X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 125 124 12 6 127 123 123 130 128 129 131 132 1 3 2 12 5 13 0 12 4 1 2 4 12 612 712 812 9 1 3 1 132 132 1 2 0 1 1 9 1 2 1 1 2 2 123 124 12 0 12 5 11 9 12 1 12 2 12 3 12 4 FG= 1 1 8 . 1 0 FG = 1 2 4 . 5 4 FG = ? ? ? FG = 1 2 1 . 7 0 FG = 1 2 3 . 5 6 FL = 1 2 3 . 0 6 FL = 1 2 2 . 5 9 FL= 1 2 0 . 7 9 FL = 1 1 6 . 2 2 Gr a d i n g P l a n L a y o u t 21 FILE NAME: 1493-0007-MGPN.DWG MATCHLINE SEE SHEET 17 MA T C H L I N E SE E S H E E T 20 N3060 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE TEMPORARY STOCK PILE / BORROW SITE BUCKLEY ROAD (By Separate Document) 10 27 TRACT BOUNDARY TR A C T B O U N D A R Y 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS >>>>>>>>> > 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 18 + 0 0 19 + 0 0 20 + 0 0 21 + 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 18 + 0 0 19 + 0 0 20 + 0 0 21 + 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 18 + 0 0 19 + 0 0 20 + 0 0 21 + 0 0 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 DOOLITTLE DRIVE YE A G E R C O U R T EA R H A R T W A Y CO L E M A N L A N E HUGHES LANE LA N G L E Y S T R E E T VENTURE DRIVE PI P E R L A N E MEMPHIS BELLE WAY FOXTROT COURT KITTY HAWK COURT JE S P E R S E N R O A D WRIGHT BROS WAY Al l e y 0 1 Al l e y 0 2 Al l e y 0 9 Al l e y 1 0 Al l e y 1 4 Al l e y 1 5 Al l e y 1 1 Al l e y 1 2 Al l e y 1 6 Al l e y 1 7 Al l e y 1 8 Al l e y 2 3 Al l e y 2 2 Al l e y 2 1 Al l e y 2 0 Al l e y 1 9 Al l e y 0 6 Al l e y 0 7 Al l e y 0 8 Al l e y 0 5 Al l e y 0 4 Al l e y 0 3 Al l e y 1 3 CESSNA COURT Al l e y 2 4 Cr o s s S e c t i o n a l I n d e x 22 FILE NAME: 1493-0007-CROS-SECT.DWG N 00 100 200 (IN FEET) 50 GRAPHIC SCALE 1 IN = 100 FT 4 25 4 25 123 123 223 223 324 324 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 100 110 120 130 100 110 120 130 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+20 7+40 7+60 7+80 8+00 8+20 8+40 8+60 8+80 9+00 9+20 9+40 9+60 9+80 10+00 10+20 10+40 10+60 10+80 11+00 11+20 11+40 11+60 TRACT BOUNDARY PL PL ROW CL PL PLROW ROW ROWCL PL PL PLCLROWROW 100 110 120 130 100 110 120 130 11+40 11+60 11+80 12+00 12+20 12+40 12+60 12+80 13+00 13+20 13+40 13+60 13+80 14+00 14+20 14+40 14+60 14+80 15+00 15+20 15+40 15+60 15+80 16+00 16+20 16+40 16+60 16+80 17+00 17+20 17+40 17+60 17+80 18+00 18+20 18+40 18+60 18+80 19+00 19+20 19+40 19+60 19+80 20+00 20+20 20+40 20+60 20+80 21+00 21+20 21+40 21+60 21+80 22+00 PL PL ROW ROW ROW ROWPL PLCLCL TRACT BOUNDARY > > > 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 2+ 0 0 3+ 0 0 4+ 0 0 100 110 120 130 100 110 120 130 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+20 7+40 7+60 7+80 8+00 8+20 8+40 8+60 8+80 9+00 9+20 9+40 9+60 9+80 10+00 10+20 10+40 10+60 10+80 11+00 11+20 11+40 11+60 TRACT BOUNDARY PL PLROWCLROWPLPLPLPLROWROWROWCLROW 110 120 130 140 110 120 130 140 11+40 11+60 11+80 12+00 12+20 12+40 12+60 12+80 13+00 13+20 13+40 13+60 13+80 14+00 14+20 14+40 14+60 14+80 15+00 15+20 15+40 15+60 15+80 16+00 16+20 16+40 16+60 16+80 17+00 17+20 17+40 17+60 17+80 18+00 18+20 18+40 18+60 18+80 19+00 19+20 19+40 19+60 19+80 20+00 20+20 20+40 20+60 20+80 21+00 21+20 21+40 21+60 21+80 22+00 PL PL PL PL PL PL PL TRACT BOUNDARYROWCLROWROWCLROW > > > 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 7+ 0 0 8+ 0 0 9+ 0 0 Cr o s s S e c t i o n s 1 - 2 23 FILE NAME: 1493-0007-CROS-SECT.DWG MA T C H L I N E ST A : 1 1 + 5 0 SE E T H I S S H E E T MA T C H L I N E ST A : 1 1 + 5 0 SE E T H I S S H E E T MA T C H L I N E ST A : 1 1 + 5 0 SE E T H I S S H E E T MA T C H L I N E ST A : 1 1 + 5 0 SE E T H I S S H E E T 00 (IN FEET) GRAPHIC SCALE 0 (IN FEET) GRAPHIC SCALE 80 16040 1 IN = 80 FT N Scale: 1"= 80' Plan View Scale: Horz: 1"= 40'; Vert: 1"= 20' North-South Cross Section1 00 (IN FEET) GRAPHIC SCALE 0 (IN FEET) GRAPHIC SCALE 80 16040 1 IN = 80 FT Scale: 1"= 80' Plan View Scale: Horz: 1"= 40'; Vert: 1"= 20' North-South Cross Section2 N CE S S N A C T . CE S S N A C T . VE N T U R E D R . VE N T U R E D R . FO X T R O T C T . FO X T R O T C T . DO O L I T T L E D R . DO O L I T T L E D R . HU G H E S L N . HU G H E S L N . ME M P H I S B E L L E W Y . ME M P H I S B E L L E W Y . KI T T Y H A W K C T . KI T T Y H A W K C T . V E N T U R E D R . VE N T U R E D R . DO O L I T T L E D R . HU G H E S L N . DO O L I T T L E D R . HU G H E S L N . HU G H E S L N . BU C K L E Y R O A D BU C K L E Y R O A D BU C K L E Y R O A D BU C K L E Y R O A D BI K E P A T H BI K E P A T H AGRICULTURAL OPEN SPACE AGRICULTURAL OPEN SPACE 27.1' WETLAND 38.3' WETLAND TANK FARM CREEK TANK FARM CREEK 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 100 110 120 130 100 110 120 130 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+20 7+40 7+60 7+80 8+00 8+20 8+40 8+60 8+80 9+00 9+20 9+40 9+60 9+80 10+00 10+20 10+40 10+60 10+80 11+00 11+20 11+40 11+60 TRACT BOUNDARY PL ROW CL ROW ROW CL ROWPL 100 110 120 130 100 110 120 130 11+40 11+60 11+80 12+00 12+20 12+40 12+60 12+80 13+00 13+20 13+40 13+60 13+80 14+00 14+20 14+40 14+60 14+80 15+00 15+20 15+40 15+60 15+80 16+00 16+20 16+40 16+60 16+80 17+00 17+20 17+40 17+60 17+80 18+00 18+20 18+40 18+60 18+80 19+00 19+20 19+40 19+60 19+80 20+00 20+20 20+40 20+60 20+80 21+00 21+20 21+40 21+60 21+80 22+00 TRACT BOUNDARYPL > 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 16 + 0 0 17 + 0 0 18 + 0 0 FILE NAME: 1493-0007-CROS-SECT.DWG 00 (IN FEET) GRAPHIC SCALE 0 (IN FEET) GRAPHIC SCALE 80 16040 1 IN = 80 FT MA T C H L I N E ST A : 1 1 + 5 0 SE E T H I S S H E E T MA T C H L I N E ST A : 1 1 + 5 0 SE E T H I S S H E E T Scale: 1"= 80' Plan View Scale: Horz: 1"= 40'; Vert: 1"= 20' North-South Cross Section3 Cr o s s S e t c i o n 3 24 N VE N T U R E D R . VE N T U R E D R . WR I G H T B R O S . W Y . WR I G H T B R O S . W Y . BU C K L E Y R O A D BU C K L E Y R O A D BI K E P A T H BI K E P A T H PARK G DRAINAGE CHANNEL 8.4' WETLAND 72.9' WETLAND WETLAND LIMITS AGRICULTURAL OPEN SPACE 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 100 110 120 130 100 110 120 130 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+20 7+40 7+60 7+80 8+00 8+20 8+40 8+60 8+80 9+00 9+20 9+40 9+60 9+80 10+00 10+20 10+40 10+60 10+80 11+00 11+20 11+40 11+60 ROW CL ROW PL PL PL PL PL PL PL PLROWCLROW ROW CL 110 120 130 140 110 120 130 140 11+40 11+60 11+80 12+00 12+20 12+40 12+60 12+80 13+00 13+20 13+40 13+60 13+80 14+00 14+20 14+40 14+60 14+80 15+00 15+20 15+40 15+60 15+80 16+00 16+20 16+40 16+60 16+80 17+00 17+20 17+40 17+60 17+80 18+00 18+20 18+40 18+60 18+80 19+00 19+20 19+40 19+60 19+80 20+00 20+20 20+40 20+60 20+80 21+00 21+20 21+40 21+60 21+80 22+00 ROW PL PLROWCLROW ROW 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 110 120 130 140 110 120 130 140 21+80 22+00 22+20 22+40 22+60 22+80 23+00 23+20 23+40 23+60 23+80 24+00 24+20 24+40 24+60 24+80 25+00 25+20 25+40 25+60 25+80 26+00 26+20 26+40 26+60 26+80 27+00 27+20 CL ROWROW PL TRACT BOUNDARY FILE NAME: 1493-0007-CROS-SECT.DWG 00 100 200 (IN FEET) 50 GRAPHIC SCALE 1 IN = 100 FT MA T C H L I N E ST A : 1 1 + 5 0 SE E T H I S S H E E T MA T C H L I N E ST A : 1 1 + 5 0 SE E T H I S S H E E T N Scale: 1"= 100' Plan View Scale: Horz: 1"= 40'; Vert: 1"= 20' West-East Cross Section4 MA T C H L I N E ST A : 2 1 + 9 0 SE E T H I S S H E E T MA T C H L I N E ST A : 2 1 + 9 0 SE E T H I S S H E E T Cr o s s S e c t i o n 4 25 EAR T H W O O D L N . EA R T H W O O D L N . PI P E R L N . PI P E R L N . JE S P E R S E N R O A D J E S P E R S E N R O A D LA N G L E Y S T . LA N G L E Y S T . YE A G E R C T . 33.2' WETLAND TANK FARM CREEK BY-PASS CHANNEL LID BASIN YE A G E R C T . AGRICULTURAL OPEN SPACE 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 105 110 115 120 125 130 105 110 115 120 125 130 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+20 7+40 7+60 7+80 8+00 8+20 8+40 8+60 8+80 9+00 9+20 9+40 9+60 9+80 10+00 10+20 10+40 10+60 10+80 11+00 11+20 11+40 11+60 11+80 12+00 12+20 12+40 12+60 12+80 13+00 13+20 13+40 13+60 13+80 ST A : 6 + 3 7 . 5 9 EL E V : 1 1 0 . 8 7 SW A L E L O W P O I N T 0.20% -1.13% BW: 110.67 EL : 1 1 3 . 8 2 EL : 1 1 3 . 0 0 1.32% 0+ 7 5 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12 + 0 0 13 + 0 0 13 + 7 1 110 111 112 113 114 115 116 115 116 117 118 11 5 11 4 11 6 11 7 1 1 5 116 117 118 116 115 116 1 2 0 1 1 9 90 100 110 120 130 90 100 110 120 130 0+00 0+20 0+40 0+60 0+80 1+00 NO R T H B O U N D A R Y L I N E MOTOR COURT DRIVEWAY E L : 1 1 1 . 3 9 90 100 110 120 130 90 100 110 120 130 0+00 0+20 0+40 0+60 0+80 1+00 NO R T H B O U N D A R Y L I N E MOTOR COURT LOT PAD EL: 112.75 100 110 120 100 110 120 NO R T H B O U N D A R Y L I N E EL E V A T I O N 116 120 130 116 120 130 0+20 0+40 0+60 0+80 De t a i l s 26 FILE NAME: 1493-0007-CNST-DETL.DWG 50 100 (IN FEET) 25 GRAPHIC SCALE 1 IN = 50 FT 0 N1 26 1 26 Scale: 1"= 50' North Boundary Run-on Drainage Swale1 3 26226 00 1" 18.75 12.5 6.25 25 00 1" 7.5 5 2.5 10 Scale: 1"= 20' Swale Section2 Scale: 1"= 20' Swale Section3 FINISHED GRADE AT MOTOR COURTS RETAINING WALL BEYOND SWALE EXISTING GRADE AT SWALE CL TANK FARM CREEKJESPERSEN ROAD EARTHWOOD LANE Scale: 1"= 5' North Boundary Run-on Swale Detail4 7.00'2.33' 13.00' 2. 5 5 ' DRAINAGE EASEMENT MI N . DE P T H Scale: 1"= 5' Wall 2 Intercept Swale Detail5 3.00' 3. 0 0 ' MI N . DE P T H 2:1 S L O P E 3.00' ADJACENT EXISTING GRADE PROPOSED FINISHED GRADE NORTH TOP OF WALL TO MEET EXISTING GRADE C 26 4. 0 0 ' M a x . 7.00' Scale: 1"= 5' CONCRETE DRAINAGE CHANNEL SECTIONC 0.67' 0.67' PL TOP OF NORTH AND WEST CHANNEL WALLS TO MATCH ADJACENT EXISTING GRADE 3:1 SL O P E 1.00' 1.50' CONCRETE CHANNEL FLOWLINE SEE PROFILE FOR TOP OF WALL ELEVATION 3.67' 00 1" 7.5 5 2.5 10 TRACT BOUNDARY 4 26 PR O P E R T Y L I N E 3 2 SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION. SEE STRUCTURAL PLANS FOR WALL SECTION (BY OTHERS). EA R T H W O O D LA N E JE S P E R S E N RO A D 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R SEE STRUCTURAL PLANS FOR CHANNEL SECTION (BY OTHERS). SEE CONCRETE DRAINAGE SWALE, SHEET 19, DET. 1. SEE LANDSCAPE PLANS FOR PRIVATE FENCE AND GATE CONSTRUCTION DETAILS. (TYP.) Re v . 8 8 ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2026 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Approved 01/23/2026 Engineering Development Review Revision #8 100 110 120 130 140 100 110 120 130 140 0+00 0+20 0+40 0+60 0+80 1+00 PR O P E R T Y L I N E 12 ' A G L O T A C C E S S DR I V E W A Y TR A C T B O U N D A R Y L I N E 90 100 110 120 130 90 100 110 120 130 0+00 0+20 0+40 0+60 0+80 1+00 BU C K L E Y R O A D R O W DR A I N A G E OU T L E T S W A L E RO A D S I D E SW A L E BU C K L E Y R O A D 90 100 110 120 130 90 100 110 120 130 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 BU C K L E Y R O A D R O W RO A D S I D E SW A L E BU C K L E Y R O A D 12 ' B I K E PA T H 1.00% 100 110 120 130 140 100 110 120 130 140 0+00 0+20 0+40 0+60 0+80 1+00 BU C K L E Y R O A D R O W 12 ' B I K E PA T H BU C K L E Y R O A D 100 110 120 130 140 100 110 120 130 140 0+00 0+20 0+40 0+60 0+80 1+00 1+20 BU C K L E Y R O A D R O W RO A D S I D E SW A L E BU C K L E Y R O A D 12 ' B I K E PA T H De t a i l s 27 FILE NAME: 1493-0007-CNST-DETL.DWG Scale: 1"= 20' Eastern Drainage Run-on Section6 2.00' 2.00' 2. 5 : 1 2.5: 1 Scale: 1"= 20' Buckley Road Outlet Drainage Swale Section7 5.00' 3:1 2. 0 0 ' GRADING PER BUCKLEY ROAD PUBLIC IMPROVEMENT PLANS 00 1" 7.5 5 2.5 10 00 1" 7.5 5 2.5 10 Scale: 1"= 20' Buckley Road Bike Path Drainage Section8 00 1" 7.5 5 2.5 10 2.00' 12.00' 3: 1 3:1 1. 3 1 ' 3: 1 Scale: 1"= 20' Buckley Road Bike Path Drainage Section10 00 1" 7.5 5 2.5 10 2.00' 12.00' 2. 5 : 1 2.5: 1 2. 0 0 ' GRADING PER BUCKLEY ROAD PUBLIC IMPROVEMENT PLANS GRADING PER BUCKLEY ROAD PUBLIC IMPROVEMENT PLANS Scale: 1"= 20' Buckley Road Bike Path Drainage Section9 00 1" 7.5 5 2.5 10 4.93' 12.00' 3: 1 3:1 1. 8 2 ' GRADING PER BUCKLEY ROAD PUBLIC IMPROVEMENT PLANS 5.59' SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION.SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION.SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION. SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION. SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION. 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS PC: 31+43.78' PT: 3 2 + 0 3 . 3 8 ' PC : 2 4 + 1 9 . 1 7 ' P T : 2 6 + 4 6 . 2 6 ' P C : 2 7 + 4 3 . 6 9 ' PT : 2 9 + 7 0 . 7 1 ' PI : 3 2 + 5 5 . 8 3 ' PT : 5 0 + 4 9 . 4 0 ' PC : 5 0 + 4 9 . 4 0 ' PT : 5 0 + 7 1 . 0 4 ' PT: 3 0 + 4 9 . 4 0 ' PC: 3 0 + 4 9 . 4 0 ' PT: 30+71.03' PC: 31+68.18' PT: 31+ 8 9 . 8 2 ' PC: 31+ 8 9 . 8 2 ' PC : 1 + 0 0 . 0 0 ' PT : 1 + 5 9 . 3 1 ' PC : 5 + 6 6 . 4 1 ' PT : 6 + 2 5 . 7 3 ' P T : 2 0 + 4 9 . 4 0 ' P C : 2 0 + 4 9 . 4 0 ' PT : 2 0 + 7 1 . 0 4 ' PC : 3 0 + 1 2 . 2 3 ' PT : 3 0 + 9 5 . 2 9 ' PT : 1 0 + 4 9 . 4 0 ' PC : 1 0 + 4 9 . 4 0 ' PT : 1 0 + 7 1 . 0 4 ' PC : 1 6 + 2 2 . 9 4 ' P T : 1 6 + 4 4 . 5 7 ' P C : 1 6 + 4 4 . 5 7 ' PT: 1 7 + 4 3 . 3 7 ' PC: 1 7 + 4 3 . 3 7 ' PT: 17+65.01' PT : 3 0 + 4 9 . 4 0 ' PC : 3 0 + 4 9 . 4 0 ' PT : 3 0 + 7 1 . 0 4 ' P C : 2 0 + 0 0 . 0 0 ' PT : 2 0 + 5 9 . 1 7 ' PC: 45+87.67' PT: 46+ 0 9 . 3 0 ' PC: 46+ 0 9 . 3 0 ' PC: 2+00.44' P T : 3 + 7 8 . 8 1 ' P C : 6 + 8 6 . 6 0 ' PT: 8+52.72' PI: 12+44.37' PI: 17+67.23' PC: 21+65.53' PR C : 2 2 + 7 2 . 2 2 ' >>>>>>>>> > 110111112113 114 1 1 5 1 1 6 11 7 117 118 11811911 9 115 114 116117118 11 6 1 1 7 1 1 5 116 1 1 5 120 114114 1 1 6 1 1 7 118 11 9 1 2 1 12 2 12 3 11 511 6 11 5 11 6 11 3 11 4 11 5 11 3 11 4 116 1 1 5 11 3 115 114 1 1 0 1 0 9 111 11 2 113 1 1 3 1 1 4 11 5 1 1 3 11 4 11 6 117 11 3 SD SD SD SDSD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD XXXXXXXXXXXX X X X X X X XXXX X X X X X X X XXXXXXXX X X X VX X X X X XX X X X XXXXX X X X X X X X X X X X X XXXX SD SD SD 115 115 115 115 115 12 0 12 5 13 0 13 5 135 11 9 12 1 12 2 12 3 12 4 12 6 12 7 12 8 12 9 131131131 13 1 132 13213313313413413 4134134 134130131130129 1 2 5 12 2 12 3 12 4 1 2 6 12 7 12 8 129121 1 2 1 1 2 2 11011111211311411 5 11 5 115 11 4 11 6 110111112113 112 11 0 110 110109 11 1 1 1 0 110 11 0 11 1 11 1 1 1 1 1 1 1 1 1 0 11 0 1 1 1 115 111 112 113 114 116 1 1 4 115 1 1 5 11 6 115116 114 11 5 1 1 1 1 1 2 1 1 3 1 1 4 11 6 1 1 7 1 1 8 115 111112113114 116 SD SD XXXXXXXXXXXXXX XX XX XX XX XX XX EG = 1 1 5 . 6 6 EG = 1 1 5 . 6 3 EG = 1 1 5 . 2 2 EG = 1 1 4 . 7 7 EG = 1 1 4 . 3 4 EG = 1 1 4 . 4 9 EG = 1 1 4 . 1 6 EG = 1 1 4 . 2 6 EG = 1 1 4 . 0 7 EG = 1 1 5 . 4 8 SD SD Re t a i n i n g W a l l I n d e x a n d L e g e n d 28 FILE NAME: 1493-0007-WALL.DWG N 00 100 200 (IN FEET) 50 GRAPHIC SCALE 1 IN = 100 FT Sheet 19 Sheet 20 XX Scale: NTS TYPICAL WALL INDEX1 HIGHER GRADE IN PROFILE BEHIND WALL ARROW POINTS TO EXPOSED FACE OF RETAINING WALL LOWER GRADE IN PROFILE IN FRONT OF WALL NOTE: STRUCTURAL DETAILS TO BE PROVIDED BY STRUCTURAL ENGINEER. 01 01 13 12 04 02 02 05 08 09 111 0 15 14 06 07 0303 16 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 110 115 120 125 130 110 115 120 125 130 0+90 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 11.12 % 0.52% 0.50%0.50% -1.00% -3.00% 1.32% 2.95% 0.38%1.34% 0.50% -0.50% 1219.14' 84.00'20.00'136.00'160.00'32.00'92.00'71.86'27.00'17.14' 17.14' 1219.14' 128.86'50.00'100.00'50.00'100.00'100.00'50.00'50.00' AN G L E PO I N T AN G L E PO I N T BW: 119.33 BW: 120.00 BW: 120.67 BW: 121.33 BW: 122.00 BW: 121.33 BW: 120.67 BW: 120.00 TW: 122.67 TW: 122.00 TW: 121.33 TW: 123.33 TW: 124.00 TW: 124.67 TW: 125.33 TW: 123.33 TW: 124.00 TW: 124.67 BW: 119.33 110 115 120 125 130 110 115 120 125 130 7+00 7+20 7+40 7+60 7+80 8+00 8+20 8+40 8+60 8+80 9+00 9+20 9+40 9+60 9+80 10+00 10+20 10+40 10+60 10+80 11+00 11+20 11+40 11+60 11+80 12+00 12+20 12+40 12+60 12+80 13+00 13+20 1219.14' 114.14'25.00'140.00'59.91'72.00'60.09'108.00'84.00' 1219.14' 223.05'100.00'50.00'50.00'100.00'50.00'50.00' -0.50% -2.02% -1.00% -0.50% AN G L E PO I N T BW: 119.33 BW: 118.67 BW: 118.00 BW: 117.33 BW: 116.67 BW: 116.00 BW: 115.33 TW: 124.67 TW: 122.67 TW: 122.00 TW: 121.33 TW: 120.67 TW: 120.00 TW: 119.33 TW: 118.67 >>>>>>>>>>>>> > >>>>>>>>>>>> STA: 1+00.00 OFF: 0.00' BEGIN WALL STA: 1+17.14 OFF: 0.00' ANGLE POINT WALL STA: 1+44.14 OFF: 0.00' ANGLE POINT WALL 343344345346347348349350351352353 354 125 130 135 125 130 12 0 12 5 13 0 13 5135 11 9 12 1 12 2 12 3 12 4 12 6 12 7 12 8 12 9 131131131 13 1 132 132 133 133 13413413 4 134134 134 HP F L = 1 2 3 . 2 8 >>>>>>>>>>>>>>>>>>>>>>>>>>>> STA: 12+94.14 OFF: 0.00' ANGLE POINT WALL STA: 13+19.14 OFF: 0.00' END WALL 331332333334335336337338339340341342 120 125 130 120 125 130131 130 129 1 2 5 12 2 12 3 12 4 1 2 6 12 712 8 129 121 1 2 1 1 2 2 SD SD Re t a i n i n g W a l l 0 1 29 FILE NAME: 1493-0007-WALL.DWG N MA T C H L I N E ST A : 7 + 0 0 SE E T H I S S H E E T 01 01 01 01 Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 01 PROFILE (Looking South) Scale: 1"= 20' WALL 01 PLAN VIEW Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 01 PROFILE (Looking South) Scale: 1"= 20' WALL 01 PLAN VIEW 01 EXISTING GRADEFINISHED GRADE BACK OF WALL FINISHED GRADE FRONT OF WALL EXISTING GRADE FINISHED GRADE BACK OF WALL FINISHED GRADE FRONT OF WALL MA T C H L I N E ST A : 7 + 0 0 SE E T H I S S H E E T 05-09-2023 RACH E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 338 338 PRIVATE LOT PROPERTY LINE 5. 0 0 ' PR O P O S E D 5 F O O T P R I V A T E DR A I N A G E EA S E M E N T PRIVATE LOT PROPERTY LINE 5. 0 0 ' PR O P O S E D 5 F O O T P R I V A T E DR A I N A G E EA S E M E N T OUTLET PIPE TO DAYLIGHT OUTLET PIPE TO DAYLIGHT 4" PVC PERF. PIPE 4" PVC PERF. PIPE PRIVATE 6' SOLID WOOD FENCE. SEE LANDSCAPE PLANS FOR FENCE CONSTRUCTION DETAILS (SEE SHT. 38, DET. 4) CONCRETE SWALE BEHIND WALL PRIVATE 6' SOLID WOOD FENCE. SEE LANDSCAPE PLANS FOR FENCE CONSTRUCTION DETAILS (SEE SHT. 38, DET. 4) CONCRETE SWALE BEHIND WALL 4" PVC PIPE OUTLET TO DAYLIGHT, SEE SHEET 19. 4" PVC PIPE OUTLET TO DAYLIGHT, SEE SHEET 20. 105 110 115 120 125 105 110 115 120 125 0+90 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 TW: 119.33 TW: 118.66 TW: 115.33 TW: 117.32 TW: 118.66 ST A : 5 + 8 3 . 3 3 EL E V : 1 1 7 . 3 3 ST A : 3 + 9 2 . 0 0 EL E V : 1 1 0 . 8 5 ST A : 4 + 4 8 . 6 6 EL E V : 1 1 8 . 6 6 ST A : 3 + 1 9 . 3 3 EL E V : 1 1 9 . 3 3 ST A : 1 + 7 6 . 0 0 EL E V : 1 1 9 . 3 3 ST A : 1 + 0 0 . 0 0 EL E V : 1 1 8 . 6 6 ST A : 3 + 6 2 . 4 6 EL E V : 1 1 0 . 8 5 ST A : 1 + 0 0 . 0 0 EL E V : 1 1 3 . 8 2 ST A : 2 + 3 9 . 7 5 TR A S H R A C K ST A : 3 + 3 9 . 9 6 TR A S H R A C K ST A : 3 + 9 9 . 9 9 TR A S H R A C K ST A : 4 + 9 9 . 9 9 TR A S H R A C K 105 110 115 120 125 105 110 115 120 125 7+00 7+20 7+40 7+60 7+80 8+00 8+20 8+40 8+60 8+80 9+00 9+20 9+40 9+60 9+80 10+00 10+12 TW: 115.33TW: 115.33 TW: 114.00 ST A : 1 0 + 0 0 . 0 0 EL E V : 1 1 5 . 3 3 ST A : 9 + 9 9 . 9 7 EL E V : 1 1 3 . 0 0 ST A : 9 + 2 5 . 0 1 EL E V : 1 1 1 . 9 5 ST A : 7 + 8 0 . 7 5 EL E V : 1 1 5 . 3 3 ST A : 7 + 4 4 . 1 9 EL E V : 1 1 5 . 3 3 ST A : 7 + 7 5 . 9 7 TR A S H R A C K 111 112 113 114 1 1 5 1 1 6 11 7 118 119 11 9 115 11 6 117STA: 1+00.00 OFF: 0.00' R BEGIN WALL STA: 10+00.00 OFF: 0.00' R END WALL SD SD SD SD SD SD SD 290297307308321 298301314315 SD SD SD SD SD SD SDSD SD XXXXXXXXX X X X X X X X X X X X X 110 111 112 113 114 11 9 1 1 9 11 6 11 8 11 8 11 9 11 8 1 1 8 EG = 1 1 5 . 6 6 EG = 1 1 5 . 6 3 EG = 1 1 5 . 2 2 EG = 1 1 4 . 7 7 EG = 1 1 4 . 3 4 EG = 1 1 4 . 4 9 EG = 1 1 4 . 1 6 110 111 115 114 116 117 118 11 6 11 3 STA: 10+00.00 OFF: 0.00' L END WALL STA: 1+00.00 OFF: 0.00' L BEGIN WALL XXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXX X X XXXXXX 11 5 11 5 11511 4 11 6 110 111 112 113 11 5 1 1 5 11 4 1 1 4 1 1 5 XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX EG = 1 1 4 . 1 6 EG = 1 1 4 . 2 6 EG = 1 1 4 . 0 7 EG = 1 1 5 . 4 8 STA: 3+10.24 OFF: 0.00' 105 110 120 105 110 120 0+00 0+20 0+40 0+60 0+80 Re t a i n i n g W a l l 0 2 30 FILE NAME: 1493-0007-WALL.DWG N MA T C H L I N E ST A : 7 + 0 0 SE E T H I S S H E E T 02 02 Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 02 PROFILE (Looking South) Scale: 1"= 20' WALL 02 PLAN VIEW Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 02 PROFILE (Looking South) Scale: 1"= 20' WALL 02 PLAN VIEW EA R T H W O O D L A N E 7.00' PL 8% Slope ADJACENT EXISTING GRADE PROPOSED FINISHED GRADE TOP OF NORTH WALL 3 2 Scale: 1"= 10' CONCRETE DRAINAGE CHANNEL SECTIONA B 30 Scale: 1"= 2' CONCRETE DRAINAGE CHANNEL SECTIONB 3.00' 03 03 A30 0.67'0.67' F 37 F 37 F 37 F 37 TRACT BOUNDARY TRACT BOUNDARY FINISHED GRADE BACK OF WALL FINISHED GRADE FRONT OF WALL MA T C H L I N E ST A : 7 + 0 0 SE E T H I S S H E E T EXISTING GRADE FINISHED GRADE BACK OF WALL FINISHED GRADE FRONT OF WALL 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS F 37 FUTURE 6' HIGH IRON/METAL FENCE (SEE SHT. 38, DET. 1) PLANNING APPROVAL REQUIRED PRIOR TO CONSTRUCTION OF FENCE WHERE COMBINED HEIGHT OF FENCE AND RETAINING WALL EXCEEDS 8.0' MEASURED FROM THE TOP OF FOOTING TO TOP OF WALL 6' HIGH WOOD FENCE (SEE SHT. 38, DET. 4) 6' HIGH WOOD FENCE (SEE SHT. 38, DET. 4) EXISTING GRADE 13 . 0 0 ' PR I V A T E D R A I N A G E EA S E M E N T 13 . 0 0 ' EX I S T I N G P R I V A T E DR A I N A G E E A S E M E N T SEE LANDSCAPE PLANS FOR PRIVATE FENCE AND GATE DETAILS (TYP.) EXISTING OVERHEAD UTILITIES TO BE RELOCATED BY SEPARATE PLANS. 4" PVC PERF. PIPE 4" PVC OUTLET THRU WALL 4" PVC PERF. PIPE 7.00' 0.67' 0.67' PL TOP OF NORTH CHANNEL WALL TO MATCH ADJACENT EXISTING GRADE BUILDING PAD 3.00' CONCRETE CHANNEL FLOWLINE SEE PROFILE FOR TOP OF WALL ELEVATION SEE STRUCTURAL PLANS FOR CHANNEL SECTION (BY OTHERS). VA R I E S - 3 ' M i n . 6. 0 0 ' W O O D F E N C E (A T S I N G L E F A M I L Y H O M E S ) 42" HIGH IRON/METAL GUARD RAIL (SEE SEPARATE WALL STRUCTURAL PLANS) 6' HIGH IRON/METAL FENCE (SEE SHT. 38, DET. 1) AT MULTI-FAMILY LOT OR 6' HIGH WOOD FENCE (SEE SHT. 38, DET. 4) AT SINGLE FAMILY LOTS 4:1 M a x . WALL POURED-IN- PLACE/BLOCK DIVIDE Planning approval of FNCE-0194-2023 required prior to wall construction. CONSTRUCT TEMPORARY 'T' POST AND ORANGE CONSTRUCTION FENCE FOR FALL PROTECTION 5. 0 0 ' S E T B A C K 1 1 2 1 1 1 1 1 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 RE T A I N . W A L L S A N D F E N C I N G DE F E R R E D S U B M I T . S H T . 1 , 2 8 - 3 8 RM S 10 / 1 0 / 2 3 RE T A I N . W A L L H E I G H T S A N D TR A S H R A C K L O C A T I O N S S H T . 30 - 3 1 RM S 12 105 110 115 120 125 105 110 115 120 125 0+90 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 TW: 114.00 TW: 114.67 ST A : 1 + 0 0 . 0 0 EL E V : 1 1 5 . 3 3 ST A : 1 + 0 8 . 0 0 EL E V : 1 1 4 . 6 7 ST A : 6 + 4 0 . 0 0 EL E V : 1 1 4 . 6 7 ST A : 1 + 7 4 . 9 2 EL E V : 1 1 1 . 9 4 ST A : 1 + 0 0 . 0 0 EL E V : 1 1 3 . 0 0 TW: 113.34 TW: 114.00 ST A : 1 + 6 0 . 0 0 EL E V : 1 1 4 . 0 0 ST A : 3 + 0 0 . 0 0 EL E V : 1 1 4 . 0 0 105 110 115 120 125 105 110 115 120 125 7+00 7+20 7+40 7+60 7+80 8+00 8+20 8+40 8+60 8+80 9+00 9+20 9+40 9+60 9+80 10+00 10+12 ST A : 7 + 3 7 . 6 7 EL E V : 1 1 0 . 8 5 ST A : 7 + 0 8 . 0 0 EL E V : 1 1 0 . 8 5 ST A : 8 + 2 0 . 0 5 EL E V : 1 1 5 . 3 3 ST A : 1 0 + 0 0 . 0 5 EL E V : 1 1 5 . 3 3 ST A : 1 0 + 0 0 . 0 5 EL E V : 1 1 3 . 8 2 TW: 114.67 TW: 115.33 110 111 112 113 114 115 114 116 117 118 11 6 117 11 3 STA: 1+00.00 OFF: 0.00' L BEGIN WALL SD SD 290 297 307 298 301 SD SD SD SD X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 110 111 112 113 114 11 5 11 5 115 11 4 11 6 110 111 112 113 11 6 11 8 11 5 1 1 5 11 4 1 1 4 XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX EG = 1 1 4 . 7 7 EG = 1 1 4 . 3 4 EG = 1 1 4 . 4 9 EG = 1 1 4 . 1 6 EG = 1 1 4 . 2 6 EG = 1 1 4 . 0 7 EG = 1 1 5 . 4 8 1 1 5 1 1 6 11 7 118 11911 9 115 STA: 10+00.00 OFF: 0.00' R END WALL SD SD SD SD SD 308 321 322 314 315 SD SD SD SD SD XXXXXXXXXXX X 11 9 1 1 9 11 8 11 8 11 9 11 8 11 8 EG = 1 1 5 . 6 6 EG = 1 1 5 . 6 3 EG = 1 1 5 . 2 2 EG = 1 1 4 . 7 7 105 110 120 105 110 120 0+00 0+20 0+40 0+60 0+80 Re t a i n i n g W a l l 0 3 31 FILE NAME: 1493-0007-WALL.DWG N MA T C H L I N E ST A : 7 + 0 0 SE E T H I S S H E E T 03 03 Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 03 PROFILE (Looking North) Scale: 1"= 20' WALL 03 PLAN VIEW Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 03 PROFILE (Looking North) Scale: 1"= 20' WALL 03 PLAN VIEW 02 02 7.00' PL 8% Slope ADJACENT EXISTING GRADE PROPOSED FINISHED GRADE TOP OF NORTH WALL 3 2 Scale: 1"= 10' CONCRETE DRAINAGE CHANNEL SECTIONA B 37 Scale: 1"= 2' CONCRETE DRAINAGE CHANNEL SECTIONB 3.00' 0.67'0.67' A31 TRACT BOUNDARY TRACT BOUNDARY EXISTING GRADE FINISHED GRADE AND TOP OF WALL FINISHED GRADE FRONT OF WALL MA T C H L I N E ST A : 7 + 0 0 SE E T H I S S H E E T FINISHED GRADE AND TOP OF WALL FINISHED GRADE FRONT OF WALL EXISTING GRADE 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL E N G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 42" HIGH IRON/METAL GUARD RAIL (SEE SEPARATE WALL STRUCTURAL PLANS) 42" HIGH IRON/METAL GUARD RAIL (SEE SEPARATE WALL STRUCTURAL PLANS) 13 . 0 0 ' PR I V A T E D R A I N A G E EA S E M E N T 13 . 0 0 ' PR I V A T E D R A I N A G E EA S E M E N T SEE LANDSCAPE PLANS FOR PRIVATE FENCE AND GATE DETAILS (TYP.) 4" PVC PERF. PIPE 4" PVC PERF. PIPE4" PVC OUTLET THRU WALL 7.00' 0.67' 0.67' PL TOP OF NORTH CHANNEL WALL TO MATCH ADJACENT EXISTING GRADE BUILDING PAD 3.00' CONCRETE CHANNEL FLOWLINE SEE PROFILE FOR TOP OF WALL ELEVATION SEE STRUCTURAL PLANS FOR CHANNEL SECTION (BY OTHERS). VA R I E S - 3 ' M i n . 42" HIGH IRON/METAL GUARD RAIL (SEE SEPARATE WALL STRUCTURAL PLANS) 4:1 M a x . 6. 0 0 ' W O O D F E N C E (A T S I N G L E F A M I L Y H O M E S ) 6' HIGH IRON/METAL FENCE (SEE SHT. 38, DET. 1) AT MULTI-FAMILY LOT OR 6' HIGH WOOD FENCE (SEE SHT. 38, DET. 4) AT SINGLE FAMILY LOTS TRASH RACK (SEE WALL 2 PROFILE, SHEET 30 FOR LOCATIONS TYP.). TRASH RACK (SEE WALL 2 PROFILE, SHEET 30 FOR LOCATIONS TYP.). ERNIE BALL TRUST PLANS 1 1 2 1 1 2 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 RE T A I N . W A L L S A N D F E N C I N G DE F E R R E D S U B M I T . S H T . 1 , 2 8 - 3 8 RM S 10 / 1 0 / 2 3 RE T A I N . W A L L H E I G H T S A N D TR A S H R A C K L O C A T I O N S S H T . 30 - 3 1 RM S 12 105 110 115 120 125 105 110 115 120 125 0+90 1+00 1+20 1+40 1+48 34.33' 26.67'7.67' AN G L E PO I N T 14.00'10.00'6.33'4.00' TW: 115.33 BW: 114.00 BW: 112.67 BW: 114.00 1 + 0 0 1 + 0 0 2+00 11 0 10 9 STA: 1+00.00 OFF: 0.00' BEGIN WALL STA: 1+34.33 OFF: 0.00' END WALL STA: 1+07.33 OFF: 0.00' ANGLE POINT WALL STA: 1+00.00 OFF: 0.00' BEGIN WALL STA: 1+12.67 OFF: 0.00' ANGLE POINT WALL STA: 1+77.67 OFF: 0.00' ANGLE POINT WALL STA: 1+87.67 OFF: 0.00' ANGLE POINT WALL SD SD 206 207 212 112 11 0 11 0 110 109 1 1 1 110 11 1 1 1 5 1 1 5 1 1 5 STA: 2+05.00 OFF: 0.00' END WALL 105 110 115 120 125 105 110 115 120 125 0+90 1+00 1+20 1+40 1+60 1+80 2+00 2+18 AN G L E PO I N T AN G L E PO I N T AN G L E PO I N T 105.00' 65.00'12.67'10.00'17.33' 14.00'8.00'8.00'8.00'8.00'8.00'11.00'10.00'12.00' 5.33' 12.67' TW: 116.00 TW: 114.67 BW: 112.00 BW: 113.33 BW: 114.67 BW: 113.33 BW: 112.67 BW: 111.33 BW: 110.00 BW: 111.33 BW: 113.33 1+0 0 2 + 0 0 3+0 0 STA: 1+00.00 OFF: 0.00' BEGIN WALL STA: 1+10.00 OFF: 0.00' ANGLE POINT WALL STA: 2+40.00 OFF: 0.00' ANGLE POINT WALL STA: 3+76.00 OFF: 0.00' END WALL SD SD 218 220 219 1 1 0 110 110 111 111 11 1 11 1 110 110 1 1 1 110 106 107 108 109 111 112 113114 105 110 115 120 125 105 110 115 120 125 0+90 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 3+88 AN G L E PO I N T 10.00'130.00' AN G L E PO I N T 136.00' 276.00' 6.00'130.00'12.00'8.00'116.00'4' TW: 115.33 BW: 112.00 BW: 114.00 BW: 113.33 BW: 112.67BW: 112.67 STA: 2+82.54 OFF: 0.00' END WALL STA: 2+03.54 OFF: 0.00' ANGLE POINT WALL STA: 1+47.67 OFF: 0.00' ANGLE POINT WALL STA: 1+00.00 OFF: 0.00' BEGIN WALL 384 385 115 11 1 112 113 114 116 115 112113114 116 1 1 5 1 1 4 1 1 6 1 1 7 1 1 7 STA: 2+55.17 OFF: 0.00' ANGLE POINT WALL STA: 1+12.68 OFF: 0.00' ANGLE POINT WALL 105 110 115 120 125 105 110 115 120 125 0+90 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 2+92 47.67'55.88' 182.54' 51.32' 13.22' 27.68' 55.88'34.98' 10.68' 38.10'12.67' 6.67'72.33'92.87' AN G L E PO I N T AN G L E PO I N T AN G L E PO I N T 15.02'12.68' AN G L E PO I N T TW: 116.67 TW: 117.33 TW: 118.00 BW: 112.67 BW: 112.00 BW: 111.33 BW: 116.67 Re t a i n i n g W a l l s 0 4 - 0 7 32 FILE NAME: 1493-0007-WALL.DWG 20 40 (IN FEET) 10 GRAPHIC SCALE 1 IN = 20 FT 0 N 040 4 0 5 05 05 Scale Horz:: 1"= 20'; Vert: 1"= 5' WALLS 04-05 PROFILE (Looking Northeast) Scale: 1"= 20' WALLS 04-05 PLAN VIEW Scale: 1"= 20' WALL 06 PLAN VIEW Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 06 PROFILE (Looking North and West) 06 0 6 06 N 07 Scale Horz:: 1"= 20'; Vert: 1"= 5' WALLS 07 PROFILE (Looking Southwest) Scale: 1"= 20' WALL 07 PLAN VIEW 07 07 EXISTING GRADE FINISHED GRADE BACK OF WALL FINISHED GRADE FRONT OF WALL EXISTING GRADE FINISHED GRADE BACK OF WALL FINISHED GRADE FRONT OF WALL 05-09-2023 RACH E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 6' HIGH WOOD NEIGHBORHOOD FENCE (SEE SHT. 38, DET. 2) 6' HIGH WOOD NEIGHBORHOOD FENCE (SEE SHT. 38, DET. 2) 6' HIGH WOOD NEIGHBORHOOD FENCE (SEE SHT. 38, DET. 2) BOTTOM OF FOOTING 18" HDPE SD PIPE 0. 8 5 ' 4" PVC PERF. PIPE 4" PVC OUTLET THRU WALL 4" PVC PERF. PIPE 4" PVC OUTLET THRU WALL 4" PVC PERF. PIPE 4" PVC OUTLET THRU WALL 4" PVC OUTLET THRU WALL 4" PVC OUTLET THRU WALL 4" PVC PERF. PIPE 4" PVC OUTLET THRU WALL 4" PVC OUTLET THRU WALL WITH 12"x12" (25 lb ROCK WITH BACKING #2) SPLASH 4" PVC OUTLET THRU WALL WITH 12"x12" (25 lb ROCK WITH BACKING #2) SPLASH4" PVC OUTLET THRU WALL WITH 12"x12" (25 lb ROCK WITH BACKING #2) SPLASH 4" PVC OUTLET THRU WALL WITH 12"x12" (25 lb ROCK WITH BACKING #2) SPLASH 4" PVC OUTLET THRU WALL WITH 12"x12" (25 lb ROCK WITH BACKING #2) SPLASH 6' HIGH FENCE. WALL #7 FENCE SHALL BE CONSTRUCTED OF NON-COMBUSTIBLE MATERIALS OR OF IGNITION-RESISTANT MATERIALS FINISHED GRADE BACK OF WALL FINISHED GRADE BACK OF WALL FINISHED GRADE FRONT OF WALL EXISTING GRADE Planning approval of FNCE-0194-2023 required prior to wall construction.1 1 1 1 1 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 RE T A I N . W A L L S A N D F E N C I N G DE F E R R E D S U B M I T . S H T . 1 , 2 8 - 3 8 RM S 1/ 1 7 / 2 5 WA L L 0 5 L E N G T H 15 5 5 1+00 1+00 1 5 + 1 6 + 1 7 + STA: 16+01.31 OFF: 32.76' L= STA: 1+00.00 OFF: 0.00 Wall 10 END WALL STA: 15+54.39 OFF: 32.77' L= STA: 1+46.93 OFF: 0.00 Wall 10 BEGIN WALL STA: 15+87.55 OFF: 38.07' R= STA: 1+45.85 OFF: 0.00 Wall 11 END WALL STA: 15+42.09 OFF: 32.08' R= STA: 1+00.00 OFF: 0.00 Wall 11 BEGIN WALL SDSDSD SD 115113114116 117 118 11 5 11 3 11 4 11 4 11 6 11 7 11 8 11 9 11 5 11 3 11 4 11 6 11 7 T W = 1 1 8 . 5 5 105 110 115 120 125 130 105 110 115 120 125 130 0+90 1+00 1+20 1+40 1+56 45.85' 16.46'10.75'4.64'4.00' 3.00'4.00' 3.00' EL : 1 1 7 . 5 0 EL : 1 1 7 . 5 0 BW: 111.80 BW: 113.50 BW: 114.50 BW: 111.80 BW: 113.00 BW: 115.00 EL : 1 1 4 . 5 6 E L : 1 1 0 . 4 1 105 110 115 120 125 130 105 110 115 120 125 130 0+90 1+00 1+20 1+40 1+56 46.92' 16.45'5.32' 3.70'3.69' 17.76' 11.37'6.39' EL : 1 1 7 . 5 0 EL : 1 1 7 . 5 0 BW: 111.80 BW: 111.80 BW: 113.00 BW: 115.00 BW: 113.00 EL : 1 1 4 . 5 6 E L : 1 1 0 . 4 1 31 + 32 + STA: 32+18.59 OFF: 103.59' R= STA: 2+94.90 OFF: 0.00 Wall 8a END WALL STA: 30+61.29 OFF: 65.47' R= STA: 1+00.00 OFF: 0.00 Wall 8a BEGIN WALL STA: 31+93.12 OFF: 52.04' R= STA: 2+37.40 OFF: 0.00 Wall 8a ANGLE POINT WALL STA: 30+74.73 OFF: 52.04' R= STA: 1+19.00 OFF: 0.00 Wall 8a ANGLE POINT WALL STA: 30+76.63 OFF: 53.97' L= STA: 2+53.01 OFF: 0.00 Wall 9a ANGLE POINT WALL STA: 31+99.64 OFF: 53.97' L= STA: 1+30.00 OFF: 0.00 Wall 9a ANGLE POINT WALL STA: 32+11.12 OFF: 81.68' L= STA: 1+00.00 OFF: 0.00 Wall 9a BEGIN WALLSTA: 30+69.56 OFF: 61.04' L= STA: 2+63.01 OFF: 0.00 Wall 9a END WALL 1+ 0 0 2+00 1+ 0 0 2+00 SD 110 1 1 1 1 1 5 1 1 3 1 1 4 1 1 6 1 1 7 1 1 8 11 5 11 3 11 4 11 6 11 7 1 1 3 11 4 115 112 113 114 116 117 117 120 120 118 118 118 118 119 119 121 121 122 122 123 123 3: 1 5: 1 3 : 1 5 : 1 5 : 1 3 : 1 5: 1 3: 1 BW = 1 1 8 . 4 7 TW = 1 2 0 . 4 2 TW = 1 2 0 . 3 2 TW = 1 2 0 . 5 6 TW = 1 1 9 . 1 0 BW = 1 1 8 . 5 2 BW = 1 1 8 . 7 9 BW = 1 1 8 . 8 9 BW = 1 1 7 . 9 6 BW = 1 1 7 . 7 7 B W = 1 1 7 . 6 1 T W = 1 2 0 . 1 7 T W = 1 2 0 . 3 4 T W = 1 2 0 . 0 5 T W = 1 1 8 . 5 6 B W = 1 1 8 . 1 3 B W = 1 1 8 . 2 1 B W = 1 1 8 . 3 4 B W = 1 1 7 . 5 7 TW = 1 1 8 . 5 5 100 105 110 115 120 125 130 135 100 105 110 115 120 125 130 135 0+90 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+74 STATION 163.01' 123.01' 9.0'30.00' 30.00'10.00' 32.18'32.19'32.24' AN G L E PO I N T AN G L E PO I N T 3.0'3.0' 11.5'10.00' 14.00'24.00' EL : 1 1 7 . 3 4 EL : 1 1 5 . 6 0 EL : 1 2 0 . 6 4 EL : 1 1 7 . 8 4 BW: 108.50 BW: 108.50 BW: 108.50BW: 108.50 EL : 1 2 4 . 2 0 12.00'6.00'24.00'52.00'9.01' EL : 1 2 1 . 1 2 EL : 1 2 3 . 1 7 EL : 1 2 4 . 1 7 EL : 1 2 3 . 1 7 EL: 1 1 5 . 9 7 EL : 1 1 9 . 3 7 12.00' 100 105 110 115 120 125 130 135 100 105 110 115 120 125 130 135 0+90 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+08 AN G L E PO I N T 194.90' 118.40'19.00' AN G L E PO I N T 3.0' 32.11'32.18' 3.0' 32.44' 57.50' 32.18'60.00' 24.00'28.00' EL : 1 1 3 . 7 3 EL : 1 2 3 . 7 5 EL : 1 1 3 . 7 1 BW: 108.50 BW: 108.69 BW: 108.50BW: 108.69 EL : 1 2 2 . 0 5 24.00'29.33' 2.0' 16.68'11.59'29.23' EL : 1 1 6 . 7 5 EL : 1 1 7 . 7 1 EL : 1 2 1 . 7 1 EL : 1 2 2 . 0 2 EL : 1 2 3 . 7 3 EL : 1 2 4 . 1 3 EL : 1 1 5 . 9 7 28.70'8.37' Re t a i n i n g W a l l s 0 8 - 1 1 33 FILE NAME: 1493-0007-WALL.DWG 20 40 (IN FEET) 10 GRAPHIC SCALE 1 IN = 20 FT 0 11 10 N Scale: 1"= 20' WALLS 10-11 PLAN VIEW Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 10 PROFILE (Looking East) Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 11 PROFILE (Looking West) JESPERSEN R O A D 8a8a 8 a 9a9 a 9a N Scale: 1"= 20' WALLS 8a 8b-9a 9b PLAN VIEW Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 9a PROFILE (Looking South) Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 8a PROFILE (Looking North) VENTURE DRIVE (3) Contech Structural Steel Plate Arch Culverts (37'x7'x106'). Shop drawing per separate submittal. (1) Contech 17.75x2.83 Arch Culvert. Span over Wetland Area. Shop drawing per separate submittal. EXISTING GRADE FINISHED GRADE BACK OF WALL FINISHED GRADE AT CULVERTS EXISTING GRADE FINISHED GRADE BACK OF WALL FINISHED GRADE AT CULVERTS EXISTING GRADE EXISTING GRADE 05-09-2023 RAC H E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL E N G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS BLOCK RETAINING WALL PER CITY STD. DETAIL 5030 4 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 RE T A I N . W A L L S A N D F E N C I N G DE F E R R E D S U B M I T . S H T . 1 , 2 8 - 3 8 RM S 2/ 7 / 2 4 RE T A I N . W A L L H E I G H T S / F L S L O P E RM S 8/ 1 1 / 2 5 PR O F I L E R E V I S I O N T O W A L L 8 A AN D 9 A RM S 147 4 3.66' CABLE RAILING PER CALTRANS STD. DETAIL B11-47 (TYP.) 3.66' CABLE RAILING PER CALTRANS STD. DETAIL B11-47 (TYP.) RETAINING HEADWALL STRUCTURAL DESIGN BY OTHERS. SEE SEPERATE BRIDGE/CULVERT PLANS (TYP.) RETAINING HEADWALL STRUCTURAL DESIGN BY OTHERS. SEE SEPERATE BRIDGE/CULVERT PLANS (TYP.) RETAINING HEADWALL STRUCTURAL DESIGN BY OTHERS. SEE SEPERATE BRIDGE/CULVERT PLANS (TYP.) 3.66' CABLE RAILING PER CALTRANS STD. DETAIL B11-47 (TYP.) 3.66' CABLE RAILING PER CALTRANS STD. DETAIL B11-47 (TYP.) FINISHED GRADE BACK OF WALL FINISHED GRADE BACK OF WALL 9b 8b 3 1 max. DETAIL MODIFICATION OF SLOPE AT TOP OF WALL DETAIL FOR WALLS 8b AND 9b ONLY BLOCK RETAINING WALL PER CITY STD. DETAIL 5030 SEE PHASE 5 PUBLIC IMPROVEMENT PLANS FOR FUTURE UTILITY LOCATIONS SEE PHASE 5 PUBLIC IMPROVEMENT PLANS FOR FUTURE UTILITY LOCATIONS 7 7 1+ 0 0 2+ 0 0 3+ 0 0 11 1 11 2 1 1 3 113 114 115 113 114 STA: 7+12.60 OFF: 0.00' L ANGLE POINT WALL SD SD SD SD SD 18" HDPE SD N43° 40' 13"W 4.8 LF 18x18 ELBOW 234 239238 235 237 236 186 X X X X X X X X X X X 114 11 5 115 116 11 5 11 6 1 1 4 117 11 6 1 1 6 1 1 7 11 8 STA: 1+00.00 OFF: 0.00' XX XX XX XX XX XX XX XX XX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX STA: 1+00.00 OFF: 0.00' L STA: 1+00.00 OFF: 0.00' L STA: 3+05.31 OFF: 0.00' L 100 105 110 115 120 100 105 110 115 120 0+92 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+16 0.50% ST A : 1 + 0 0 . 0 1 EL E V : 1 1 1 . 3 3 ST A : 1 + 0 0 . 0 0 EL E V : 1 0 8 . 2 7 ST A : 7 + 1 2 . 6 2 EL E V : 1 1 2 . 1 7 ST A : 7 + 1 2 . 6 0 EL E V : 1 1 5 . 3 4 ST A : 2 + 8 0 . 0 0 EL E V : 1 1 2 . 0 0 ST A : 1 + 1 1 . 3 5 TR A S H R A C K ST A : 3 + 1 1 . 1 9 TR A S H R A C K ST A : 5 + 1 1 . 0 7 TR A S H R A C K ST A : 3 + 7 6 . 0 0 EL E V : 1 1 2 . 6 7 ST A : 4 + 5 2 . 0 0 EL E V : 1 1 3 . 3 3 ST A : 5 + 9 2 . 0 0 EL E V : 1 1 4 . 0 0 ST A : 6 + 6 4 . 0 0 EL E V : 1 1 4 . 6 7 ST A : 7 + 0 0 . 0 0 EL E V : 1 1 5 . 3 1 TW: 111.33 TW: 112.00 TW: 112.67 TW: 113.33 TW: 114.00 TW: 114.67 TW: 115.32 0.50% 1.71% 1.18%0.50% ST A : 5 + 0 0 . 0 2 EL E V : 1 1 1 . 1 0 ST A : 4 + 5 2 . 0 2 EL E V : 1 1 0 . 2 8 ST A : 2 + 0 8 . 0 2 EL E V : 1 0 9 . 0 5 ST A : 1 + 7 6 . 0 2 EL E V : 1 0 8 . 6 6 105 110 120 105 110 120 0+00 0+20 0+40 0+60 0+80 Re t a i n i n g W a l l 1 2 34 FILE NAME: 1493-0007-WALL.DWG 05-09-2023 RAC H E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 20 40 (IN FEET) 10 GRAPHIC SCALE 1 IN = 20 FT 0 N Scale: 1"= 20' WALLS 12 PLAN VIEW CE S S N A C O U R T Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 12 PROFILE (Looking West) 12 13 5. 0 0 ' 5.00' PL ADJACENT EXISTING GRADE PROPOSED FINISHED GRADE TOP OF NORTH AND WEST WALLS 12 13 Scale: 1"= 10' CONCRETE DRAINAGE CHANNEL SECTIONC E 34 F 37F 37F 37 TRACT BOUNDARY EXISTING GRADE EXISTING GRADE CHANNEL FLOWLINE 42" HIGH IRON/METAL GUARD RAIL (SEE SEPARATE WALL STRUCTURAL PLANS) 13 . 0 0 ' EX I S T I N G P R I V A T E DR A I N A G E E A S E M E N T SEE LANDSCAPE PLANS FOR PRIVATE FENCE AND GATE DETAILS (TYP.) 4" PVC PERF. PIPE 4" PVC OUTLET THRU WALL INTO CHANNEL 5.00' Scale: 1"= 5' CONCRETE DRAINAGE CHANNEL CROSS SECTIONE 0.67' 0.67' PL 0.83' CONCRETE CHANNEL FLOWLINE SEE PROFILE FOR TOP OF WALL ELEVATION 42" HIGH IRON/METAL GUARD RAIL (SEE SEPARATE WALL STRUCTURAL PLANS) SEE STRUCTURAL PLANS FOR CHANNEL SECTION (BY OTHERS). BUILDING PAD TOP OF NORTH AND WEST WALLS SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION. WHEN SLOPE FROM E.G. AT PROPERTY LINE TO BACK OF WALL EXCEEDS 4:1, CONTRACTOR TO POUR 4" THICK CONCRETE SLAB ON SLOPE. 4:1 Ma x . 6. 0 0 ' W O O D F E N C E (A T S I N G L E F A M I L Y H O M E S ) 6' HIGH IRON/METAL FENCE (SEE SHT. 38, DET. 1) AT MULTI-FAMILY LOT OR 6' HIGH WOOD FENCE (SEE SHT. 38, DET. 4) AT SINGLE FAMILY LOTS 1 4 1 C34 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 RE T A I N . W A L L S A N D F E N C I N G DE F E R R E D S U B M I T . S H T . 1 , 2 8 - 3 8 RM S 2/ 7 / 2 4 RE T A I N . W A L L H E I G H T S / F L S L O P E RM S 14 1+ 0 0 2+ 0 0 3+ 0 0 11 1 11 2 1 1 3 113114 115 113 114 SDSD SD SD SD 18" HDPE SD N43° 40' 13"W 4.8 LF 18x18 ELBOW 234 239 238 235 237 236 186 X X X X X X X X X X X X 114 11 5 115 116 11 5 1 1 6 117 11 6 1 1 6 1 1 7 11 8 11 6 STA: 7+05.51 OFF: 0.00' XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX STA: 1+00.00 OFF: 0.00' R STA: 3+05.31 OFF: 0.00' L STATION 105 110 115 120 125 105 110 115 120 125 0+92 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+16 -0.50% ST A : 1 + 0 0 . 0 0 EL E V : 1 1 7 . 3 3 ST A : 1 + 0 0 . 0 0 EL E V : 1 1 2 . 1 3 EL E V : 1 1 5 . 3 3 ST A : 7 + 0 5 . 5 1 EL E V : 1 0 8 . 2 7 ST A : 5 + 3 0 . 5 0 EL E V : 1 1 6 . 0 0 ST A : 5 + 1 4 . 5 0 EL E V : 1 1 7 . 3 3 ST A : 5 + 2 2 . 5 0 EL E V : 1 1 6 . 6 7 TW: 117.33 TW: 116.67 TW: 116.00 ST A : 6 + 9 6 . 2 9 TR A S H R A C K ST A : 4 + 9 6 . 4 5 TR A S H R A C K ST A : 2 + 9 6 . 5 7 TR A S H R A C K TW: 44.68 ST A : 6 + 3 1 . 6 4 EL E V : 1 0 8 . 6 5 ST A : 5 + 9 9 . 6 4 EL E V : 1 0 9 . 0 3 ST A : 3 + 0 7 . 6 4 EL E V : 1 1 1 . 0 8 ST A : 3 + 5 5 . 6 4 EL E V : 1 1 0 . 2 6 -1.71% -0.50% -1.18%-0.50% 105 110 120 105 110 120 0+00 0+20 0+40 0+60 0+80 Re t a i n i n g W a l l 1 3 35 FILE NAME: 1493-0007-WALL.DWG 05-09-2023 RAC H E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 20 40 (IN FEET) 10 GRAPHIC SCALE 1 IN = 20 FT 0 N Scale: 1"= 20' WALLS 13 PLAN VIEW CE S S N A C O U R T Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 13 PROFILE (Looking East) 1213 5. 0 0 ' 5.00' 1.50' 5.00' 1.00' PL ADJACENT EXISTING GRADE PROPOSED FINISHED GRADE TOP OF NORTH AND WEST WALLS 12 13 Scale: 1"= 10' CONCRETE DRAINAGE CHANNEL SECTIONC E 35 TRACT BOUNDARY EXISTING GRADE FINISHED GRADE AND TOP OF WALL CHANNEL FLOWLINE 6' HIGH WOOD FENCE (SEE SHT.38, DET. 4) 13 . 0 0 ' EX I S T I N G P R I V A T E DR A I N A G E E A S E M E N T SEE LANDSCAPE PLANS FOR PRIVATE FENCE AND GATE DETAILS (TYP.) 4" PVC PERF. PIPE 4" PVC OUTLET THRU WALL INTO CHANNEL 5.00' Scale: 1"= 5' CONCRETE DRAINAGE CHANNEL CROSS SECTIONE 0.67' 0.67' PL TOP OF NORTH AND WEST WALLS 0.83' CONCRETE CHANNEL FLOWLINE SEE PROFILE FOR TOP OF WALL ELEVATION SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION. WHEN SLOPE FROM E.G. AT PROPERTY LINE TO BACK OF WALL EXCEEDS 4:1, CONTRACTOR TO POUR 4" THICK CONCRETE SLAB ON SLOPE. 42" HIGH IRON/METAL GUARD RAIL (SEE SEPARATE WALL STRUCTURAL PLANS) SEE STRUCTURAL PLANS FOR CHANNEL SECTION (BY OTHERS). BUILDING PAD 4:1 Ma x . 6. 0 0 ' W O O D F E N C E (A T S I N G L E F A M I L Y H O M E S ) 6' HIGH IRON/METAL FENCE (SEE SHT. 38, DET. 1) AT MULTI-FAMILY LOT OR 6' HIGH WOOD FENCE (SEE SHT. 38, DET. 4) AT SINGLE FAMILY LOTS Planning approval of FNCE-0194-2023 required prior to wall construction. FUTURE 6' HIGH IRON/METAL FENCE (SEE SHT. 38, DET. 1) PLANNING APPROVAL REQUIRED PRIOR TO CONSTRUCTION OF FENCE WHERE COMBINED HEIGHT OF FENCE AND RETAINING WALL EXCEEDS 8.0' MEASURED FROM THE TOP OF FOOTING TO TOP OF WALL CONSTRUCT TEMPORARY 'T' POST AND ORANGE CONSTRUCTION FENCE FOR FALL PROTECTION 5. 0 0 ' S E T B A C K 1 1 1 14 1 1 C 38 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 RE T A I N . W A L L S A N D F E N C I N G DE F E R R E D S U B M I T . S H T . 1 , 2 8 - 3 8 RM S 2/ 7 / 2 4 RE T A I N . W A L L H E I G H T S / F L S L O P E RM S 14 11 6 1 1 7 X X X X X X X X X X X X X XXXXXXXXXX X X X 11 5 1 1 5 11 6 115 116 114 11 5 1 1 1 1 1 2 1 1 3 1 1 4 11 6 1 1 7 1 1 8 115 111 112 113 114 116 XXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX XX XX XX XX XX STA: 1+00.00 OFF: 0.00' L STA: 1+00.00 OFF: 0.00' L STA: 3+10.24 OFF: 0.00' 105 110 115 120 125 105 110 115 120 125 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 0.50% ST A : 1 + 0 0 . 0 0 EL E V : 1 1 5 . 8 3 ST A : 1 + 9 8 . 5 0 EL E V : 1 1 4 . 6 7 ST A : 2 + 6 9 . 5 2 EL E V : 1 1 4 . 6 7 ST A : 3 + 1 0 . 2 4 EL E V : 1 1 4 . 0 0 ST A : 3 + 1 0 . 2 6 EL E V : 1 1 3 . 2 1 ST A : 1 + 0 0 . 0 0 EL E V : 1 1 2 . 1 4 ST A : 1 + 0 6 . 5 0 TR A S H R A C K TW: 114.14 TW: 114.67 105 110 120 105 110 120 0+00 0+20 0+40 0+60 0+80 Re t a i n i n g W a l l 1 4 36 FILE NAME: 1493-0007-WALL.DWG 05-09-2023 RACH E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 20 40 (IN FEET) 10 GRAPHIC SCALE 1 IN = 20 FT 0 N Scale: 1"= 20' WALLS 14 PLAN VIEW EA R T H W O O D D R I V E Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 14 PROFILE (Looking North) 14 15 5. 0 0 ' 1.50' 5.00' 1.00' PL ADJACENT EXISTING GRADE PROPOSED FINISHED GRADE TOP OF NORTH AND WEST WALLS 14 15 Scale: 1"= 10' CONCRETE DRAINAGE CHANNEL SECTIOND E 36 F 37 TRACT BOUNDARY TR A C T B O U N D A R Y TOP OF WALL (MATCH EXISTING STORM SPILLWAY AT NORTH) EXISTING GRADE AND TOP OF WALL CHANNEL FLOWLINE MATCH EXISTING STORM SPILLWAY AT NORTH 42" HIGH IRON/METAL GUARD RAIL (SEE SEPARATE WALL STRUCTURAL PLANS) 13 . 0 0 ' EX I S T I N G P R I V A T E DR A I N A G E E A S E M E N T SEE LANDSCAPE PLANS FOR PRIVATE FENCE AND GATE DETAILS (TYP.) EXISTING OVERHEAD UTILITIES TO BE RELOCATED BY SEPARATE PLANS. 4" PVC PERF. PIPE 4" PVC OUTLET THRU WALL INTO CHANNEL 5.00' Scale: 1"= 5' CONCRETE DRAINAGE CHANNEL CROSS SECTIONE 0.67' 0.67' PL 0.83' CONCRETE CHANNEL FLOWLINE SEE PROFILE FOR TOP OF WALL ELEVATION 42" HIGH IRON/METAL GUARD RAIL (SEE SEPARATE WALL STRUCTURAL PLANS) SEE STRUCTURAL PLANS FOR CHANNEL SECTION (BY OTHERS). BUILDING PAD TOP OF NORTH AND WEST WALLS SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION. WHEN SLOPE FROM E.G. AT PROPERTY LINE TO BACK OF WALL EXCEEDS 4:1, CONTRACTOR TO POUR 4" THICK CONCRETE SLAB ON SLOPE. 4:1 M a x . 6. 0 0 ' W O O D F E N C E (A T S I N G L E F A M I L Y H O M E S ) 6' HIGH IRON/METAL FENCE (SEE SHT. 38, DET. 1) AT MULTI-FAMILY LOT Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 RE T A I N . W A L L S A N D F E N C I N G DE F E R R E D S U B M I T . S H T . 1 , 2 8 - 3 8 RM S 1 1 1 1 D36 11 6 1 1 7 XXXXXXXXXXXXXX XXXXXXXXX X X X 11 5 1 1 5 11 6 115 116114 11 5 1 1 1 1 1 2 1 1 3 1 1 4 11 6 1 1 7 1 1 8 115 111 112 113 114 116 XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX XX STA: 1+00.00 OFF: 0.00' R STA: 3+05.31 OFF: 0.00' L 105 110 115 120 125 105 110 115 120 125 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 -0.50% ST A : 1 + 0 0 . 0 0 EL E V : 1 1 7 . 3 3 ST A : 3 + 0 5 . 3 1 EL E V : 1 1 7 . 3 3 ST A : 1 + 0 0 . 0 0 EL E V : 1 1 3 . 2 1 ST A : 3 + 0 5 . 2 8 EL E V : 1 1 2 . 1 8 TW: 117.33 ST A : 2 + 9 8 . 2 6 TR A S H R A C K 105 110 120 105 110 120 0+00 0+20 0+40 0+60 0+80 Re t a i n i n g W a l l 1 5 37 FILE NAME: 1493-0007-WALL.DWG 05-09-2023 RACH E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL E N G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 20 40 (IN FEET) 10 GRAPHIC SCALE 1 IN = 20 FT 0 N Scale: 1"= 20' WALLS 15 PLAN VIEW EA R T H W O O D D R I V E Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 15 PROFILE (Looking South) 1415 5. 0 0 ' 1.50' 5.00' 1.00' PL ADJACENT EXISTING GRADE PROPOSED FINISHED GRADE TOP OF NORTH AND WEST WALLS 14 15 Scale: 1"= 10' CONCRETE DRAINAGE CHANNEL SECTIOND E 37 5.00' Scale: 1"= 5' CONCRETE DRAINAGE CHANNEL CROSS SECTIONE 0.67' 0.67' PL 0.83' CONCRETE CHANNEL FLOWLINE SEE PROFILE FOR TOP OF WALL ELEVATION Scale: 1"= 5' STEEL TRASH RACK DETAILF PL 1 2 4 5 3 6 6 XDETAIL NOTES: 1.1"x1" STEEL ANGLE BAR. 2.3/8" STEEL EXPANSION BOLT(2) PER SIDE. ATTACH 1"x1" TO CONCRETE CHANNEL WALL. 3.#6 (3/4") SMOOTH REBAR (2). WELD BARS TO 1"x1" STEEL GRATE EDGE. 4.3/8" STAINLESS STEEL BOLTS, LOCK WASHERS AND NUTS (2 EACH SIDE). ATTACH GRATE TO LEDGER. 5.#4 (1/2") SMOOTH REBAR (5" O.C.). WELD BARS TO #6 (3/4") HORIZONTAL GRATE SMOOTH REBAR. 6.CONCRETE CHANNEL FLOWLINE. 2. 0 0 ' 4.00' 3 2 4 3 5 CHANNEL SECTION AND TRASH RACK ELEVATION TRASH RACK SECTION FLOW TRACT BOUNDARY TR A C T B O U N D A R Y SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION. SEE STRUCTURAL PLANS FOR WALL SECTION (BY OTHERS). MATCH EXISTING STORM SPILLWAY AT NORTH FINISHED GRADE AND TOP OF WALL CHANNEL FLOWLINE 42" HIGH IRON/METAL GUARD RAIL (SEE SEPARATE WALL STRUCTURAL PLANS) 13 . 0 0 ' EX I S T I N G P R I V A T E DR A I N A G E E A S E M E N T SEE LANDSCAPE PLANS FOR PRIVATE FENCE AND GATE DETAILS (TYP.) EXISTING OVERHEAD UTILITIES TO BE RELOCATED BY SEPARATE PLANS. 4" PVC PERF. PIPE 4" PVC OUTLET THRU WALL INTO CHANNEL SEE STRUCTURAL PLANS FOR CHANNEL SECTION (BY OTHERS). BUILDING PAD TOP OF NORTH AND WEST WALLS SEE EROSION CONTROL PLAN FOR SURFACING PROTECTION. WHEN SLOPE FROM E.G. AT PROPERTY LINE TO BACK OF WALL EXCEEDS 4:1, CONTRACTOR TO POUR 4" THICK CONCRETE SLAB ON SLOPE. 4:1 M a x . 6. 0 0 ' W O O D F E N C E (A T S I N G L E F A M I L Y H O M E S ) 6' HIGH IRON/METAL FENCE (SEE SHT. 38, DET. 1) AT MULTI-FAMILY LOT 1 1 1 Planning approval of FNCE-0194-2023 required prior to wall construction.1 FUTURE 6' HIGH IRON/METAL FENCE (SEE SHT. 38, DET. 1) PLANNING APPROVAL REQUIRED PRIOR TO CONSTRUCTION OF FENCE WHERE COMBINED HEIGHT OF FENCE AND RETAINING WALL EXCEEDS 8.0' MEASURED FROM THE TOP OF FOOTING TO TOP OF WALL CONSTRUCT TEMPORARY 'T' POST AND ORANGE CONSTRUCTION FENCE FOR FALL PROTECTION 5. 0 0 ' S E T B A C K 1 1 D 37 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 RE T A I N . W A L L S A N D F E N C I N G DE F E R R E D S U B M I T . S H T . 1 , 2 8 - 3 8 RM S 1 21+ X V V X V X V X V X V X V X V X V X V X X X X X X X X X STA: 1+00.00 OFF: 0.00' BEGIN WALL STA: 3+76.23 OFF: 0.00' END WALL 1 2 0 1 2 1 1 2 1 1 2 2 1 2 2 115 11 5 115 115 11 5 STA: 2+63.61 OFF: 0.00' ANGLE POINT 119 SD SD SD SD SD SD SD 110 115 120 125 130 135 110 115 120 125 130 135 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 3+92 AN G L E PO I N T 112.62' 276.23' 276.23' 52.00'52.39' 163.61' 15.61'28.00'28.00'32.00'60.00'8.00' TW: 122.67 TW: 122.00 TW: 121.33 TW: 121.33 TW: 120.00 TW: 119.33 TW: 118.67 TW: 118.00 BW: 116.33 TW: 118.00 TW: 119.33 8'-0" O.C. MAX 6' - 0 " 2' - 6 " 3" 3' - 0 " 1" SQUARE x 0.083" GALVANIZED STEEL PICKET EVENLY SPACED WITH 312" MAX CLEAR BETWEEN PICKETS FOOTING DIAMETER EQUAL TO PIPE SIZE +12" MIN. RET WALL, WHERE OCCURS ON PLAN. SET WITH POR-ROK GROUT. TUBULAR STEEL, 212" x 212" x 14" SQUARE GALVANIZED STEEL POST FLAT POST CAP (TYP.) 13 4" SQUARE x 0.083" GALVANIZED STEEL RAIL (TYP.) NOTES: 1.ALL WELDS TO BE GROUND SMOOTH 2.ALL STEEL TO BE HOT-DIP GALVANIZED AFTER FABRICATION 3.AREAS WHERE GALVANIZING IS REMOVED DURING CONSTRUCTION SHALL BE TREATED WITH GALVANIC PAINT BLENDED INTO APPEARANCE 4.ALL PARTS TO BE WELDED TOGETHER WITH 3 16" FILLET WELDS ALL AROUND, UNLESS OTHERWISE NOTED (TYP.) 8'-0" O.C. 2" C L R . T Y P . 1x6 CEDAR PLANKS POSTMASTER STEEL POSTS WITH 1x4 PLANT ON TRIM 2x4 TOP RAIL 2x4 BOTTOM RAIL 10" DIA X 24" DEEP CONC FOOTING WITH 4" D. GRAVEL BASE RET WALL, WHERE OCCURS ON PLAN. SET WITH POR-ROK GROUT. 24 " 10" NOTES: 1.ALL CONNECTING HARDWARE, SUCH AS, BUT NOT LIMITED TO NAILS AND SCREWS SHALL BE GALVANIZED. 2.ALL FRAMING & TRIM WOOD SHALL BE REDWOOD OR CEDAR, UNLESS NOTED OTHERWISE. 3.SEE POST MANUFACTURER'S DETAILS FOR ADDITIONAL INSTRUCTIONS. 4.TRIM ALL CORNER AND END POSTS WITH 1x6's. 4" DEEP, 1-1/2" FLOAT ROCK, TYP. @ EA. FOOTING 6' O V E R A L L H E I G H T AS N O T E D O N P L A N 2x6 TOP CAP 4" 2x4 MID RAIL 2. 0 1 ' C L R . TY P . 1x6 CEDAR PLANKS 2x4 MID RAIL 2x4 BOTTOM RAIL 10" DIA X 24" DEEP CONC FOOTING WITH 4" D. GRAVEL BASE NOTES: 1.ALL CONNECTING HARDWARE, SUCH AS, BUT NOT LIMITED TO NAILS AND SCREWS SHALL BE GALVANIZED. 2.ALL FRAMING & TRIM WOOD SHALL BE REDWOOD OR CEDAR, UNLESS NOTED OTHERWISE. 3.SEE POST MANUFACTURER'S DETAILS FOR ADDITIONAL INSTRUCTIONS. 4.TRIM ALL CORNER AND END POSTS WITH 1x6's. 4" DEEP, 1-1/2" FLOAT ROCK, TYP. @ EA. FOOTING 6' O V E R A L L H E I G H T AS N O T E D O N P L A N 12 " 36 " 24 " REDWOOD LATTICE WITH 11 2" PERIMETER TRIM 11 2" TRIM POSTMASTER STEEL POSTS WITH 1x4 PLANT ON TRIM 8'-0" O.C. 2x6 TOP CAP 24 " 10"4" Re t a i n i n g W a l l 1 6 38 FILE NAME: 1493-0007-WALL.DWG 20 40 (IN FEET) 10 GRAPHIC SCALE 1 IN = 20 FT 0 N Scale: 1"= 20' WALLS 16 PLAN VIEW JE S P E R S E N R O A D Scale Horz:: 1"= 20'; Vert: 1"= 5' WALL 16 PROFILE (Looking SouthEast) 16 16 TR A C T B O U N D A R Y EXISTING GRADE FINISHED GRADE BACK OF WALL FINISHED GRADE FRONT OF WALL 05-09-2023 RAC H E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTER E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS 6' HIGH IRON/METAL FENCE (SEE SHT. 38, DET. 1) 4" PVC PERF. PIPE 4" PVC OUTLET THRU WALL 4" PVC OUTLET THRU WALL WITH 12"x12" (25 lb ROCK WITH BACKING #2) SPLASH Scale: 1/4"= 1'-0" 6' IRON/STEEL FENCE1 Scale: 1/4"= 1'-0" 6' WOOD NEIGHBORHOOD FENCE (SOLID)4Scale: 1/4"= 1'-0" CONCRETE DRAINAGE SWALE3 3.00' 1.50' 1. 5 0 ' ADJACENT RETAINING WALL 4" THICK PCC CONCRETE DRAINAGE SWALE #3 REBARS AT24" O.C. (3) #3 REBARS (CONTINUOUS) Max.1 2 1 1 Scale: 1/4"= 1'-0" 6' WOOD NEIGHBORHOOD FENCE (LATTICE)2 Provide Rock Slope Protection (25 lb rock with backing #2) at overside swale connection. LENGTH:12' WIDTH:10' DEPTH:12' Provide Rock Slope Protection (25 lb rock with backing #2) at overside swale connection. LENGTH:12' WIDTH:10' DEPTH:12' Planning approval of FNCE-0194-2023 required prior to wall construction.1 3 3 8 3 38 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 9/ 1 / 2 3 RE T A I N . W A L L S A N D F E N C I N G DE F E R R E D S U B M I T . S H T . 1 , 2 8 - 3 8 RM S 7/ 1 4 / 2 5 OF F - S I T E O V E R F L O W P A T H T O TA N K F A R M C R E E K , W E L L S I T E GR A D I N G , S D 0 1 & O M I T W A L L 1 6 RM S 10 / 2 1 / 2 5 WA L L 1 D R A I N A G E C H A N N E L DR A I N P I P E A N D B A F F L E S RM S 168 OMIT OMIT 8 Approved 01/23/2026 Engineering Development Review Revision #8 0+ 1+ 2+3+4+5+ 6 + 7+8+ 1+ 2+ XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX STA:5+09.32 OFF:0.01 L 42 CMP Flared End Section #306 FL(IN)=99.23(E) SD SD 1 0 5 1 1 0 1 1 5 1 0 3 1 0 4 1 0 6 1 0 7 1 0 8 1 0 9 1 1 1 1 1 2 1 1 3 114 1 1 6 117 118 105 1 0 1 10 2 1 0 3 1 0 4 1 0 6 10 7 100 98 99 101 102 103 10099 101 102 103 102 105104 106 107 108 1 0 8 1 0 9 SD STA:6+99.37 OFF:0.00 L 60x60 CB #12 RIM=105.77 FL(IN)=100.02(E) FL(OUT)=99.88(W) 42" HDPE SD N87° 27' 49"E 1 8 7 . 6 L F 42" HDPE SD N89° 44' 38"E 293.0 LF SD SD 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+20 7+40 7+60 7+80 8+00 8+20 42" HDPE SD 0.35% FL(IN)=99.23(E) ST A : 5 + 0 9 . 3 2 O F F : 0 . 0 1 ' L 42 C M P F l a r e d E n d S e c t i o n # 3 0 6 0.62% ST A : 6 + 9 9 . 3 7 O F F : 0 . 0 0 ' L 60 x 6 0 C B # 1 2 RI M = 1 0 5 . 7 7 FL(IN)=100.02(E) FL(OUT)=99.88(W) 05-09-2023 St o r m D r a i n 0 1 39 FILE NAME: 1493-0007-STRM-UTIL.DWG RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R N Private Storm Drain 01 MA T C H L I N E ST A 8 + 0 0 SE E S H E E T 40 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE TAN K F A R M C R E E K BUCKLEY ROAD REFERENCE NOTES: DESCRIPTION 180 PROFILES 181 EXISTING GRADE PROFILE AT CENTERLINE OF PIPE 182 FINISHED GRADE PROFILE AT CENTERLINE OF PIPE 3 STORM DRAIN FACILITIES 300 GENERAL FACILITIES 301 CMP FLARED END SECTION WITH ROCK SLOPE PROTECTION. 302 USE 2 SACK SLURRY BACKFILL OVER SHALLOW UTILITY, IF LESS THAN 3' MIN. COVER PER SLOCo STD DET U-4b. 310 CATCH BASINS 311 STORM DRAIN INLET PER CITY OF SLO STD. ENG. DWG. 3350 TYP. 312 18"x18" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 313 48"x48" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 314 DRAINAGE RISER PER COUNTY OF SLO STD. ENG. D-2a TYP. 330 MANHOLES AND STRUCTURES 331 STORM DRAIN MANHOLE FOR SD PIPE LARGER THAN 36" DIA PER SLO STD. DWG. 3510 TYP. 181 182 301 30 1 31 4 314 TRACT BOUNDARY CONSTRUCT ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 75 lb, Backing #1, Method B Placement LENGTH:25' WIDTH:25' DEPTH:18" FUTURE PHASES 4-6 ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 75 lb, Backing #1, Method B Placement LENGTH:25' WIDTH:25' DEPTH:18" LIMIT OF EXISTING 100 YEAR FLOOD PLAIN ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Private Storm Drain 01 Plan View Private Storm Drain 01 Profile View 8+9+10 + 11 + 12 + 13 + 14 + 15 + 435 XXXXXXXXXXX X X X X X X X X X X X X X X X X X X X X X XXX X XX STA:9+97.34 OFF:0.00 60" SD MH #808 RIM=108.89 FL(IN)=101.08(E) FL(OUT)=100.97(W) STA:13+97.34 OFF:0.00 60" SD MH #809 RIM=114.27 FL(IN)=102.48(E) FL(OUT)=102.38(W) SD SD SD SD SD SD SD 11 0 10 7 1 0 8 1 0 9 111 1 1 0 115 120 10 9 11 1 1 1 2 1 1 3 114 116 117 118 119 121 122 1 1 2 114 110108109 111 112 113 1 1 0 1 0 9 111 112 113 SD SD SD SD SD SD 1 1 0 11 1 112 42" HDPE SD N88° 05' 52"E 395.0 L F 42" HDPE SD N89° 44' 38"E 293.0 LF 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 7+80 8+00 8+20 8+40 8+60 8+80 9+00 9+20 9+40 9+60 9+80 10+00 10+20 10+40 10+60 10+80 11+00 11+20 11+40 11+60 11+80 12+00 12+20 12+40 12+60 12+80 13+00 13+20 13+40 13+60 13+80 14+00 14+20 14+40 14+60 14+80 15+00 15+20 FL(IN)=101.08(E) FL(OUT)=100.97(W) ST A : 9 + 9 7 . 3 4 O F F : 0 . 0 0 ' 60 " S D M H # 8 0 8 RI M = 1 0 8 . 8 9 42" HDPE SD 0.33% FL(IN)=102.48(E) FL(OUT)=102.38(W) ST A : 1 3 + 9 7 . 3 4 O F F : 0 . 0 0 ' 60 " S D M H # 8 0 9 RI M = 1 1 4 . 2 7 42" HDPE SD 0.33% St o r m D r a i n 0 1 40 FILE NAME: 1493-0007-STRM-UTIL.DWG N Private Storm Drain 01 MA T C H L I N E ST A 8 + 0 0 SE E S H E E T 39 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE BUCKLEY ROAD MA T C H L I N E ST A 1 5 + 0 0 SE E S H E E T 41 REFERENCE NOTES: DESCRIPTION 180 PROFILES 181 EXISTING GRADE PROFILE AT CENTERLINE OF PIPE 182 FINISHED GRADE PROFILE AT CENTERLINE OF PIPE 3 STORM DRAIN FACILITIES 300 GENERAL FACILITIES 301 CMP FLARED END SECTION WITH ROCK SLOPE PROTECTION. 302 USE 2 SACK SLURRY BACKFILL OVER SHALLOW UTILITY, IF LESS THAN 3' MIN. COVER PER SLOCo STD DET U-4b. 310 CATCH BASINS 311 STORM DRAIN INLET PER CITY OF SLO STD. ENG. DWG. 3350 TYP. 312 18"x18" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 313 48"x48" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 314 DRAINAGE RISER PER COUNTY OF SLO STD. ENG. D-2a TYP. 330 MANHOLES AND STRUCTURES 331 STORM DRAIN MANHOLE FOR SD PIPE LARGER THAN 36" DIA PER SLO STD. DWG. 3510 TYP. 181 331 331 33 1 33 1 TRACT BOUNDARY 2 0 . 0 0 ' S T O R M D R A I N EA S E M E N T 182 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Private Storm Drain 01 Plan View Private Storm Drain 01 Profile View 15 + 16 + 17 + 18 + 19+ 19+ PC: 2+00.44' P T : 3 + 7 8 . 8 1 ' X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 1+ 2+ 3+ SS SS STA:18+54.08 OFF:48.24 L SLOCo D-2a Riser #525 RIM=113.00 FL(OUT)=106.57(SW) STA:2+16.71 OFF:20.69 L SLO 72 DI #596 RIM=115.17 FL(IN)=105.91(E) FL(OUT)=105.81(W) STA:2+19.09 OFF:20.58 R SLO 72 DI #618 RIM=115.19 FL(IN)=106.33(NE) FL(IN)=106.33(SE) FL(OUT)=106.23(W) STA:2+17.23 OFF:13.03 L 48" SD MH #778 RIM=114.90 FL(IN)=106.17(N) FL(IN)=106.07(E) FL(OUT)=105.97(W) SD SD SD SD SD SD S D STA:19+12.48 OFF:0.02 R SLOCo D-2a Riser #526 RIM=112.50 FL(OUT)=106.71(NW) 1 1 2 1 1 3 11 0 10 911 111 211 311 4 1 1 1 112 113 114 115 120 114 116 117 118 119 121 115 11 6 117 118 119 1 1 6 1 1 5 115 114 116 117 112 113 114 113 SD 42" HDPE SD S 8 9 ° 3 7 ' 3 0 " E 3 8 7 . 8 L F 30" HDPE S D 30" HDPE SD N64° 33' 52"E 47.0 LF 36" HDPE SD 24" HDPE SD N47° 14' 00"W 73.1 LF 100 105 110 115 120 100 105 110 115 120 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 14+80 15+00 15+20 15+40 15+60 15+80 16+00 16+20 16+40 16+60 16+80 17+00 17+20 17+40 17+60 17+80 18+00 18+20 18+40 18+60 18+80 19+00 19+20 19+40 19+60 19+80 20+00 20+20 20+40 20+60 20+80 21+00 21+20 21+40 21+60 21+80 22+00 22+20 42" HDPE SD 0.86% 36" HDPE SD 2.6 LF @ 1.00% FL(IN)=106.17(N) FL(IN)=106.07(E) FL(OUT)=105.97(W) ST A : 2 + 1 7 . 2 3 O F F : 1 3 . 0 3 ' L 48 " S D M H # 7 7 8 RI M = 1 1 4 . 9 0 FL(IN)=105.91(E) FL(OUT)=105.81(W) ST A : 2 + 1 6 . 7 1 O F F : 2 0 . 6 9 ' L SL O 7 2 D I # 5 9 6 RI M = 1 1 5 . 1 7 30" HDPE SD 28.6 LF @ 0.50% ST A : 2 + 1 9 . 0 9 O F F : 2 0 . 5 8 ' R SL O 7 2 D I # 6 1 8 RI M = 1 1 5 . 1 9 24" HDPE SD 0.50% FL(OUT)=106.71(NW) ST A : 1 9 + 1 2 . 4 8 O F F : 0 . 0 2 ' R SL O C o D - 2 a R i s e r # 5 2 6 RI M = 1 1 2 . 5 0 30" HDPE SD 0.50% ST A : 2 + 1 9 . 0 9 O F F : 2 0 . 5 8 ' R SL O 7 2 D I # 6 1 8 RI M = 1 1 5 . 1 9 ST A : 1 8 + 5 4 . 0 8 O F F : 4 8 . 2 4 ' L SL O C o D - 2 a R i s e r # 5 2 5 RI M = 1 1 3 . 0 0 FL(IN)=106.33(NE) FL(IN)=106.33(SE) FL(OUT)=106.23(W) FL(OUT)=106.57(SW) FL(IN)=106.33(NE) FL(IN)=106.33(SE) FL(OUT)=106.23(W) St o r m D r a i n 0 1 41 FILE NAME: 1493-0007-STRM-UTIL.DWG N Private Storm D r a i n 0 1 MA T C H L I N E ST A 1 5 + 0 0 SE E S H E E T 40 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE JE S P E R S E N R O A D BUCKLEY R O A D REFERENCE NOTES: DESCRIPTION 180 PROFILES 181 EXISTING GRADE PROFILE AT CENTERLINE OF PIPE 182 FINISHED GRADE PROFILE AT CENTERLINE OF PIPE 3 STORM DRAIN FACILITIES 300 GENERAL FACILITIES 301 CMP FLARED END SECTION WITH ROCK SLOPE PROTECTION. 302 USE 2 SACK SLURRY BACKFILL OVER SHALLOW UTILITY, IF LESS THAN 3' MIN. COVER PER SLOCo STD DET U-4b. 310 CATCH BASINS 311 STORM DRAIN INLET PER CITY OF SLO STD. ENG. DWG. 3350 TYP. 312 18"x18" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 313 48"x48" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 314 DRAINAGE RISER PER COUNTY OF SLO STD. ENG. D-2a TYP. 330 MANHOLES AND STRUCTURES 331 STORM DRAIN MANHOLE FOR SD PIPE LARGER THAN 36" DIA PER SLO STD. DWG. 3510 TYP. 181 182 331 311 311 31 1 31 1 33 1 314 TRACT BOU N D A R Y SEE BUCKLEY ROAD PUBLIC IMPROVEMENT PLANS (PER OTHER PLANS) 31 4 FUTURE WATER MAIN FUTURE SS 314 Sta: 18+32 SD Profile 31 1 31 4 181 182 CONSTRUCT ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 25 lb, Backing #2, Method B Placement RADIUS:15' (FROM INLET) DEPTH:16"20 . 0 0 ' ST O R M D R A I N EA S E M E N T 05-09-2023 RACH E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Private Storm Drain 01 Plan View Private Storm Drain 01 Profile View FUTURE RECYCLED WATER MAIN Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 7/ 1 4 / 2 5 OF F - S I T E O V E R F L O W P A T H T O TA N K F A R M C R E E K , W E L L S I T E GR A D I N G , S D 0 1 & O M I T W A L L 1 6 RM S 6 6 Approved 12/09/2025 Engineering Development Review Revised 12/09/2025 4:39:58 PM 27+ 28+ 29+ 1+ 2+ 3+ 4+ 5+ 6+ 7+ 1+ 2+ 3+ 4+ 5+ 6+ 7+ PT: 2 6 + 4 6 . 2 6 ' PC: 2 7 + 4 3 . 6 9 ' 273 277 278 279 282 281 280 283 284 285 287 286 307 306 305 304 308 309 310 311 301 302 303 314 313 312 316 317 SS SS CO CO CO CO SS SS SS SS SD SD SD SD STA:1+04.29 OFF:0.00 L 48 CMP Flared End Section #350 RIM=113.37 FL(IN)=109.03(N) 48" HD P E S D S 0 1 ° 1 9 ' 4 7 " W 1 8 9 . 1 L F STA:2+95.88 OFF:0.00 L 60" SD MH #803 RIM=118.68 FL(IN)=109.51(N) FL(IN)=109.51(E) FL(OUT)=109.41(S) 48" HD P E S D S 0 1 ° 1 9 ' 4 7 " W 1 8 3 . 0 L F STA:4+83.89 OFF:0.00 R 60" SD MH #804 RIM=117.55 FL(IN)=110.08(W) FL(OUT)=109.88(S) STA:5+55.68 OFF:0.00 L 60" SD MH #802 RIM=116.83 FL(IN)=110.42(N) FL(OUT)=110.22(E) 48" HDPE SD N88° 40' 13"W 66.8 LF 48" HD P E S D N 0 1 ° 1 9 ' 4 7 " E 2 1 5 . 1 L F STA:7+72.81 OFF:0.02 R FL(OUT)=110.85(S) SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD 113 113 1 1 0 111 110 11 5 11 5 111 112 11 3 11 4 1 1 1 116 11 6 11 4 10 9 1 1 0 SD SD SD SD SD SD CO CO SD SS SS SS SS SS SS SS 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+20 7+40 7+60 7+80 48" HDPE SD 0.20% ST A : 1 + 0 4 . 2 9 O F F : 0 . 0 0 ' L 48 C M P F l a r e d E n d S e c t i o n # 3 5 0 FL(IN)=109.03(N) ST A : 2 + 9 5 . 8 8 O F F : 0 . 0 0 ' L 60 " S D M H # 8 0 3 RI M = 1 1 8 . 6 8 FL(IN)=109.51(N) FL(IN)=109.51(E) FL(OUT)=109.41(S) 48" HDPE SD 0.20% ST A : 4 + 8 3 . 8 9 O F F : 0 . 0 0 ' R 60 " S D M H # 8 0 4 RI M = 1 1 7 . 5 5 FL(IN)=110.08(W) FL(OUT)=109.88(S) 48" HDPE SD 0.20% ST A : 5 + 5 5 . 6 8 O F F : 0 . 0 0 ' L 60 " S D M H # 8 0 2 RI M = 1 1 6 . 8 3 FL(IN)=110.42(N) FL(OUT)=110.22(E) 48" HDPE SD 0.20% ST A : 7 + 7 2 . 8 1 O F F : 0 . 0 2 ' R TH R U R U N - O N N O R T H SW A L E W A L L FL(OUT)=110.85(S) REFERENCE NOTES: DESCRIPTION 180 PROFILES 181 EXISTING GRADE PROFILE AT CENTERLINE OF PIPE 182 FINISHED GRADE PROFILE AT CENTERLINE OF PIPE 3 STORM DRAIN FACILITIES 300 GENERAL FACILITIES 301 CMP FLARED END SECTION WITH ROCK SLOPE PROTECTION. 302 USE 2 SACK SLURRY BACKFILL OVER SHALLOW UTILITY, IF LESS THAN 3' MIN. COVER PER SLOCo STD DET U-4b. 310 CATCH BASINS 311 STORM DRAIN INLET PER CITY OF SLO STD. ENG. DWG. 3350 TYP. 312 18"x18" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 313 48"x48" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 314 DRAINAGE RISER PER COUNTY OF SLO STD. ENG. D-2a TYP. 330 MANHOLES AND STRUCTURES 331 STORM DRAIN MANHOLE FOR SD PIPE LARGER THAN 36" DIA PER SLO STD. DWG. 3510 TYP. St o r m D r a i n 0 2 W e s t 42 FILE NAME: 1493-0007-STRM-UTIL.DWG N Private S t o r m D r a i n 0 2 W e s t 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE ME M P H I S B E L L E W A Y V E N T U R E D R I V E 181 182 331 33 1 33 1 33 1 30 1 301 331 331 12 . 0 0 ' 7.00'3.00' NO R T H T R A C T B O U N D A R Y L I N E 48" HDPE SD 48" HDPE SD NORTH RUN-ON CONCRETE DRAINAGE CHANNEL Scale: 1"= 4' SD PIPE TO CHANNEL DETAIL1 A 30 1 42 4" RADIUS ROUNDED EDGES ARE REQUIRED FOR THE ENTRANCE OF THE BYPASS CULVERTS (TYP.) TR A C T B O U N D A R Y CONSTRUCT ROCK SLOPE PROTECTION PER SLOCO. DET. H-5. ROCK SIZE RSP CLASS: 75 LB, BACKING #1, METHOD B PLACEMENT LENGTH:71' WIDTH:32' DEPTH:16" FUTURE SS FUTURE WL 05-09-2023 RAC H E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL E N G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Private Storm Drain 02 Plan View (West) Private Storm Drain 02 Profile View (West) Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 10 / 2 5 / 2 3 SD S T A T I O N R E V I S I O N RM S 7/ 1 8 / 2 4 SL U R R Y O V E R S D RM S 1567 1 1 1 1 302 302 5 5 27+ 28+ 29+ 1+ 2+ 3+ 4+ 5+ 6+ 7+ 1+ 2+ 3+ 4+ 5+ 6+ 7+ PT: 2 6 + 4 6 . 2 6 ' PC: 2 7 + 4 3 . 6 9 ' 273 277 278 279 282 281 280 283 284 285 287 286 307 306 305 304 308 309 310 311 301 302 303 314 313 312 316 317 SS SS CO CO CO CO SS SS SS SS SD SD SD SD STA:1+20.74 OFF:0.00 L 48 CMP Flared End Section #341 RIM=113.40 FL(IN)=109.07(N) 48" HD P E S D S 0 1 ° 1 9 ' 4 7 " W 1 7 2 . 6 L F STA:2+95.88 OFF:0.00 L 60" SD MH #806 RIM=118.69 FL(IN)=109.51(N) FL(OUT)=109.41(S) 48" HD P E S D S 0 1 ° 1 8 ' 3 9 " W 2 0 9 . 0 L F STA:5+09.90 OFF:0.00 60" SD MH #801 RIM=117.67 FL(IN)=110.13(W) FL(OUT)=109.93(S) STA:5+81.61 OFF:0.00 L 60" SD MH #805 RIM=116.95 FL(IN)=110.47(N) FL(IN)=110.47(W) FL(OUT)=110.27(E) 48" HDPE SD N88° 40' 07"W 66.7 LF 48" HD P E S D N 0 1 ° 1 9 ' 4 7 " E 1 8 9 . 0 L F STA:7+72.73 OFF:0.00 L FL(OUT)=110.85(S) SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD 113 113 1 1 0 111 110 11 5 11 5 111 112 11 3 11 4 1 1 1 116 11 6 11 4 10 9 1 1 0 SD SD SD SD SD SD CO CO SD SS SS SS SS SS SS SS 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+20 7+40 7+60 7+80 8+00 ST A : 1 + 2 0 . 7 4 O F F : 0 . 0 0 ' L 48 C M P F l a r e d E n d S e c t i o n # 3 4 1 FL(IN)=109.07(N) ST A : 7 + 7 2 . 7 3 O F F : 0 . 0 0 ' L TH R U R U N - O N N O R T H SW A L E W A L L ST A : 5 + 0 9 . 9 0 O F F : 0 . 0 0 ' 60 " S D M H # 8 0 1 RI M = 1 1 7 . 6 7 FL(IN)=110.13(W) FL(OUT)=109.93(S) ST A : 5 + 8 1 . 6 1 O F F : 0 . 0 0 ' L 60 " S D M H # 8 0 5 RI M = 1 1 6 . 9 5 FL(IN)=110.47(N) FL(IN)=110.47(W) FL(OUT)=110.27(E) FL(IN)=109.51(N) FL(OUT)=109.41(S) ST A : 2 + 9 5 . 8 8 O F F : 0 . 0 0 ' L 60 " S D M H # 8 0 6 RI M = 1 1 8 . 6 9 FL(OUT)=110.85(S)St o r m D r a i n 0 2 E a s t 43 FILE NAME: 1493-0007-STRM-UTIL.DWG N Private S t o r m D r a i n 0 2 E a s t 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE ME M P H I S B E L L E W A Y V E N T U R E D R I V E REFERENCE NOTES: DESCRIPTION 180 PROFILES 181 EXISTING GRADE PROFILE AT CENTERLINE OF PIPE 182 FINISHED GRADE PROFILE AT CENTERLINE OF PIPE 3 STORM DRAIN FACILITIES 300 GENERAL FACILITIES 301 CMP FLARED END SECTION WITH ROCK SLOPE PROTECTION. 302 USE 2 SACK SLURRY BACKFILL OVER SHALLOW UTILITY, IF LESS THAN 3' MIN. COVER PER SLOCo STD DET U-4b. 310 CATCH BASINS 311 STORM DRAIN INLET PER CITY OF SLO STD. ENG. DWG. 3350 TYP. 312 18"x18" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 313 48"x48" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 314 DRAINAGE RISER PER COUNTY OF SLO STD. ENG. D-2a TYP. 330 MANHOLES AND STRUCTURES 331 STORM DRAIN MANHOLE FOR SD PIPE LARGER THAN 36" DIA PER SLO STD. DWG. 3510 TYP. 181 182 331 331 331 301 33 1 33 1 33 1 30 1 1 42 TR A C T B O U N D A R Y CONSTRUCT ROCK SLOPE PROTECTION PER SLOCO. DET. H-5. ROCK SIZE RSP CLASS: 75 LB, BACKING #1, METHOD B PLACEMENT LENGTH:71' WIDTH:32' DEPTH:16" FUTURE WL FUTURE SS FUTURE SSFUTURE WL 05-09-2023 RACH E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Private Storm Drain 02 Plan View (East) Private Storm Drain 02 Profile View (East) 1 1 1 1 1 11 1 1 1 Re v . Da t e De s c r i p t i o n o f R e v i s i o n s By 10 / 2 5 / 2 3 SD S T A T I O N R E V I S I O N RM S 7/ 1 8 / 2 4 SL U R R Y O V E R S D RM S 1567 302 302 5 5 38+ 39+ 40 + 8 4 + 85+ PC : 3 9 + 8 2 . 0 9 ' PR C : 4 0 + 0 3 . 7 3 ' P C : 8 4 + 3 7 . 8 1 ' P T : 8 4 + 5 9 . 4 4 ' P C : 8 4 + 5 9 . 4 4 ' 195 SS SS SS S S S S S S S S SS S D SD SD SD S D S D STA:2+93.36 OFF:0.00 36 CMP Flared End Section #313 RIM=117.37 FL(IN)=114.07(E) 36" H D P E S D N 6 9 ° 4 8 ' 1 4 " E 1 3 5 . 8 L F STA:1+53.43 OFF:0.00 SLO 87 DI #595 RIM=121.76 FL(IN)=114.51(SE) FL(IN)=114.61(N) FL(OUT)=114.41(W) 18" HDPE SD S63° 42' 56"E 5.7 LF 36" HDPE SD N09° 03' 14"E 23.2 LF STA:1+23.29 OFF:0.00 R SLO 87 DI #594 RIM=121.64 FL(IN)=114.79(N) FL(OUT)=114.69(S) 36" HDPE SD N10° 56' 16"E 19.8 LF STA:1+00.00 OFF:0.00 R 36 CMP Flared End Section #314 RIM=118.14 FL(OUT)=114.84(S) SD 1+ 0 0 2+ 0 0 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 ST A : 2 + 9 3 . 3 6 O F F : 0 . 0 0 ' 36 C M P F l a r e d E n d S e c t i o n # 3 1 3 FL(IN)=114.07(E) FL(IN)=114.51(SE) FL(IN)=114.61(N) FL(OUT)=114.41(W) ST A : 1 + 5 3 . 4 3 O F F : 0 . 0 0 ' SL O 8 7 D I # 5 9 5 RI M = 1 2 1 . 7 6 36" HDPE SD 19.8 LF @ 0.25% 36" HDPE SD 23.2 LF @ 0.25% 36" HDPE SD 0.25% ST A : 1 + 2 3 . 2 9 O F F : 0 . 0 0 ' R SL O 8 7 D I # 5 9 4 RI M = 1 2 1 . 6 4 FL(IN)=114.79(N) FL(OUT)=114.69(S) FL(OUT)=114.84(S) ST A : 1 + 0 0 . 0 0 O F F : 0 . 0 0 ' R 36 C M P F l a r e d E n d S e c t i o n # 3 1 4 St o r m D r a i n 0 3 44 FILE NAME: 1493-0007-STRM-UTIL.DWG N Priva t e S t o r m D r a i n 0 3 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE V E N T U R E D R I V E REFERENCE NOTES: DESCRIPTION 180 PROFILES 181 EXISTING GRADE PROFILE AT CENTERLINE OF PIPE 182 FINISHED GRADE PROFILE AT CENTERLINE OF PIPE 3 STORM DRAIN FACILITIES 300 GENERAL FACILITIES 301 CMP FLARED END SECTION WITH ROCK SLOPE PROTECTION. 302 USE 2 SACK SLURRY BACKFILL OVER SHALLOW UTILITY, IF LESS THAN 3' MIN. COVER PER SLOCo STD DET U-4b. 310 CATCH BASINS 311 STORM DRAIN INLET PER CITY OF SLO STD. ENG. DWG. 3350 TYP. 312 18"x18" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 313 48"x48" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 314 DRAINAGE RISER PER COUNTY OF SLO STD. ENG. D-2a TYP. 330 MANHOLES AND STRUCTURES 331 STORM DRAIN MANHOLE FOR SD PIPE LARGER THAN 36" DIA PER SLO STD. DWG. 3510 TYP. 181 182 311 30 1 31 1 31 1 LA N G L E Y S T R E E T 311 301 301 30 1 CONSTRUCT ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 75 lb, Backing #1, Method B Placement LENGTH:32' WIDTH:35' DEPTH:18" FUTURE SS FUTURE WL 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Private Storm Drain 03 Plan View Private Storm Drain 03 Profile View 215214213 218 217 216 221220219 SS SS SS CO CO SS SS SD SD SD SD SD SD SD 2+3+ 4+ SDSDSD 1+2+3+ 18x18 CB #469 TG=113.86 12 CMP Flared End Section #303 FL=106.00(N) 12" HDPE SD SSSS SSSS 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 12" HDPE S D 76.24 LF @ 4 . 8 1 % S L O P E ST A : ? ? ? O F F : ? ? ? ' ? ? ? 12 C M P F l a r e d E n d S e c t i o n # 3 0 3 ST A : 1 + 7 6 . 9 9 O F F : 0 . 0 0 ' R 18 x 1 8 C B # 4 6 9 RI M = 1 1 3 . 8 6 FL(IN)=109.67(N) FL(OUT)=109.67(S) FL(IN)=106.00(N)St o r m D r a i n 0 4 45 FILE NAME: 1493-0007-STRM-UTIL.DWG N Private Storm Drain 04 30 60 1 IN = 30 FT 1500 (IN FEET) GRAPHIC SCALE FO X T R O T C O U R T REFERENCE NOTES: DESCRIPTION 180 PROFILES 181 EXISTING GRADE PROFILE AT CENTERLINE OF PIPE 182 FINISHED GRADE PROFILE AT CENTERLINE OF PIPE 3 STORM DRAIN FACILITIES 300 GENERAL FACILITIES 301 CMP FLARED END SECTION WITH ROCK SLOPE PROTECTION. 302 USE 2 SACK SLURRY BACKFILL OVER SHALLOW UTILITY, IF LESS THAN 3' MIN. COVER PER SLOCo STD DET U-4b. 310 CATCH BASINS 311 STORM DRAIN INLET PER CITY OF SLO STD. ENG. DWG. 3350 TYP. 312 18"x18" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 313 48"x48" CATCH BASIN MIDSTATE CONCRETE PRODUCTS SQUARE CATCH BASIN OR APPROVED EQUAL TYP. 314 DRAINAGE RISER PER COUNTY OF SLO STD. ENG. D-2a TYP. 330 MANHOLES AND STRUCTURES 331 STORM DRAIN MANHOLE FOR SD PIPE LARGER THAN 36" DIA PER SLO STD. DWG. 3510 TYP. 181 182 30 1 31 2 312 301 CONSTRUCT ROCK SLOPE PROTECTION PER SLOCo. DET. H-5. ROCK SIZE RSP CLASS: 25 lb, Backing #2, Method B Placement LENGTH:6' WIDTH:3' DEPTH:16" 05-09-2023 RAC H E L A . H AWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® FMAP-0808-2021 GENERAL NOTE: PHASES 2-6 SURFACE IMPROVEMENTS SHOWN FOR REFERENCE ONLY. 2022 Av i l a R a n c h - T r a c t 3 0 8 9 Ma s s G r a d i n g P l a n - Ph a s e s 2 , 3 , 4 , 5 & 6 45 05-09-2023 1493-0007 RAH RMS SHEETS Private Storm Drain 04 Plan View Private Storm Drain 04 Profile View Alley 05 Sheet No.: Drawing Notes: The use of these plans shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction or publication by any method, in whole or in part, is prohibited.Title to these plans remains with T&S Structural without prejudice. See the General Notes for additional restrictions. Visual contact with these plans and specifications shall constitute prima facie evidence of the acceptance of these restrictions. DO NOT SCALE THESE DRAWINGS. See the Civil plans for dimensions. The Contractor shall verify and be responsible for all dimensions and existing conditions on the job and shall report any discrepancies to the Engineer for resolution prior to commencing with the work in question. © 2022 T&S Structural, Inc. Project Engineer: Revisions: BCB/SSE Consultants: Avila Ranch - Phases 2-6 175 Venture Drive San Luis Obispo, CA AVILA RANCH RETAINING WALLS Project Name: Checked By:MMG Date: Scale: Job No: 20523 Sheet Title: Engineer: 800.579.3881 www.tsstructural.com HEADQUARTERS: 684 Clarion Court San Luis Obispo, CA 93401 SAN LUIS OBISPO PASADENA SANTA BARBARA NORTHERN CALIFORNIA DESIGNER Wallace Group 612 Clarion Court San Luis Obispo, CA 93401 (805) 564.6074 SOILS ENGINEER GeoSolutions, Inc. 220 High Street San Luis Obispo, CA 93401 (805) 543.8539 Issued for Construction1 FMAP-0808-2021 May 16, 2023 LIVCI CA L I F O R N IA FO T A T S E C 65495 Exp. 09/30/23 McM.ELLE C CO E Y - G MI H V O D O ESSIONA L E N G I N E ER FORPDERETSIGER PRINCIPAL STRUCTURAL TITLE SHEET - S0.1 STANDARD ABBREVIATIONS Mat'l material (s) OC on center (s) OD outside diameter Opp.opposite OSB oriented strand board OT overturning T&G tongue and groove TOB top of beam T&B top and bottom Temp.temporary, tempered Th(k).thick, thickness Thru through TOC top of concrete TOG top of grade Tol.tolerance TOP top of plate TOS top of slab TOW top of wall Typ.typical Com.common Conc.concrete Conn.connect (ion) Const.construction Cont.continuous, continue Corr.corrugated Ctr.center Cu.cubic Deg.degree Dep.depressed DF Douglas Fir Diag.diagonal Dia(m).diameter Dim.dimension (s) Div.division, divider DJ deck joist (s) DL dead load Dn.down Dwg.drawing Fdn.foundation Fin.finish (ed) Fl.flange Flr(g).floor (ing) FOC face of concrete FOM face of masonry FOP face of panel FOS face of steel (stud) FR fire rate (d), (ing) Ft.foot, feet Ftg.footing Fut.future ID inside diameter In.inch (es) Incl.include (d), (s), (ing) Instl.installation, install Insul.insulate (d), (ion) Int.interior Inv.invert (ed)Pen.penetrate (ion) Perf.perforate (d), (tion) Perim.perimeter Perp.perpendicular Pl.plate Ply(wd).plywood Prefab.prefabricated (ion) Prelim.preliminary Proj.project Prop.property PSF pounds per square foot PSI pounds per square inch PT pressure-treated Gr.grade, grading Gyp.gypsum Hdr.header Hex hexagonal Hor (iz).horizontal HS high strength Ht.height Jst.joist K kip (1000 pounds) KSI kips per square inch Lam.laminate (d), (tion) Lb(s).pound (s) Lg.large LF linear (l) foot Lin.linear, lineal LL live load Lt(g).light (ing) Long.longitudinal (N)new N north N/A not applicable Nat.('l)natural, national Neg.negative No.number Nom.nominal NTS not to scale angle @ at delta #number, pound (s) /per +/- plus or minus W width, wide, water W/with Wd.wood WF wide flange W/IN within Win.window W/O without WP waterproof (ing) Wt.weight WWF welded wire fabric WWM welded wire mesh Yd.yard Var.varies, varnish Vent.ventilate (ion), (or) Vert.vertical Surf.surface Susp.suspended Sym.symmetry (ical), symbol Syn.synthetic Std(s).standard (s) St(l).steel UBC Uniform Building Code UNO unless noted otherwise Util.utility (ies) (E)existing Ea.each EFP effective fluid pressure El.elevation (grade) Elec.electric (al) Elev.elevator, elevation Encl.enclose (d), (ure) Eng(r).engineer (ed) Eq.equal Equip.equipment Equiv.equivalent Etc.et cetera EW each way Exist.existing Exp.expand, expansion Ext.exterior, extended d penny (nails) Dbl.double Ga.gage, gauge Galv.galvanized GC general contractor Gen.general Gl.glass, glazing, glazed GLB glue-laminated beam Mas.masonry Max.maximum Mbr.member Mech.mechanic (al) Med.medium Mezz.mezzanine Mfr.manufacture (r) Min.minimum, minute (s) MM millimeter (s) Vol.volume Par.parallel PCF pounds per cubic foot Demo demolish, demolition FF finished floor HVAC Heating/Ventilation/ Air Conditioning ICC International Code Council IBC International Building Code LABC Los Angeles City Building Code Mod.modify, modified, modular Misc.miscellaneous KLF kips per linear foot Str(uct).structural, structure ST1 grade Structural 1 panel KSF kips per square foot MS machine screw WS wood screw AB anchor bolt Abv.above A/C air conditioning Add'l additional Bot.bottom BP Brg.bearing Btwn.between Bldg.building Blk(g).block (ing) Bm.beam base plate CJ ceiling joist (s) Clg.ceiling Clr.clear (ance) CMU concrete masonry unit BW both ways Col.column CBC California Building Code CM centimeter (s) Coeff.coefficient SW shearwall Cant.cantilever (ed) CL center line VIF verify in field FJ floor joist (s) BN boundary nailing Insp.inspect (ion), (or) Dist.distance CJP complete joint penetration DSA Div. of the State Architect OSHPD Office of Statewide Health Planning & Development OMF ordinary moment frame MF moment frame NIC not in contract KP king post Add'm addendum Adj.adjacent, adjustable Alum.aluminum Alt.alternate Approx.approximate Arch.architect (ural) Avg.average Bd.board ASTM American Society of Testing & Materials Auto.automatic R(ad).radius Rd.road Rdwd.redwood Rebar reinforcing bar (s) Rec('d).receive (d) Rect.rectangular Ref.reference Reinf.reinforce (d), (ing), (ment) Req('d).require (d), (ment) Ret.retain (ing) Rev.revision (s), revised Qtr.quarter Qty.quantity RJ roof joist (s) Rm.room Sim.similar ST self-tapping RR roof rafter (s) SMF special moment frame PL property line PLF pounds per linear foot CHBC California Historic Building Code CDX grade C-D plywood w/ exterior glue Cem.cement LARR Los Angeles Research Report ICC-ES ICC Evaluation Service HD holdown FP fireplace Frmg.framing MEP Mech./Elec./Plumbing PV photovoltaic Pt.point SS grade structural select Spec(s)specification (s) Est.estimate (d) HDG hot-dip galvanized GB grade beam Ltwt.lightweight AVILA RANCH RETAINING WALLS AVILA RANCH SAN LUIS OBISPO, CA 93401 STRUCTURAL TITLE SHEET - S0.1 2022 CBC GENERAL PARAMETERS Construction Type Type V Building Code WIND DESIGN DATA (per CBC 1603.1.4): 92 mph Exposure Category C SOILS VALUES Bearing Pressure (Engr. Fill) Lateral Passive EFP (at-rest, level)85 pcf EFP (active, level)65 pcf Friction Coefficient 0.40 Soil Classifications Engr. Fill 250 pcf 2400 psf Max. Height (above grade)9 ft Max. Risk Category II STRUCTURAL DESIGN PARAMETERS Soils work must conform to the requirements and recommendations of the Soils (or "Geotechnical") Report: "SOILS ENGINEERING REPORT UPDATE" for Avila Ranch Development Phase II-VI by Patrick B. McNeill, P.E., of GeoSolutions, Inc., dated January 26, 2022, File No. #SL09304-10, including all subsequent letters and addenda. SEISMIC DESIGN DATA (per CBC 1603.1.5): Seismic Importance Factor, I 1.00 Site Class D Spectral Response Accelerations SS = 1.047 S1 = 0.385 Spectral Response Coefficients SDS = 0.755 SD1 = 0.385 Ultimate Wind Speed, VULT Additional Seismic (6ft or more)25 pcf 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. GENERAL NOTES The notes on this Title Sheet apply to and are in effect for all parts of the project, unless noted otherwise. Refer to the Structural Specifications (on Sheet S0.2 OR in a separate specifications book) for additional structural requirements. Refer to the drawings, notes, and specifications of the Architect, Mechanical Engineer, Electrical Engineer, Civil Engineer, and other consultants for additional requirements. Do not scale these drawings. Refer to written dimensions. Drawings are not necessarily to scale. The Contractor is to use Civil Drawings to lay out walls, foundations, and other elements. The Contractor is to verify all dimensions and conditions and report any discrepancies to the Engineer prior to commencing with any directly or indirectly related work. T&S Structural's details are prepared to convey only structural aspects of each element shown. Non-structural information, including but not limited to fenestrations, fire-resistance, insulation, finishes, waterproofing, drainage, and flashing may not be included on the structural plans. The Contractor must obtain non-structural information related to each detail from the Architect, architectural plans, and plans provided by other consultants. Brace equipment per the manufacturer's specifications. No deviations from these structural plans, details, and specifications are allowed without written approval from T&S Structural. Approval by an inspector or any other party does not constitute authority to deviate from these plans. Plan changes and addenda are subject to approval by the Building Department. The Contractor is responsible for processing changes, assembling permit documents, acquiring permits, and obtaining Owner approval for costs related to change orders. Substitutions of specified products (i.e. Simpson Strong-Tie) for equivalent products are not recommended. Substitutions will be considered if the Contractor agrees to this procedure prior to substitutions being made: (a) Contractor provides T&S Structural with satisfactory evidence of product equivalence; (b) If satisfactory, Contractor agrees to reimburse T&S Structural for time and expenses to revise plans; and (c) Contractor agrees to resubmit plans to the Building Department for approval. Construction and materials must comply with and be installed in accordance with the requirements of all legally-constituted public authorities having jurisdiction, including all county, city, and local ordinances, as well as the Safety Orders of the State Industrial Accident Commission, OSHA. Receive all required approvals prior to commencement of construction. The Engineer is not responsible for and does not have control or charge of construction means, methods, techniques, sequences, or procedures, or for safety precautions and programs in connection with the construction delineated by these plans. The Contractor or his/her agent(s) are responsible to supervise and direct all work and are solely and completely responsible for all construction means, methods, techniques, sequences, procedures, and conditions on the job site, including the safety of all persons and property during the entire period of construction. Periodic observations by T&S Structural personnel or representatives are not intended to include verification of dimensions or review the adequacy of the Contractor's safety measures on or near the construction site. The Contractor is responsible to provide all shoring and bracing during construction to support all loads to which the structure and site may be subjected. Provide shoring for vertical cuts in excess of 5 feet per OSHA and the building official and as directed by the Soils Engineer. Where inspection is required, the Special Inspector is to obtain Building Department approval prior to work commencement. Copies of the inspection report(s) to be filed by the Special Inspector(s) must be given to the engineer, owner, and building official. The Contractor is responsible for scheduling, coordination, and expenses involved in any and all inspections. The Contractor is responsible to initiate a resolution to any conflicts within or between drawings, specifications, and/or manufacturer instructions by issuing an RFI. The most strenuous and/or costly option governs unless otherwise stated in response to an RFI. It is the Contractor's responsibility to identify and provide for any 'scope gaps' that may exist and be recognizable to a professional building contractor. Each contractor responsible for the construction of a wind- or seismic-force-resisting system or component listed in the "Statement of Special Inspections" must submit a written statement of responsibility to the building official and the owner prior to the commencement of work on the system or component. (See CBC Section 1704.4 for specific requirements.) "Clouding" shown on the construction documents is only for convenience for general major revisions and is not necessarily inclusive of all revisions to the drawings. The Contractor and others must review the construction documents completely and thoroughly and are not to depend upon the clouding being an indication of the full limit or extent of revisions. All construction projects require inspection and maintenance following completion. Operation, inspection, and maintenance are the sole responsibility of the Owner. T&S Structural has no responsibility for any failures by the Owner or others to properly operate, inspect, or maintain the project(s) shown in these plans. It is unlawful for any portion of a building to have load placed on it exceeding the design loads per CBC Section 106.3. Portions of commercial and industrial buildings designed for live loads exceeding 50 psf shall have signage installed per CBC Section 106.1. Where plans, details, notes, and/or specifications (construction documents) are noted as being in a preliminary/progress state (e.g. "not for construction"), the Contractor must take this into consideration if choosing to use these progress documents for cost estimating, bidding, or any other purpose. The plans, calculations, and specifications contained herein and provided herewith are the exclusive property of T&S Structural, Inc., © 2022. The use of these plans and specifications is restricted to the original site for which they were prepared and publication thereof is expressly limited to such use. Reproduction or publication by any method, in whole or in part, is prohibited. Title to these plans and specifications remains with T&S Structural without prejudice. Visual contact with these plans and specifications constitutes prima facie evidence of the acceptance of these restrictions. 1. A 4-inch diameter perforated or slotted drainpipe (ASTM D1785 PVC) should be installed near the bottom of the filter blanket with perforations facing down. The drainpipe should be underlain by at least 4 inches of filter type material and should daylight to discharge in suitably projected outlets with adequate gradients. The filter material should consist of a clean free-draining aggregate, such as a coarse aggregate mix. If the retaining wall is part of a structural foundation, the drainpipe must be placed below finished slab sub-grade elevation. 2. The filter material should be encapsulated in a permeable geotextile fabric. A suitable permeable geotextile fabric, such as non-woven needle-punched Mirafi 140N or equal, may be utilized to encapsulate the retaining wall drain material and should conform to Caltrans Standard Specification 88-1.03 for underdrains. 3. The granular filter material should be a minimum of 12 inches thick and should extend from the bottom of the wall to 12 inches from the ground surface. The top 12 inches should consist of moisture conditioned, compacted, clayey soil. Neither spread nor wall footings should be founded in the granular filter material used as backfill. RETAINING WALL DRAINAGE,WATERPROOFING AND BACKFILL NOTES NOTE: The following notes are taken directly from the soils report and are for reference only. It is the responsibility of the contractor to review the soils report and confirm these requirements. T&S Structural is not responsible for drainage, waterproofing, or backfill. SHEET INDEX S0.1 S0.2 S1.1 S2.1 S2.2 S2.3 Structural Title Sheet Structural Specifications Site Plan Structural Details Structural Details Structural Details 1 Sep 25, 2023 Sheet No.: Drawing Notes: The use of these plans shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction or publication by any method, in whole or in part, is prohibited.Title to these plans remains with T&S Structural without prejudice. See the General Notes for additional restrictions. Visual contact with these plans and specifications shall constitute prima facie evidence of the acceptance of these restrictions. DO NOT SCALE THESE DRAWINGS. See the Civil plans for dimensions. The Contractor shall verify and be responsible for all dimensions and existing conditions on the job and shall report any discrepancies to the Engineer for resolution prior to commencing with the work in question. © 2022 T&S Structural, Inc. Project Engineer: Revisions: BCB/SSE Consultants: Avila Ranch - Phases 2-6 175 Venture Drive San Luis Obispo, CA AVILA RANCH RETAINING WALLS Project Name: Checked By:MMG Date: Scale: Job No: 20523 Sheet Title: Engineer: 800.579.3881 www.tsstructural.com HEADQUARTERS: 684 Clarion Court San Luis Obispo, CA 93401 SAN LUIS OBISPO PASADENA SANTA BARBARA NORTHERN CALIFORNIA DESIGNER Wallace Group 612 Clarion Court San Luis Obispo, CA 93401 (805) 564.6074 SOILS ENGINEER GeoSolutions, Inc. 220 High Street San Luis Obispo, CA 93401 (805) 543.8539 Issued for Construction1 FMAP-0808-2021 May 16, 2023 LIVCI CA L I F O R N IA FO T A T S E C 65495 Exp. 09/30/23 McM.ELLE C CO E Y - G MI H V O D O ESSIONA L E N G I N E ER FORPDERETSIGER PRINCIPAL STRUCTURAL SPECIFICATIONS - S0.2 FOUNDATIONS & CONCRETE 1. GENERAL 1.1 Soils values are per Geotechnical Report (or “Soils Report”) by GeoSolutions, Inc., Project No. SL09304-10, dated January 26, 2022. This report and the recommendations contained therein shall be considered a part of the construction documents. (It is the Contractor's responsibility to obtain a copy of the soils report and any addenda from the owner or owner’s representative.) 1.2 Refer to the Structural Design Parameters on the Structural Title Sheet for soil/foundation design values. 1.3 Refer to the Statement of Special Inspections on S0.1 for information related to inspections as required by the governing building code. 1.4 N/A 1.5 The Soil Engineer/Geologist of record shall inspect and sign-off grading and excavations prior to placement of forms, reinforcing steel or concrete. In cases involving engineered fill, a soils engineer shall provide the necessary inspections, tests and approvals. The Contractor is responsible for geotechnical follow-up services as defined in the soils report. 1.6 Prior to the Contractor requesting a building department foundation inspection, the soils engineer shall advise the building inspector in writing that the building pad was prepared in accordance with the soils report and that the foundation excavations, the soil’s expansive characteristics and bearing capacity conform to the soils report. 1.7 Refer the structural plans for foundation embedments; however, foundations shall not be embedded less than 30” below adjacent grade and into Approved Engineered fill, unless specifically noted otherwise. Foundations shall be deepened where necessary to conform to 2022 CBC Section 1808 setback requirements which require a minimum distance from the face of the foundation to the face of the descending slope equal to H/3 (where H is the height of the slope). The setback must be at least 5’-0” but need not exceed 40’-0”. 1.8 Prior to construction, the soils engineer of record should review and approve the structural plans. Additionally, it is recommended that there be a preconstruction meeting between the owner, Contractor, and soils engineer to discuss testing procedures, scheduling, and inspections. 2. MATERIALS 2.1 Concrete shall have a strength of 2500 psi at 28 days, and a maximum slump of 5”. W/C ratio is 0.55 max. for slabs, walls and columns, and is 0.60 max. for foundations. Special Inspection is not required, except where specified herein, on the structural plans, or by the Building Department. 2.2 Cementitious Material: Portland cement shall conform to ASTM C150, Type II, low- alkali. Fly ash shall conform to ASTM C618, Class F. 2.3 Special Inspection is required for structural slabs, walls, piles, caissons, flat plates, columns and beams. Exception: if the construction is of a minor nature and the Building Department waives the special inspection requirement and special inspection is not specified on the structural plans. (2022 CBC 1701.1 and 1705] 2.4 Reinforcing steel shall conform to ASTM A615 (except as noted below), and shall be deformed, clean, and free of rust. Bars shall be 60 grade minimum (unless specified otherwise), except that #3 bars may be 40 grade. Reinforcing steel that is to be welded shall conform to ASTM A706 in lieu of A615. The welding of reinforcement shall be special inspected and conform to AWS D1.4. 2.5 Aggregates shall be per ASTM C33. Maximum size 1½” for footings and 1" for all other work. Reduce maximum aggregate size as required to conform to ACI 318 Section 3.3.2. Coarse aggregate shall be crushed rock. 2.6 Drypack/grout material for baseplates, concrete tilt-panels, sill plates or other specified use shall be non-shrink grout by Five Star Products Inc., Quikrete, or approved equal, and installed at a “plastic” consistency, in accordance with approved methods and techniques. Surfaces shall be properly cleaned of foreign material prior to grouting operation. 2.7 Epoxy/Adhesive: a) Use Simpson SET-XP Epoxy (ICC ESR-2508), or approved equal for cracked concrete, unless noted otherwise. b) Install only where specifically detailed by the Engineer. Refer to the ICC Evaluation Report for product and installation requirements. c) Contact the Engineer for product substitution when needed for special conditions, such as temperature extremes, fast cure or slow cure, low or high viscosity, low base material temperature, etc. d) Standard threaded anchor rods shall conform to ASTM F1554 Grade 36, UNO. e) High-Strength threaded anchor rods shall conform to ASTM A193 Grade B7 or ASTM F1554 Grade 105, UNO. f) Where exposed to weather, soil, or moisture, threaded anchor rods shall be hot- dipped galvanized per ASTM A153 Class C or D, or be stainless steel. Contact the Engineer when stainless steel is necessary. 2.8 Anchor Bolts: A307 or F1554 Grade 36 hex-headed, unless noted otherwise. 2.9 The Building Department may require the testing of any materials used in concrete construction to determine if materials are quality specified. Tests of materials and of concrete shall be made by an approved agency and at the expense of the Contractor; such tests shall be made in accordance with the standards listed in CBC Section 1903. Tests and materials of reinforced concrete, and concrete durability, quality, mixing and placing, shall conform to CBC Sections 1903, 1904, and 1905. Refer to the Building Department for additional testing and materials requirements. 3. EXECUTION 3.1 Minimum lengths for rebar development, lap splices, and compression splices shall be as follows, UNO: 2500 psi Concrete: Bar Size Lap Splice #3 20” Min. #4, #5, #6 50 bar dia. #7, #8 78 bar dia. Dowels shall be provided for vertical and horizontal reinforcing bars in walls, columns, etc., and shall be of the same size and spacing as the supporting wall, columns, etc. Footing reinforcement shall be hooked into intersecting footings with standard 90 degree end hooks per Detail 8/S2.1, unless noted otherwise on the plans. Per ACI 318 26.6.2.2, no rebar may be “wet set.” 3.2 Reinforcing clearances for foundations shall be 3” min. when against earth and 2” min. when against a formed surface UNO. Other reinforcing clearances shall be 1 1/2” minimum UNO. 3.3 Removal of forms (formwork) supporting vertical surfaces shall be after 2 days min. and supporting beams or girders shall be after 15 days minimum. 3.4 Construction joints shall be prepared by wire brushing and cleaning and brushing in a paste of neat cement mortar immediately prior to pouring. Location of construction joints shall be approved by the Engineer. 3.5 Concrete Curing: Concrete shall be maintained above 50 deg. F and in a moist condition for at least the first 7 days after placement (provide 10 days min. for Type II cement & 14 days min. for Type IV or V cement per ACI 308). When formwork is removed from a surface prior to 7 days (the minimum time specified) after placement of concrete, the surface shall be kept continuously moist by spraying or by covering with wet burlap or curing cover. During hot weather, proper attention shall be given to ingredients, production methods, handling, placing, protection, and curing to prevent excessive concrete temperatures or water evaporation that may impair required strength or serviceability of the member or structure. Finishes are per the Contractor/Owner. 3.6 Retaining Walls: shall not be backfilled until concrete has set a minimum of 14 days (28 days is preferred). Walls shall be fully backfilled prior to framing being placed on or against the wall. Per the geotechnical report, backfill shall be inspected by the soils engineer at time of placement. Vehicles and compaction equipment shall not operate within a distance of H/2 from the wall, and shall not be parked within a distance of H from the wall (‘H’ being the height of the wall). Where the requirements of the soils report are more restrictive, they shall govern. 3.7 Epoxy/Adhesive: a) Install only where specifically detailed by the Engineer. Special inspection of epoxy or adhesive applications is required. Install epoxy and adhesive anchors in accordance with the manufacturer's instructions and the requirements of the product's current ICC ESR approval report. b) Installation of adhesive anchors that are to be under sustained tension loading horizontal to vertically overhead installation shall be done by a certified adhesive anchor installer (AAI) as certified through ACI and in accordance with ACI 318- 2014 (Section 17.8.2.2). c) Adhesive anchors shall be installed in concrete having a minimum age of 21 days at time of anchor installation, per ACI 318-2014 (Section 17.1.2) . For installations sooner than 21 days, consult adhesive manufacturer. d) Refer to the ICC ESR report for restrictions on temperature of the base material at time of adhesive installation. 3.8 Minimum Spacing of Reinforcement Bars: a) Minimum clear spacing between parallel bars in a layer shall be one bar diameter but not less than one inch. b) For parallel reinforcement in two or more layers; bars in upper layers shall be placed directly above bars in lower layers and shall have a clear vertical distance between bars not less than one inch. c) Clear distance minimums between bars shall also apply to the bars of a contact lap splice and any adjacent bars of contact lap splices. MASONRY 1. GENERAL 1.1. N/A 1.2. N/A 1.3.N/A 1.4. Product submittals are required for proposed masonry units, grout mix and mortar mix, and shall be submitted to the Engineer for review and approval. Color and appearance of the materials are per the Contractor/Owner. 1.5. Masonry construction shall conform with the Building Code Requirements for Masonry Structures (ACI 530-13 / ASCE 5-13 / TMS 402-13) and the Specification for Masonry Structures (ACI 530.1 -13/ ASCE 6-13/ TMS 602-13), except as modified by the 2022 CBC. 2. MATERIALS 2.1. Masonry (Assembly) Strength, f'm: Shall be 1500 psi minimum. 2.2. Masonry Units: Shall conform to ASTM C90, Grade N, medium-weight. When masonry testing is per the Unit Strength Method, sampling and testing shall be per ASTM C140, and masonry units are required to have a net area compressive strength as follows: Assembly Strength, f'm Required Unit Strength 1500 psi 1900 psi 2.3. Mortar: Shall conform to ASTM C270, and shall conform to the proportions of 2022 CBC Table 2103.2.3. When f'm is specified to be 2000 psi or less, mortar shall be Type S or M. When f'm is specified to be greater than 2000 psi, mortar shall be Type M. No mortars shall be used that have stood for more than 1½ hours. 2.4. Grout: Shall conform to ASTM C476; shall have strength of 2000 psi or strength of f'm, whichever is greater; and the compressive strength shall be determined in accordance with ASTM C1019. Grout shall have an acceptable slump of 8” to 11”. 2.5. Admixtures: Sika Grout Aid shall be used in grout mix. Other admixtures shall not be permitted unless sustaining data has been submitted to and approved by the Engineer and the Building Official. Fire clay, dirt and other deleterious materials are prohibited. 2.6. Aggregates: Sand for mortar shall conform to ASTM C144 except that not less than 3% of the sand shall pass the number 100 sieve. Sand and pea gravel for grout shall conform to ASTM C404, Table 1, coarse aggregate, except when other gradings are specifically approved by the engineer. Provide clean, sharp, well graded aggregate free from injurious amounts of dust, lumps, shale, alkali, surface coatings, and organic matter. 2.7. Water used for mortar and grout shall be clean and free from deleterious amounts of acids, salts, alkali, and organic materials. 2.8. Epoxy/Adhesive: Use Simpson SET-XP Epoxy (ICC ER-265), or approved equal specifically for grouted masonry, unless noted otherwise. Refer to the ICC Evaluation Report for product and installation requirements. Install only where specifically detailed by the Engineer. Special inspection of epoxy or adhesive installation is required. (Contact the Engineer for product substitution when needed for special conditions, such as temperature extremes, fast cure or slow cure, low or high viscosity, etc.). Anchor rods shall conform to ASTM A193, Grade B7, UNO. 2.9. Steel Reinforcing: shall conform to ASTM A615, Grade 60, clean and free of rust, except that #3 bars may be Grade 40. Reinforcing steel that is to be welded shall conform to ASTM A706 in lieu of A615. The welding of reinforcement shall be special inspected and conform to AWS D1.4. 2.10. Anchor Bolts: A307 or F1554 Grade 36 hex-headed, unless noted otherwise. 3. EXECUTION 3.1. All cells shall be solid grouted (or “fully” grouted). 3.2. Masonry units shall be laid in running bond. If units are laid in stack bond, then additional reinforcing will be required; contact the Engineer for additional requirements. Surfaces shall be cleaned of loose debris prior to setting block. Cells shall be in vertical alignment such that minimum vertical unobstructed core (excluding horizontal bars) is 2½”x 3". 3.3. Bed and head joints shall be 3/8” thick, except that the thickness of the bed joint of the starting course placed over foundations shall not be less than 1/4” and not more than 3/4”. End walls and cross webs forming cells shall be full-bedded in mortar to prevent leakage of grout. 3.4. Grout lifts shall not exceed 5 feet. Grout shall be consolidated by mechanical vibration immediately after placing to help ensure filling of voids. Reconsolidation by vibration must be done after the initial water loss and before initial set. Horizontal construction joints shall be formed by stopping the grout pour 1½” below top of masonry. A new grout lift may begin after the previous lift has cured for 4 hours. 3.5. Reinforcement Placement: a) Reinforcing shall be held securely in position. Vertical bars shall be held in position at top and bottom and at intervals not more than 200 bar diameters. b) Minimum lengths for rebar development and lap splices in masonry shall be 48 bar diameters, UNO. Mechanical bar splice couplers per item c) below are required for #10 and #11 bars. c) Reinforcing bars to have grout coverage of at least one bar diameter (½” minimum) from inside face of shell, however the clear distance from outside face of masonry to the reinforcing shall not be less than 2” when masonry is exposed to soil or 1½” for other conditions. d) The clear distance between parallel bars is 1” minimum and (and shall not be less than 1 bar diameter), except that the two bars in a contact splice shall be in contact. This clear distance requirement also applies to the clear distance between a contact splice and adjacent splices or bars. [Exception: The minimum clear distance between parallel bars in columns and pilasters is 2 1/2 bar diameters.] e) Refer to the next section for lap splice lengths. Stagger adjacent lap splices by at least half the required lap splice length. 3.6. Lap splice lengths shall conform with the following for f'm = 1500 psi: a) 2-inch cover to bar splice: i) #3 and #4 bars 48 bar diameters ii) #5 bars 62 bar diameters 3.7. Refer to the structural details for wall reinforcing. Minimum block wall vertical reinforcing shall be #5 @ 24” o.c. and horizontal reinforcing shall be #4 @ 24” o.c., UNO. At least one continuous horizontal #4 bar or larger shall be placed in both the bottom and the top course of masonry wall, unless noted otherwise. 3.8. See structural sheets for typical wall details. At a minimum, door and window jambs shall have (2) #5 bars, and headers (or “lintels”) shall have (2) #5 bars, unless noted otherwise on the plans. Jamb and lintel bars shall extend past the opening for a full development length (as defined in Section 3.5b above). 3.9. Jamb reinforcing steel shall extend into the foundation (or deck) below with lap bars of the same diameter bent with 90-degree standard hooks into the footing or deck. Jamb steel shall continue to the top of the wall, unless detailed otherwise on the plans, but shall not extend less than 40 bar diameters past the opening. 3.10. Masonry Columns & Pilasters: Refer to the structural details for reinforcement requirements. Provide a #3 tie less than half a tie spacing above the bottom of each column. Provide a #3 tie less than half a tie spacing from the top of each column (or from the lowermost horizontal reinforcement in beam, girder, slab, or drop panel above). 3.11. Provide at least (4) #3 ties within the top 5” of the column, and engage at least four vertical bars and/or anchor bolts with the ties. The uppermost tie shall be within 2” of the top of the column. Bars shall be placed not less than 1½” and not more than 5” from the surface of the column. 3.12. Anchor Bolt Installation: Secure in place prior to grouting. Provide 1” minimum grout coverage. 3.13. Conduit sleeves shall not be spaced closer than three sleeve diameters center-to- center. Conduit and other obstructions shall be strategically located so as to avoid conflict with wall reinforcing and cell grout spaces and the required clearances. 3.14. Waterproofing masonry walls , if required by others. 3.15. The Contractor shall coordinate with other trades whose work relates to the masonry installation for placing of required framing. This includes, but is not limited to, placing anchors, bolts, pipes, sleeves, nailers, blockouts, reglets, fittings, conduits, etc., provided by other trades within the masonry construction. 3.16. Cold Weather Construction: Comply with TMS 602-13 Section 1.8C. 3.17. Hot Weather Construction: Comply with TMS 602-13 Section 1.8D. 3.18. Retaining Walls: shall not be backfilled until concrete has set a minimum of 14 days (28 days is preferred). Walls shall be fully backfilled prior to framing being placed on or against the wall. Per the geotechnical report, backfill shall be inspected by the soils engineer at time of placement. Vehicles and compaction equipment shall not operate within a distance of H/2 from the wall, and shall not be parked within a distance of H from the wall (‘H’ being the height of the wall). Where the requirements of the soils report are more restrictive, they shall govern. STRUCTURAL STEEL 1. GENERAL 1.1.Structural steel shall conform to the requirements of ASTM and shall be fabricated according to AISC practice and specifications for building, including QA/QC guidelines of AISC 360-10 Chapter N for fabrication, erection, and inspection. Steel deck fabrication, handling, and installation shall be per SDI-C-2011, SDI-QA/QC-2011, ANSI/RD1.0-10, and associated reference standards. 1.2. N/A 1.3. Fabricator Qualifications: A qualified fabricator, approved by the Building Department and the Owner, who has had review and approval by a certified special inspector. Approval shall be based upon review of the fabricator's written procedural and quality control manuals and periodic auditing of fabrication practices by an approved special inspection agency. 1.4. Structural steel shop drawings shall be submitted to the engineer for review prior to fabrication. 2. MATERIALS 2.1. Structural shapes, plates, and bars shall conform to ASTM A36, unless noted otherwise. 2.2. HSS tube steel sections (rectangular, square and round) shall conform to ASTM A500, Grade B. 2.3. Pipe sections shall conform to ASTM A53 Grade B. “STD” indicates Standard Weight, “EXT” indicates Extra Strong, and “DBL” indicates Double-Extra Strong. 2.4. Stainless Steel: Where stainless steel is specified on the plans, plates, sheets, and strips shall be per ASTM A240 and Grade Type 304 (or 316 if welded). Bars and shapes shall be ASTM A276 and Type 304 (or 316 if welded). 2.5. Drypack and grout for base plates shall be “Five-Star” non-shrink grout or an approved equal. Surfaces shall be properly cleaned of foreign material prior to grouting operation. 3. EXECUTION 3.1. Welding shall be performed using SMAW, SAW, GMAW, or FCAW processes with approved electrodes conforming to ASTM A-233 and applicable AWS specifications. 3.2. For partial-joint-penetration (“PJP”) groove welds, do not use any combination of groove type and welding process which would result in an effective throat less than the full depth of the groove (e.g. do not use 45o bevels in combination with either SMAW processes or GMAW/FCAW processes in the vertical or overhead position). 3.3. Welds shall use E70XX electrodes, unless noted otherwise, with a minimum CVN toughness of 20 ft-lb at -20o F, using AWS A5 classification test methods. 3.4. Minimum preheat and interpass temperatures shall be provided for welds, including tack welds, in accordance with AWS D1.1, Table 3.2. The maximum preheat and maximum interpass temperature permitted is 550o F, measured at a distance of 1 in. from the point of arc initiation. 3.5. Welding shall be performed by welders certified in accordance with AWS D1.1. Special inspections (see General above) shall be arranged, with Building Department approval, at the expense of the Contractor. 3.6. Use weld tabs (backing bars) at flange plate and shear plate to column connections. After welding, remove the weld tabs and finish to a smooth contour per 3.12.3 of AWS D1.1-2010. Weld tab removal may be performed by air carbon arc cutting (CAC-A), air carbon arc gouging (ACAG), grinding, chipping, or thermal cutting. In addition, after removing the backing bar backgouge the weld root to sound metal, weld backgouged region and finish welding using a reinforcing fillet weld with a minimum leg size of 5/16” or the root opening plus 1/16”, whichever is larger. 3.7. Exposed welds shall be filled and ground smooth where metal will come in contact with the public, unless reasonably smooth and uniform welds have been provided. Additional finish requirements are per the Contractor. 3.8. Bolt holes in steel plates and shapes shall be AISC “standard holes,” unless specifically noted otherwise. Bolt holes shall be drilled 1/32” min. to 1/16” max. larger than the bolt diameter. 3.9. Steel exposed to weather, soil, or moisture shall be galvanized or have similar corrosion protection. Steel embedded in concrete shall have the same cover requirements as for reinforcing steel (rebar), unless the embedded steel is galvanized or has similar corrosion protection. Finishing requirements for exposed steel are per the Contractor. FOUNDATIONS & CONCRETE 1. GENERAL 1.1 Soils values are per Geotechnical Report (or “Soils Report”) by GeoSolutions, Inc., Project No. SL09304-10, dated January 26, 2022. This report and the recommendations contained therein shall be considered a part of the construction documents. (It is the Contractor's responsibility to obtain a copy of the soils report and any addenda from the owner or owner’s representative.) 1.2 Refer to the Structural Design Parameters on the Structural Title Sheet for soil/foundation design values. 1.3 Refer to the Statement of Special Inspections on S0.1 for information related to inspections as required by the governing building code. 1.4 N/A 1.5 The Soil Engineer/Geologist of record shall inspect and sign-off grading and excavations prior to placement of forms, reinforcing steel or concrete. In cases involving engineered fill, a soils engineer shall provide the necessary inspections, tests and approvals. The Contractor is responsible for geotechnical follow-up services as defined in the soils report. 1.6 Prior to the Contractor requesting a building department foundation inspection, the soils engineer shall advise the building inspector in writing that the building pad was prepared in accordance with the soils report and that the foundation excavations, the soil’s expansive characteristics and bearing capacity conform to the soils report. 1.7 Refer the structural plans for foundation embedments; however, foundations shall not be embedded less than 30” below adjacent grade and into approved engineered fill, unless specifically noted otherwise. Foundations shall be deepened where necessary to conform to 2022 CBC Section 1808 setback requirements which require a minimum distance from the face of the foundation to the face of the descending slope equal to H/3 (where H is the height of the slope). The setback must be at least 5’-0” but need not exceed 40’-0”. 1.8 Prior to construction, the soils engineer of record should review and approve the structural plans. Additionally, it is recommended that there be a preconstruction meeting between the owner, Contractor, and soils engineer to discuss testing procedures, scheduling, and inspections. 2. MATERIALS 2.1 Concrete shall have a strength of 2500 psi at 28 days, and a maximum slump of 5”. W/C ratio is 0.55 max. for slabs, walls and columns, and is 0.60 max. for foundations. Special Inspection is not required, except where specified herein, on the structural plans, or by the Building Department. 2.2 Cementitious Material: Portland cement shall conform to ASTM C150, Type II, low- alkali. Fly ash shall conform to ASTM C618, Class F. 2.3 Special Inspection is required for structural slabs, walls, piles, caissons, flat plates, columns and beams. Exception: if the construction is of a minor nature and the Building Department waives the special inspection requirement and special inspection is not specified on the structural plans. (2022 CBC 1701.1 and 1705] 2.4 Reinforcing steel shall conform to ASTM A615 (except as noted below), and shall be deformed, clean, and free of rust. Bars shall be 60 grade minimum (unless specified otherwise), except that #3 bars may be 40 grade. Reinforcing steel that is to be welded shall conform to ASTM A706 in lieu of A615. The welding of reinforcement shall be special inspected and conform to AWS D1.4. 2.5 Aggregates shall be per ASTM C33. Maximum size 1½” for footings and 1" for all other work. Reduce maximum aggregate size as required to conform to ACI 318 Section 3.3.2. Coarse aggregate shall be crushed rock. 2.6 Drypack/grout material for baseplates, concrete tilt-panels, sill plates or other specified use shall be non-shrink grout by Five Star Products Inc., Quikrete, or approved equal, and installed at a “plastic” consistency, in accordance with approved methods and techniques. Surfaces shall be properly cleaned of foreign material prior to grouting operation. 2.7 Epoxy/Adhesive: a) Use Simpson SET-XP Epoxy (ICC ESR-2508), or approved equal for cracked concrete, unless noted otherwise. b) Install only where specifically detailed by the Engineer. Refer to the ICC Evaluation Report for product and installation requirements. c) Contact the Engineer for product substitution when needed for special conditions, such as temperature extremes, fast cure or slow cure, low or high viscosity, low base material temperature, etc. d) Standard threaded anchor rods shall conform to ASTM F1554 Grade 36, UNO. e) High-Strength threaded anchor rods shall conform to ASTM A193 Grade B7 or ASTM F1554 Grade 105, UNO. f) Where exposed to weather, soil, or moisture, threaded anchor rods shall be hot- dipped galvanized per ASTM A153 Class C or D, or be stainless steel. Contact the Engineer when stainless steel is necessary. 2.8 Anchor Bolts: A307 or F1554 Grade 36 hex-headed, unless noted otherwise. 2.9 The Building Department may require the testing of any materials used in concrete construction to determine if materials are quality specified. Tests of materials and of concrete shall be made by an approved agency and at the expense of the Contractor; such tests shall be made in accordance with the standards listed in CBC Section 1903. Tests and materials of reinforced concrete, and concrete durability, quality, mixing and placing, shall conform to CBC Sections 1903, 1904, and 1905. Refer to the Building Department for additional testing and materials requirements. 3. EXECUTION 3.1 Minimum lengths for rebar development, lap splices, and compression splices shall be as follows, UNO: 2500 psi Concrete: Bar Size Lap Splice #3 20” Min. #4, #5, #6 50 bar dia. #7, #8 78 bar dia. Dowels shall be provided for vertical and horizontal reinforcing bars in walls, columns, etc., and shall be of the same size and spacing as the supporting wall, columns, etc. Footing reinforcement shall be hooked into intersecting footings with standard 90 degree end hooks per Detail 8/S2.1, unless noted otherwise on the plans. Per ACI 318 26.6.2.2, no rebar may be “wet set.” 3.2 Reinforcing clearances for foundations shall be 3” min. when against earth and 2” min. when against a formed surface UNO. Other reinforcing clearances shall be 1 1/2” minimum UNO. 3.3 Removal of forms (formwork) supporting vertical surfaces shall be after 2 days min. and supporting beams or girders shall be after 15 days minimum. 3.4 Construction joints shall be prepared by wire brushing and cleaning and brushing in a paste of neat cement mortar immediately prior to pouring. Location of construction joints shall be approved by the Engineer. 3.5 Concrete Curing: Concrete shall be maintained above 50 deg. F and in a moist condition for at least the first 7 days after placement (provide 10 days min. for Type II cement & 14 days min. for Type IV or V cement per ACI 308). When formwork is removed from a surface prior to 7 days (the minimum time specified) after placement of concrete, the surface shall be kept continuously moist by spraying or by covering with wet burlap or curing cover. During hot weather, proper attention shall be given to ingredients, production methods, handling, placing, protection, and curing to prevent excessive concrete temperatures or water evaporation that may impair required strength or serviceability of the member or structure. Finishes are per the Contractor/Owner. 3.6 Retaining Walls: shall not be backfilled until concrete has set a minimum of 14 days (28 days is preferred). Walls shall be fully backfilled prior to framing being placed on or against the wall. Per the geotechnical report, backfill shall be inspected by the soils engineer at time of placement. Vehicles and compaction equipment shall not operate within a distance of H/2 from the wall, and shall not be parked within a distance of H from the wall (‘H’ being the height of the wall). Where the requirements of the soils report are more restrictive, they shall govern. 3.7 Epoxy/Adhesive: a) Install only where specifically detailed by the Engineer. Special inspection of epoxy or adhesive applications is required. Install epoxy and adhesive anchors in accordance with the manufacturer's instructions and the requirements of the product's current ICC ESR approval report. b) Installation of adhesive anchors that are to be under sustained tension loading horizontal to vertically overhead installation shall be done by a certified adhesive anchor installer (AAI) as certified through ACI and in accordance with ACI 318- 2014 (Section 17.8.2.2). c) Adhesive anchors shall be installed in concrete having a minimum age of 21 days at time of anchor installation, per ACI 318-2014 (Section 17.1.2) . For installations sooner than 21 days, consult adhesive manufacturer. d) Refer to the ICC ESR report for restrictions on temperature of the base material at time of adhesive installation. 3.8 Minimum Spacing of Reinforcement Bars: a) Minimum clear spacing between parallel bars in a layer shall be one bar diameter but not less than one inch. b) For parallel reinforcement in two or more layers; bars in upper layers shall be placed directly above bars in lower layers and shall have a clear vertical distance between bars not less than one inch. c) Clear distance minimums between bars shall also apply to the bars of a contact lap splice and any adjacent bars of contact lap splices. MASONRY 1. GENERAL 1.1. N/A 1.2. N/A 1.3.N/A 1.4. Product submittals are required for proposed masonry units, grout mix and mortar mix, and shall be submitted to the Engineer for review and approval. Color and appearance of the materials are per the Contractor/Owner. 1.5. Masonry construction shall conform with the Building Code Requirements for Masonry Structures (ACI 530-13 / ASCE 5-13 / TMS 402-13) and the Specification for Masonry Structures (ACI 530.1 -13/ ASCE 6-13/ TMS 602-13), except as modified by the 2022 CBC. 2. MATERIALS 2.1. Masonry (Assembly) Strength, f'm: Shall be 1500 psi minimum. 2.2. Masonry Units: Shall conform to ASTM C90, Grade N, medium-weight. When masonry testing is per the Unit Strength Method, sampling and testing shall be per ASTM C140, and masonry units are required to have a net area compressive strength as follows: Assembly Strength, f'm Required Unit Strength 1500 psi 1900 psi 2.3. Mortar: Shall conform to ASTM C270, and shall conform to the proportions of 2022 CBC Table 2103.2.3. When f'm is specified to be 2000 psi or less, mortar shall be Type S or M. When f'm is specified to be greater than 2000 psi, mortar shall be Type M. No mortars shall be used that have stood for more than 1½ hours. 2.4. Grout: Shall conform to ASTM C476; shall have strength of 2000 psi or strength of f'm, whichever is greater; and the compressive strength shall be determined in accordance with ASTM C1019. Grout shall have an acceptable slump of 8” to 11”. 2.5. Admixtures: Sika Grout Aid shall be used in grout mix. Other admixtures shall not be permitted unless sustaining data has been submitted to and approved by the Engineer and the Building Official. Fire clay, dirt and other deleterious materials are prohibited. 2.6. Aggregates: Sand for mortar shall conform to ASTM C144 except that not less than 3% of the sand shall pass the number 100 sieve. Sand and pea gravel for grout shall conform to ASTM C404, Table 1, coarse aggregate, except when other gradings are specifically approved by the engineer. Provide clean, sharp, well graded aggregate free from injurious amounts of dust, lumps, shale, alkali, surface coatings, and organic matter. 2.7. Water used for mortar and grout shall be clean and free from deleterious amounts of acids, salts, alkali, and organic materials. 2.8. Epoxy/Adhesive: Use Simpson SET-XP Epoxy (ICC ER-265), or approved equal specifically for grouted masonry, unless noted otherwise. Refer to the ICC Evaluation Report for product and installation requirements. Install only where specifically detailed by the Engineer. Special inspection of epoxy or adhesive installation is required. (Contact the Engineer for product substitution when needed for special conditions, such as temperature extremes, fast cure or slow cure, low or high viscosity, etc.). Anchor rods shall conform to ASTM A193, Grade B7, UNO. 2.9. Steel Reinforcing: shall conform to ASTM A615, Grade 60, clean and free of rust, except that #3 bars may be Grade 40. Reinforcing steel that is to be welded shall conform to ASTM A706 in lieu of A615. The welding of reinforcement shall be special inspected and conform to AWS D1.4. 2.10. Anchor Bolts: A307 or F1554 Grade 36 hex-headed, unless noted otherwise. 3. EXECUTION 3.1. All cells shall be solid grouted (or “fully” grouted). 3.2. Masonry units shall be laid in running bond. If units are laid in stack bond, then additional reinforcing will be required; contact the Engineer for additional requirements. Surfaces shall be cleaned of loose debris prior to setting block. Cells shall be in vertical alignment such that minimum vertical unobstructed core (excluding horizontal bars) is 2½”x 3". 3.3. Bed and head joints shall be 3/8” thick, except that the thickness of the bed joint of the starting course placed over foundations shall not be less than 1/4” and not more than 3/4”. End walls and cross webs forming cells shall be full-bedded in mortar to prevent leakage of grout. 3.4. Grout lifts shall not exceed 5 feet. Grout shall be consolidated by mechanical vibration immediately after placing to help ensure filling of voids. Reconsolidation by vibration must be done after the initial water loss and before initial set. Horizontal construction joints shall be formed by stopping the grout pour 1½” below top of masonry. A new grout lift may begin after the previous lift has cured for 4 hours. 3.5. Reinforcement Placement: a) Reinforcing shall be held securely in position. Vertical bars shall be held in position at top and bottom and at intervals not more than 200 bar diameters. b) Minimum lengths for rebar development and lap splices in masonry shall be 48 bar diameters, UNO. Mechanical bar splice couplers per item c) below are required for #10 and #11 bars. c) Reinforcing bars to have grout coverage of at least one bar diameter (½” minimum) from inside face of shell, however the clear distance from outside face of masonry to the reinforcing shall not be less than 2” when masonry is exposed to soil or 1½” for other conditions. d) The clear distance between parallel bars is 1” minimum and (and shall not be less than 1 bar diameter), except that the two bars in a contact splice shall be in contact. This clear distance requirement also applies to the clear distance between a contact splice and adjacent splices or bars. [Exception: The minimum clear distance between parallel bars in columns and pilasters is 2 1/2 bar diameters.] e) Refer to the next section for lap splice lengths. Stagger adjacent lap splices by at least half the required lap splice length. 3.6. Lap splice lengths shall conform with the following for f'm = 1500 psi: a) 2-inch cover to bar splice: i) #3 and #4 bars 48 bar diameters ii) #5 bars 62 bar diameters 3.7. Refer to the structural details for wall reinforcing. Minimum block wall vertical reinforcing shall be #5 @ 24” o.c. and horizontal reinforcing shall be #4 @ 24” o.c., UNO. At least one continuous horizontal #4 bar or larger shall be placed in both the bottom and the top course of masonry wall, unless noted otherwise. 3.8. See structural sheets for typical wall details. At a minimum, door and window jambs shall have (2) #5 bars, and headers (or “lintels”) shall have (2) #5 bars, unless noted otherwise on the plans. Jamb and lintel bars shall extend past the opening for a full development length (as defined in Section 3.5b above). 3.9. Jamb reinforcing steel shall extend into the foundation (or deck) below with lap bars of the same diameter bent with 90-degree standard hooks into the footing or deck. Jamb steel shall continue to the top of the wall, unless detailed otherwise on the plans, but shall not extend less than 40 bar diameters past the opening. 3.10. Masonry Columns & Pilasters: Refer to the structural details for reinforcement requirements. Provide a #3 tie less than half a tie spacing above the bottom of each column. Provide a #3 tie less than half a tie spacing from the top of each column (or from the lowermost horizontal reinforcement in beam, girder, slab, or drop panel above). 3.11. Provide at least (4) #3 ties within the top 5” of the column, and engage at least four vertical bars and/or anchor bolts with the ties. The uppermost tie shall be within 2” of the top of the column. Bars shall be placed not less than 1½” and not more than 5” from the surface of the column. 3.12. Anchor Bolt Installation: Secure in place prior to grouting. Provide 1” minimum grout coverage. 3.13. Conduit sleeves shall not be spaced closer than three sleeve diameters center-to- center. Conduit and other obstructions shall be strategically located so as to avoid conflict with wall reinforcing and cell grout spaces and the required clearances. 3.14. Waterproofing masonry walls , if required by others. 3.15. The Contractor shall coordinate with other trades whose work relates to the masonry installation for placing of required framing. This includes, but is not limited to, placing anchors, bolts, pipes, sleeves, nailers, blockouts, reglets, fittings, conduits, etc., provided by other trades within the masonry construction. 3.16. Cold Weather Construction: Comply with TMS 602-13 Section 1.8C. 3.17. Hot Weather Construction: Comply with TMS 602-13 Section 1.8D. 3.18. Retaining Walls: shall not be backfilled until concrete has set a minimum of 14 days (28 days is preferred). Walls shall be fully backfilled prior to framing being placed on or against the wall. Per the geotechnical report, backfill shall be inspected by the soils engineer at time of placement. Vehicles and compaction equipment shall not operate within a distance of H/2 from the wall, and shall not be parked within a distance of H from the wall (‘H’ being the height of the wall). Where the requirements of the soils report are more restrictive, they shall govern. STRUCTURAL STEEL 1. GENERAL 1.1.Structural steel shall conform to the requirements of ASTM and shall be fabricated according to AISC practice and specifications for building, including QA/QC guidelines of AISC 360-10 Chapter N for fabrication, erection, and inspection. Steel deck fabrication, handling, and installation shall be per SDI-C-2011, SDI-QA/QC-2011, ANSI/RD1.0-10, and associated reference standards. 1.2. N/A 1.3. Fabricator Qualifications: A qualified fabricator, approved by the Building Department and the Owner, who has had review and approval by a certified special inspector. Approval shall be based upon review of the fabricator's written procedural and quality control manuals and periodic auditing of fabrication practices by an approved special inspection agency. 1.4. Structural steel shop drawings shall be submitted to the engineer for review prior to fabrication. 2. MATERIALS 2.1. Structural shapes, plates, and bars shall conform to ASTM A36, unless noted otherwise. 2.2. HSS tube steel sections (rectangular, square and round) shall conform to ASTM A500, Grade B. 2.3. Pipe sections shall conform to ASTM A53 Grade B. “STD” indicates Standard Weight, “EXT” indicates Extra Strong, and “DBL” indicates Double-Extra Strong. 2.4. Stainless Steel: Where stainless steel is specified on the plans, plates, sheets, and strips shall be per ASTM A240 and Grade Type 304 (or 316 if welded). Bars and shapes shall be ASTM A276 and Type 304 (or 316 if welded). 2.5. Drypack and grout for base plates shall be “Five-Star” non-shrink grout or an approved equal. Surfaces shall be properly cleaned of foreign material prior to grouting operation. 3. EXECUTION 3.1. Welding shall be performed using SMAW, SAW, GMAW, or FCAW processes with approved electrodes conforming to ASTM A-233 and applicable AWS specifications. 3.2. For partial-joint-penetration (“PJP”) groove welds, do not use any combination of groove type and welding process which would result in an effective throat less than the full depth of the groove (e.g. do not use 45o bevels in combination with either SMAW processes or GMAW/FCAW processes in the vertical or overhead position). 3.3. Welds shall use E70XX electrodes, unless noted otherwise, with a minimum CVN toughness of 20 ft-lb at -20o F, using AWS A5 classification test methods. 3.4. Minimum preheat and interpass temperatures shall be provided for welds, including tack welds, in accordance with AWS D1.1, Table 3.2. The maximum preheat and maximum interpass temperature permitted is 550o F, measured at a distance of 1 in. from the point of arc initiation. 3.5. Welding shall be performed by welders certified in accordance with AWS D1.1. Special inspections (see General above) shall be arranged, with Building Department approval, at the expense of the Contractor. 3.6. Use weld tabs (backing bars) at flange plate and shear plate to column connections. After welding, remove the weld tabs and finish to a smooth contour per 3.12.3 of AWS D1.1-2010. Weld tab removal may be performed by air carbon arc cutting (CAC-A), air carbon arc gouging (ACAG), grinding, chipping, or thermal cutting. In addition, after removing the backing bar backgouge the weld root to sound metal, weld backgouged region and finish welding using a reinforcing fillet weld with a minimum leg size of 5/16” or the root opening plus 1/16”, whichever is larger. 3.7. Exposed welds shall be filled and ground smooth where metal will come in contact with the public, unless reasonably smooth and uniform welds have been provided. Additional finish requirements are per the Contractor. 3.8. Bolt holes in steel plates and shapes shall be AISC “standard holes,” unless specifically noted otherwise. Bolt holes shall be drilled 1/32” min. to 1/16” max. larger than the bolt diameter. 3.9. Steel exposed to weather, soil, or moisture shall be galvanized or have similar corrosion protection. Steel embedded in concrete shall have the same cover requirements as for reinforcing steel (rebar), unless the embedded steel is galvanized or has similar corrosion protection. Finishing requirements for exposed steel are per the Contractor. N Sheet No.: Drawing Notes: The use of these plans shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction or publication by any method, in whole or in part, is prohibited.Title to these plans remains with T&S Structural without prejudice. See the General Notes for additional restrictions. Visual contact with these plans and specifications shall constitute prima facie evidence of the acceptance of these restrictions. DO NOT SCALE THESE DRAWINGS. See the Civil plans for dimensions. The Contractor shall verify and be responsible for all dimensions and existing conditions on the job and shall report any discrepancies to the Engineer for resolution prior to commencing with the work in question. © 2022 T&S Structural, Inc. Project Engineer: Revisions: BCB/SSE Consultants: Avila Ranch - Phases 2-6 175 Venture Drive San Luis Obispo, CA AVILA RANCH RETAINING WALLS Project Name: Checked By:MMG Date: Scale: Job No: 20523 Sheet Title: Engineer: 800.579.3881 www.tsstructural.com HEADQUARTERS: 684 Clarion Court San Luis Obispo, CA 93401 SAN LUIS OBISPO PASADENA SANTA BARBARA NORTHERN CALIFORNIA DESIGNER Wallace Group 612 Clarion Court San Luis Obispo, CA 93401 (805) 564.6074 SOILS ENGINEER GeoSolutions, Inc. 220 High Street San Luis Obispo, CA 93401 (805) 543.8539 Issued for Construction1 FMAP-0808-2021 May 16, 2023 LIVCI CA L I F O R N IA FO T A T S E C 65495 Exp. 09/30/23 McM.ELLE C CO E Y - G MI H V O D O ESSIONA L E N G I N E ER FORPDERETSIGER PRINCIPAL S1.1 1" = 100' SITE PLAN Scope of Work: Concrete Drainage Channel Scope of Work: Concrete Drainage Channel Scope of Work: CMU Retaining Wall Scope of Work: CMU Retaining Wall Scope of Work: CMU Retaining Wall 6 S2.1 2 S2.2 4 S2.2 16 S2.2 GENERAL FOUNDATION NOTES See Soils Report, General Notes & Specifications for Additional Requirements and Material Specifications All Dimensions per Civil Plans, Contractor to Verify Dimensions PRIOR to Commencement of Construction Prior to the Contractor Requesting a Building Department Foundation Inspection, the Soils Engineer Shall Advise the Building Inspector in Writing that: b) c) a)The Building Pad was Prepared in Accordance with the Soils Report, The Utility Trenches have been Properly Backfilled and Compacted, The Foundation Excavations, the Soil's Expansive Characteristics and Bearing Capacity Conform to the Soils Report. Soils work must conform to the requirements and recommendations of the Soils (or "Geotechnical") Report: "SOILS ENGINEERING REPORT UPDATE" for Avila Ranch Development Phase II-VI by Patrick B. McNeill, P.E., of GeoSolutions, Inc., dated January 26, 2022, File No. #SL09304-10, including all subsequent letters and addenda. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO CONSTRUCTION AND CONTACT T&S STRUCTURAL REGARDING ANY DISCREPANCY 12 S2.1 18 S2.1 Scope of Work: CMU Retaining Wall 14 S2.2 14 S2.2 18 2.2 14 S2.2 14 S2.2 2 S2.3 Location of Storm Drains opening in the Wall. Refer to 2/S2.3 & 4/S2.3 for more Info. Sheet No.: Drawing Notes: The use of these plans shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction or publication by any method, in whole or in part, is prohibited.Title to these plans remains with T&S Structural without prejudice. See the General Notes for additional restrictions. Visual contact with these plans and specifications shall constitute prima facie evidence of the acceptance of these restrictions. DO NOT SCALE THESE DRAWINGS. See the Civil plans for dimensions. The Contractor shall verify and be responsible for all dimensions and existing conditions on the job and shall report any discrepancies to the Engineer for resolution prior to commencing with the work in question. © 2022 T&S Structural, Inc. Project Engineer: Revisions: BCB/SSE Consultants: Avila Ranch - Phases 2-6 175 Venture Drive San Luis Obispo, CA AVILA RANCH RETAINING WALLS Project Name: Checked By:MMG Date: Scale: Job No: 20523 Sheet Title: Engineer: 800.579.3881 www.tsstructural.com HEADQUARTERS: 684 Clarion Court San Luis Obispo, CA 93401 SAN LUIS OBISPO PASADENA SANTA BARBARA NORTHERN CALIFORNIA DESIGNER Wallace Group 612 Clarion Court San Luis Obispo, CA 93401 (805) 564.6074 SOILS ENGINEER GeoSolutions, Inc. 220 High Street San Luis Obispo, CA 93401 (805) 543.8539 Issued for Construction1 FMAP-0808-2021 May 16, 2023 LIVCI CA L I F O R N IA FO T A T S E C 65495 Exp. 09/30/23 McM.ELLE C CO E Y - G MI H V O D O ESSIONA L E N G I N E ER FORPDERETSIGER PRINCIPAL S2.1 STRUCTURAL DETAILS BLAN K -DTYP. REINFORCEMENT BAR BENDS 29 0 3 1 10 . 1 2 . 2 0 1 7 Co p y r i g h t © STANDARD HOOKS FOR STIRRUPS & TIES6d,3" Min.12d (#6 & Larger Bars) 6d (#5 & Smaller Bars) STANDARD HOOKS D J 4d, 2 1/2" Min. Depth Required Per Details Depth Required Per Details 12 d d d Bar Size D #3 #4 #5 #6 #7 #8 #9 #10 2 1/4" 3" 3 3/4" 4 1/2" 5 1/4" 6" 9" 10 1/4" J 3" 4" 5" 6" 7" 8" 11 1/4" 12 3/4" All bar bend diameters and end lengths must conform to the CRSI Manual of Standard Practice. NOTE: #3 #4 #5 #6 #7 #8 1 1/2" 2" 2 1/2" 4 1/2" 5 1/4" 6" Bar Size D d DD135° Hook 90° Hook 180° Hook 90° Hook 24 0 0 2 07 . 3 0 . 2 0 0 7 Co p y r i g h t © STEP IN RET. WALL FOUNDATION 24" Min. 24 " M a x . Reinf. at Top of Footing Where Occurs Standard Hooks, Typ. Reinf. at Bottom of Footing Where Occurs #4 @ 16" o.c. Top & Bottom w/ Lap Splices per Specs. at Each End of Bar CONTROL JOINT IN RET. WALL 24 0 0 1 03 . 1 6 . 2 0 0 9 Co p y r i g h t © CMU: Terminate Every Other Horizontal Bar 4" From Control Joint Cont. Head Joint w/ Caulk In Lieu of Mortar in CMU Ret. Wall Where Occurs 2 x Wall Height Max. to Next Joint (or End of Wall) 2 x Wall Height Max. to Next Joint (or End of Wall) CONCRETE: Control Joints in Conc. Ret. Wall Where Occur 2 x Wall Height Max. to Next Joint (or End of Wall) 2 x Wall Height Max. to Next Joint (or End of Wall) 1 1 / 2 " LOADED FACE LOADED FACE 4" NOTE: All Joint Material to be Approved by the Engineer Prior to Construction Vert. Bar Each Side of Joint Terminate Every Other Horizontal Bar 4" From Control Joint 8"/12" CMU RW WITH TOE FTG. 25 0 2 7 01 . 3 0 . 2 0 1 9 Co p y r i g h t © 40 " M i n . H 15 " 12" B Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report D 12" Min.Free-Draining Backfill per Soils Report (See Note on S0.1) 12" A3 Key Reinf. per Schedule #5 @ 12" o.c. Typ. Footing & Key 1 Bar Dia. Clr. Typ. 6"Mi n . 3" Clr. 1 1 E 3" C l r . Lap Splice per Specs. A1 Starter Bars per Schedule 12" CMU Stem Fully Grouted 5'-0" Min. to Daylight Drain per Soils Report(See Note on S0.1) #4 @ 16" o.c. Horiz. Typ. A2 Vert. Reinf. per Schedule 8" CMU Block Fully Grouted Cont. Horiz. Bar Top of Wall 2x4 Shear Key No Footings Shall Bear Abv. This Line NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. H B 5'-4" Max.3'-5" A2A1 A3D #5 @ 18"#5 @ 8"#5 @ 16" 6'-0" Max.3'-10"#5 @ 8"#5 @ 16" 12" 17" #5 @ 12" o.c. 6'-8"Max.4'-3"#5 @ 18"#5 @ 8"#5 @ 16"22" #5 @ 18" 10' Maintenance Easement Concrete Swale by others 3' Level backfill 5'-0" Min. to Daylight 8" CMU RW UP TO 4FT 25 0 2 1 01 . 3 0 . 2 0 1 9 Co p y r i g h t © 4' - 0 " Ma x . 15 " B 12" Min.Free-Draining Backfill per Soils Report (See Note on S0.1) 1 Bar Dia. Clr. Typ. 6" M i n . 12" 1 1 Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report E 3" C l r . Cont. Horiz. Bar Top of Wall 8" CMU Block Fully Grouted #4 @ 16" o.c. Horiz. No Footings Shall Bear Above Line #5 @ 12" o.c. Each Way T&B of Footing Drain per Soils Report (See Note on S0.1) 2x4 Shear Key #5 Vertical Bars A1 w/ Std. Hook @ Bot. NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. H B 2'-8"Max.2'-0" D -3'-4"Max.2'-4" 4'-0"Max.2'-8"4" 12" D A1 #5@ 32" #5@ 32" #5@ 32" - Property line where occurs per Civil Drawings 10' Maintenance Easement Level backfill 5'-0" Min. to Daylight 8"/12" CMU RW WITH HEEL FTG. 25 0 3 9 01 . 3 0 . 2 0 1 9 Co p y r i g h t © 40 " M i n . H 15 " 12" B D 12" Min.Free-Draining Backfill per Soils Report (See Note on S0.1) 1 Bar Dia. Clr. Typ. 6" M i n . 12" 3" Clr. 1 1 Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report E #4 @ 16" o.c. Horiz. Typ. A2 Vert. Reinf. per Schedule 8" CMU Block Fully Grouted Lap Splice per Specs. A1 Starter Bars per Schedule 12" CMU Stem Fully Grouted Cont. Horiz. Bar Top of Wall A3 Key & Top of footing Reinf. per Schedule #5 @ 12" o.c. Typ. Footing & Key #5 @ 12" o.c. 3" C l r . Ty p . 2x4 Shear Key No Footings Shall Bear Abv. This Line NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. Drain per Soils Report(See Note on S0.1) H B 5'-4" Max.3'-5" A2A1 A3D #5 @ 8"#5 @ 8"#5 @ 16 " 6'-0" Max.3'-9"#5 @ 8"#5 @ 16 " 12" 17" 6'-8"Max.4'-1"#5 @ 8"#5 @ 8"#5 @ 16 "22" #5 @ 8" Property line where occurs per Civil Drawings 10' Maintenance Easement Level backfill TYP. FOOTING CONNECTIONS FTG. CORNER PLAN FTG. CROSS PLAN Dowels to Match Size of Footing Bars (T&B) FTG. TEE PLAN Lap Splice per Specs., Typ. La p S p l i c e pe r S p e c s . , T y p . Footing & Reinf. per Plan La p S p l i c e pe r S p e c s . , Ty p . 21 9 3 0 10 . 0 8 . 2 0 2 0 Co p y r i g h t © Reinf. Cont. Across Intersection, Typ. Dowels to Match Size of Footing Bars (T&B) Footing & Reinf. per Plan 8"CMU RW WITH TOE FTG. 25 0 0 9 01 . 3 0 . 2 0 1 9 Co p y r i g h t © La p S p l i c e pe r S p e c s . H 15 " 12" B D 12" 1 Bar Dia. Clr. Typ. 6"Mi n . 3" Clr. Typ. E 5'-0" Min. to Daylight A3 Key Reinf. per Schedule #5 @ 12" o.c. Typ. Footing & Key 3" C l r . Cont. Horiz. Bar Top of Wall 8" CMU Block Fully Grouted #4 @ 16" o.c. Horiz. No Footings Shall Bear Above LineFinish Grade per Civil 2x4 Shear Key A1 Starter Bars per Schedule 1 1 A2 Vert. Reinf. per Schedule Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report 12" Min.Free-Draining Backfill per Soils Report (See Note on S0.1) H B 4'-8" Max.3'-0" A2A1 A3D 8"#5 @ 18 "#5 @ 8"#5 @ 16" NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. Drain per Soils Report(See Note on S0.1) 10' Maintenance Easement Concrete Swale by others 3' Level backfill 5'-0" Min. to Daylight 8"CMU RW WITH HEEL FTG. 25 0 2 1 01 . 3 0 . 2 0 1 9 Co p y r i g h t © La p S p l i c e pe r S p e c s . H 15 " 12" B D 1 Bar Dia. Clr. Typ. 6" M i n . 12" 3" Clr. 1 1 E H B 4'-8"Max.3'-0" A2A1 A3D 8" A3 Key & Top of footing Reinf. per Schedule #5 @ 12" o.c. Typ. Footing & Key 3" C l r . Cont. Horiz. Bar Top of Wall A2 Vert. Reinf. per Schedule 8" CMU Block Fully Grouted #4 @ 16" o.c. Horiz. No Footings Shall Bear Above Line #5 @ 12" o.c. 2x4 Shear Key A1 Starter Bars per Schedule Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. 12" Min.Free-Draining Backfill per Soils Report (See Note on S0.1) #5 @ 8"#5 @ 8"#5 @ 16 " Drain per Soils Report(See Note on S0.1) Property line where occurs per Civil Drawings 10' Maintenance Easement Level backfill 8" CMU WALL TYP. CMU WALL INTERSECTIONS 40 0 0 7 09 . 0 4 . 2 0 0 8 Co p y r i g h t © WALL CORNER PLAN VIEW Wall and Reinf. per Plan La p S p l i c e pe r S p e c s WALL CORNER Wall and Reinf. per Plan La p S p l i c e pe r S p e c s 12" CMU WALL 25 0 7 5 03 . 0 4 . 2 0 1 9 Co p y r i g h t © H 18 " 12" B Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report12" 1 Bar Dia. Clr. Typ. at CMU 6" M i n . 1 1 E 5'-0" Min. to Daylight A3 Key Reinf. per Schedule #5 @ 12" o.c., Typ. Footing & Key Drain per Soils Report No Footings Shall Bear Above Line 2" Min., 2-1/2" Max. Clr at Conc. C 3" Clr. 3" C l r . D 2x6 Shear Key Req'd at Optional Cold Joint A1 Continuous Starter Bars into Conc. wall per Schedule Lap Splice per Specs A2 Vert. Reinf. per Schedule 8" CMU Block Fully Grouted 2x4 Shear Key Cont. Horiz. Bar Top of Wall 12" Concrete Stem #4 @ 16" o.c. Horiz., Typ. 12" CMU Block Fully Grouted 8"/12" CMU RW WITH CONC. STEM H B A2A1D A3 7'-6" Max.5'-0"29"#5 @ 8"#5 @ 16"#5 @18" 1 Bar Dia. Clr. Typ. at CMU 8'-2" Max.5'-5"34"#5 @ 8"#5 @ 16"#5 @18" 8'-10" Max.5'-10"38"#5 @ 8"#5 @ 16"#5 @18" NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. 40 " M i n . C 10" 18" 26" Property line where occur per Civil Drawings 10' Maintenance Easement Concrete Swale by others 12" Min.Free-Draining Backfill per Soils Report (See Note on S0.1) Level Backfill 5'-0" Min. to Daylight 25 0 8 1 03 . 0 4 . 2 0 1 9 Co p y r i g h t © H 18 " 12" B D 12" Min.Free-Draining Backfill per Soils Report (See Note on S0.1) 1 Bar Dia. Clr. Typ. at CMU 3" C l r . Ty p . 6" M i n . 12" 3" Clr. 2" Min., 2-1/2" Max. Clr at Conc. No Footings Shall Bear Abv. This Line 1 1 E 2x6 Shear Key Req'd at Optional Cold Joint A1 Continuous Starter Bars into Conc. wall per Schedule Lap Splice per Specs A2 Vert. Reinf. per Schedule 8" CMU Block Fully Grouted 2x4 Shear Key Cont. Horiz. Bar Top of Wall #4 @ 16" o.c. Horiz., Typ. 12" CMU Block Fully Grouted 40 " M i n . C #5 @ 12" o.c. at Bot. of Footing A3 Key & Top of footing Reinf. per Schedule #5 @ 12" o.c., Typ. Footing & Key Drain per Soils Report (See Note on S0.1) 8"/12" CMU RW WITH CONC. STEM 12" Concrete Stem Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report 1 Bar Dia. Clr. Typ. at CMU H B A2A1D A3 7'-6" Max.5'-0"29"#5 @ 8"#5 @ 16"#5 @ 8" 8'-2" Max.5'-8"34"#5 @ 8"#5 @ 16"#5 @ 8" 8'-10" Max.6'-6"38"#5 @ 8"#5 @ 16"#5 @ 8" NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. C 10" 18" 26" Property line where occurs per Civil Drawings 10' Maintenance Easement Level Backfill 48121620 3 26101418 1 7 NOT TO USE NOT TO USE NOT TO USE NOT TO USE Sheet No.: Drawing Notes: The use of these plans shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction or publication by any method, in whole or in part, is prohibited.Title to these plans remains with T&S Structural without prejudice. See the General Notes for additional restrictions. Visual contact with these plans and specifications shall constitute prima facie evidence of the acceptance of these restrictions. DO NOT SCALE THESE DRAWINGS. See the Civil plans for dimensions. The Contractor shall verify and be responsible for all dimensions and existing conditions on the job and shall report any discrepancies to the Engineer for resolution prior to commencing with the work in question. © 2022 T&S Structural, Inc. Project Engineer: Revisions: BCB/SSE Consultants: Avila Ranch - Phases 2-6 175 Venture Drive San Luis Obispo, CA AVILA RANCH RETAINING WALLS Project Name: Checked By:MMG Date: Scale: Job No: 20523 Sheet Title: Engineer: 800.579.3881 www.tsstructural.com HEADQUARTERS: 684 Clarion Court San Luis Obispo, CA 93401 SAN LUIS OBISPO PASADENA SANTA BARBARA NORTHERN CALIFORNIA DESIGNER Wallace Group 612 Clarion Court San Luis Obispo, CA 93401 (805) 564.6074 SOILS ENGINEER GeoSolutions, Inc. 220 High Street San Luis Obispo, CA 93401 (805) 543.8539 Issued for Construction1 FMAP-0808-2021 May 16, 2023 LIVCI CA L I F O R N IA FO T A T S E C 65495 Exp. 09/30/23 McM.ELLE C CO E Y - G MI H V O D O ESSIONA L E N G I N E ER FORPDERETSIGER PRINCIPAL S2.2 - STRUCTURAL DETAILS 8' - 0 " M a x . Ve r f i y w i t h C i v i l DRAINAGE CHANNEL SECTION BETWEEN RETAINING WALL 2-3 25 0 4 6 01 . 3 0 . 2 0 1 9 Co p y r i g h t © 18 " 12" 1 1 No Footings Shall Bear Above Line NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. H = 4 ' - 8 " M a x . H = 2 ' - 8 " M i n . Key only when the height is greater than 6'-8" See Detail 12/S2.2 See Detail 10/S2.2 Lap Splices per Specs. Typ. 13' Drainage and Maintenance Easement 3' Tr a c t B o u n d a r y 12" 12 " Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report 1 1 No Footings Shall Bear Above Line See Detail 12/S2.2 Sim. #5 @ 12" o.c. Typ. Footing Level backfill 7'-0" Channel Cross Section Verify with Civil 3" C l r . DRAINAGE CHANNEL SECTION BETWEEN RETAINING WALL 12-13 25 0 4 6 01 . 3 0 . 2 0 1 9 Co p y r i g h t © 18 " 3" C l r . NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. Lap Splices per Specs. Typ. 8' - 0 " M a x . Ve r f i y w i t h C i v i l 18 " 12" 1 1 No Footings Shall Bear Above Line See Detail 12/S2.2 5'-0" Channel Cross Section Verify with Civil 5' - 0 " M a x . Ve r f i y w i t h C i v i l 1 1 No Footings Shall Bear Above Line 3" C l r . #5 @ 12" o.c. Typ. Footing See Detail 10/S2.2 10" Tr a c t B o u n d a r y 13' Drainage and Maintenance Easement 12" 12 " Key only when the height is greater than 6'-8" See Detail 12/S2.2 Sim. Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report Level backfill 41216 2101418 9 25 0 7 5 03 . 0 4 . 2 0 1 9 Co p y r i g h t © H T 12" B Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report 12" 6" M i n . 1 1 E 5'-0" Min. to Daylight A3 Key Reinf. per Schedule #5 @ 12" o.c., Typ. Footing & Key Drain per Soils Report No Footings Shall Bear Above Line 2" Min., 2-1/2" Max. Clr 3" Clr. 3" C l r . D 2x6 Shear Key Req'd at Optional Cold Joint A1 Continuous Starter Bars into Conc. wall per Schedule #4 @ 16" o.c. Horiz., Typ. RW WITH FENCE ON TOP - TOE H B A2A1D A3 3'-0" Max.3'-11"#5 @ 16" 5'-0" Max.4'-4"12"#5 @ 16" #5 @ 16" #5 @18" 6'-0" Max.4'-8"18"#5 @ 12"#5 @18" NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. Fence by Others (6ft Max Height), Posts Shall be Postmaster Plus, Install and Embed. Posts per Mfr. Specs. 12" Min.Free-Draining Backfill per Soils Report (See Note on S0.1) 7'-0" Max.5'-0"25"#5 @ 10"#5 @18" 8'-0" Max.5'-4"32"#5 @ 9"#5 @18" 9'-0" Max.6'-1"39"#5 @ 8"#5 @18" A2 Vert. Reinf. per Schedule (Non Soil Face) #5 @ 16" 4'-0" Max.4'-1"4"#5 @ 16"#5 @ 16" T 18" 18" 18" 18" 18" 18" 18" - #5 @ 16" #5 @ 16" #5 @ 16" #5 @ 16" - - Level backfill Property line where occurs per Civil Drawings 12" Concrete Wall 8' - 0 " M a x . Ve r f i y w i t h C i v i l DRAINAGE CHANNEL SECTION BETWEEN RETAINING WALL 14-15 25 0 4 6 01 . 3 0 . 2 0 1 9 Co p y r i g h t © 18 " 12" 1 1 No Footings Shall Bear Above Line NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. H = 4 ' - 8 " M a x . H = 2 ' - 8 " M i n . #5 @ 12" o.c. Typ. Footing See Detail 10/S2.2 Lap Splices per Specs. Typ. 5'-0" Channel Cross Section Verify with Civil See Detail 10/S2.2 10" 13' Drainage and Maintenance Easement Tr a c t B o u n d a r y Key only when the height is greater than 6'-8" 12" 12 " Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report See Detail 12/S2.2 Sim. 1 1 No Footings Shall Bear Above Line No Footings Shall Bear Above Line See Detail 12/S2.2 Sim. Level backfill 3" C l r . 5'-0" Min. to Daylight 25 0 8 1 03 . 0 4 . 2 0 1 9 Co p y r i g h t © H T 12" B D ( 1 2 " M i n . ) 1 Bar Dia. Clr. Typ. at CMU 3" C l r . Ty p . 6" M i n . 3" Clr. 2" Min., 2-1/2" Max. Clr at Conc. No Footings Shall Bear Abv. This Line 1 1 E 2x6 Shear Key Req'd at Optional Cold Joint A1 Continuous Starter Bars into Conc. wall per Schedule 2x4 Shear Key #4 @ 16" o.c. Horiz., Typ. 12" CMU Block Fully Grouted 40 " M i n . C #5 @ 12" o.c. at Bot. of Footing A3 Key & Top of footing Reinf. per Schedule #5 @ 12" o.c., Typ. Footing & Key Drain per Soils Report (See Note on S0.1) RW WITH FENCE ON TOP - HEEL 12" Concrete Stem Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. H B A2A1D A3 5'-4" Max.4'-5"12"#5 @ 8" #5 @ 16" #4 @ 8" 6'-0" Max.4'-6"19"#5 @ 8"#4 @ 8" C- 16" 24" 6'-8" Max. 4'-0" Max.4'-1"12"#5 @ 16"-#5 @ 8" T 15" 15" 15" #5 @ 16" A2 Vert. Reinf. per Schedule (Non Soil Face) Develope A2 Vert. Reinf. Info Full Height of Curb (40" Max.), Or 12" Into Footing When No Curb. 7'-6" Max. 8'-2" Max. 8'-10" Max. Fence by Others (6ft Max Height), Posts Shall be Postmaster Plus, Install and Embed. Posts per Mfr. Specs. 5'-8"25"#5 @ 8"#4 @ 6" 6'-6"30"#5 @ 8"#4 @ 5" 7'-5"34"#5 @ 8"#4 @ 5" 8'-1"39"#5 @ 8"#4 @ 5" 18" 18" 18" 18" #5 @ 16" #5 @ 16" #5 @ 16" #5 @ 16" 32" 42" 50" 58" Level backfill Property line where occurs per Civil Drawings #4 @ 8" GUARDRAIL TO CONCRETE WALL 23 0 0 6 06 . 0 8 . 2 0 1 0 Co p y r i g h t © 3/16" (4) 1/2" HDG Threaded Rod, Drill & Epoxy with SET-3G Epoxy Anchor per Mfr. Specs & ICC-ES ESR-4057, Install w/ 4-1/2" Min. Embed.,2-1/2" Min. Edge Dist. 8" Min. End Dist. BASE PLATE PLAN VIEW 3' - 6 " M a x . Steel Railing Post (Centered) @ 4'-0" o.c. Max. (Min. HSS 2"x2"x3/16") Concrete wall per Plan NOTE: Refer to 9/S2.2 for Alternate detail 11 " 9" 1 1/2" Typ. 1/4" Base Plate (Gr. 50) 2-3/4" Min. Horiz. Guard Rail & Intermediate Members by Others 2-3/4" Min. GUARDRAIL TO CONCRETE WALL 23 0 0 6 06 . 0 8 . 2 0 1 0 Co p y r i g h t © 3' - 6 " M a x . Steel Railing Post (Centered) @ 4'-0" o.c. Max. (Min. 1-1/2" Std. Pipe w/ OD = 1.9") 16 " Em b e d Concrete Wall per plan Insert Railing Post into Sleeve (HSS 2.5 x .25 ID = 2.0") 1/4" SDMS Horiz. Guard Rail & Intermediate Members by Others 2" Install Weep holes for Drainage at Base of Sleeve 8"CMU RW WITH TOE FTG. 25 0 0 9 01 . 3 0 . 2 0 1 9 Co p y r i g h t © La p S p l i c e pe r S p e c s . H 15 " 12" B D 12" 1 Bar Dia. Clr. Typ. 6"Mi n . 3" Clr. Typ. E 5'-0" Min. to Daylight A3 Key Reinf. per Schedule #5 @ 12" o.c. Typ. Footing & Key 3" C l r . Cont. Horiz. Bar Top of Wall 8" CMU Block Fully Grouted #4 @ 16" o.c. Horiz. No Footings Shall Bear Above LineFinish Grade per Civil 2x4 Shear Key A1 Starter Bars per Schedule 1 1 A2 Vert. Reinf. per Schedule Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report 12" Min.Free-Draining Backfill per Soils Report (See Note on S0.1) H B 2'-8" Max.2'-4" A2A1 A3D -#5 @ 16"#5 @ 16" NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. Drain per Soils Report(See Note on S0.1) 10' Maintenance Easement Concrete Swale by others 3' 3'-4" Max.3'-0"8"#5 @ 18 "#5 @ 16"#5 @ 16" 4'-0" Max.3'-4"12"#5 @ 18 "#5 @ 8"#5 @ 16" - 2:1 Slope Max. Sheet No.: Drawing Notes: The use of these plans shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction or publication by any method, in whole or in part, is prohibited.Title to these plans remains with T&S Structural without prejudice. See the General Notes for additional restrictions. Visual contact with these plans and specifications shall constitute prima facie evidence of the acceptance of these restrictions. DO NOT SCALE THESE DRAWINGS. See the Civil plans for dimensions. The Contractor shall verify and be responsible for all dimensions and existing conditions on the job and shall report any discrepancies to the Engineer for resolution prior to commencing with the work in question. © 2022 T&S Structural, Inc. Project Engineer: Revisions: BCB/SSE Consultants: Avila Ranch - Phases 2-6 175 Venture Drive San Luis Obispo, CA AVILA RANCH RETAINING WALLS Project Name: Checked By:MMG Date: Scale: Job No: 20523 Sheet Title: Engineer: 800.579.3881 www.tsstructural.com HEADQUARTERS: 684 Clarion Court San Luis Obispo, CA 93401 SAN LUIS OBISPO PASADENA SANTA BARBARA NORTHERN CALIFORNIA DESIGNER Wallace Group 612 Clarion Court San Luis Obispo, CA 93401 (805) 564.6074 SOILS ENGINEER GeoSolutions, Inc. 220 High Street San Luis Obispo, CA 93401 (805) 543.8539 Issued for Construction1 FMAP-0808-2021 May 16, 2023 LIVCI CA L I F O R N IA FO T A T S E C 65495 Exp. 09/30/23 McM.ELLE C CO E Y - G MI H V O D O ESSIONA L E N G I N E ER FORPDERETSIGER PRINCIPAL 41620 1519 2101418 91317 - BLAN K BLAN K BLAN K BLAN K S2.3 STRUCTURAL DETAILS 8' - 0 " M a x . Ve r f i y w i t h C i v i l DRAINAGE CHANNEL SECTION BETWEEN RETAINING WALL 2-3 AT PIPE OPENING 25 0 4 6 01 . 3 0 . 2 0 1 9 Co p y r i g h t © 18 " 12" 3" C l r . 1 1 No Footings Shall Bear Above Line NOTE:See Specifications for min. cure time before backfill, material strengths, foundation setback requirements, etc. H = 4 ' - 8 " M a x . H = 2 ' - 8 " M i n . Key only when the height is greater than 6'-8" See Detail 10/S2.2 Lap Splices per Specs. Typ. 13' Drainage and Maintenance Easement 3' Tr a c t B o u n d a r y 12" 12 "Fdn. Embedment 'E' Shall Be 30" Min. Below Adjacet Grade & Into Engineered Fill per Soils Report 1 1 No Footings Shall Bear Above Line See Detail 12/S2.2 Sim. #5 @ 12" o.c. Typ. Footing Level backfill #5 @ 8" o.c. Horiz. Ea. Face, Typ. #5 @ 8" o.c. Vert. Non-Soil Face Reinf., Typ. Storm Drain (Refer to Civil for Location) 4 S2.3 See 4/S2.3 Vert. Soil-face Reinf., Typ. 54 " M a x . Railing Per 12/S2.2 7'-0" Channel Cross Section Verify with Civil 12" Concrete Stem STORM DRAIN OPENING IN CONC. WALLS 30 0 0 8 07 . 1 1 . 2 0 0 8 Co p y r i g h t © Footing/Reinforcement per 2/S2.3 54" Max. Opening 54" Max. Opening NOTE: RAILING NOT SHOWN. REFER TO 2/S2.3 Storm Drain (Refer to Civil for Location) (9) #5 Vert. @ 5" o.c. Max.(9) #5 Vert. @ 5" o.c. Max.(7) #5 Vert. @ 8" o.c. Max.(18) #5 Vert. @ 5" o.c. Max.(7) #5 Vert. @ 8" o.c. Max. See Detail 2/S2.3 for Add'l Wall Reinf. and Add'l Info Not Shown in this detail 7'-6" Min.(Verify with Civil) #5 x 60" Long Diagonal Bars As Shown, Ea. Face (8 Bars Total per Opening) #5 Ea. Face at T&B of Opening 3'-9" Min.3'-9" Min.3" Clr. Typ.3" Clr. Typ. BLAN K BLAN K BLAN K BLAN K BLAN K BLAN K