Agenda packet — Watsonville City Council, April 26, 2022 (part 3 of 7)

Page 381 of 885 ends

77. ONSITE SUPERINTENDENT. APPLICANT SHALL HAVE ONSITE AT ALL TIMES,

A SUPERINTENDENT THAT SHALL ACT AS THE OWNER'S REPRESENTATIVE AND AS A POINT OF CONTACT FOR THE CITY'S PUBLIC WORKS INSPECTOR. THE SUPERINTENDENT SHALL BE AUTHORIZED BY THE OWNER TO DIRECT THE WORK OF ALL CONTRACTORS DOING WORK ON PUBLIC AND PRIVATE IMPROVEMENTS. (PW) 78. UTILITY SCREENING. THE LOCATIONS OF SURFACE MOUNTED UTILITY FACILITIES SUCH AS PEDESTALS, TRANSFORMERS BACKFLOW DEVICES AND FIRE SERVICES SHALL BE PLANNED SO THAT MAY BE SCREENED UTILIZING LANDSCAPING OR OTHER ACCEPTABLE, VISUALLY PLEASING MEANS, SUBJECT TO THE REVIEW AND APPROVAL OF THE COMMUNITY DEVELOPMENT DIRECTOR. (CDD-P, -E, PW) 79. UNDERGROUND UTILITY SERVICE. ELECTRIC AND COMMUNICATIONS SERVICES TO NEW BUILDINGS SHALL BE CONSTRUCTED UNDERGROUND. AERIAL SERVICES ARE PROHIBITED. (CDD- E, PW) 80. LETTERS FROM DESIGN PROFESSIONALS. PRIOR TO FINAL CITY ACCEPTANCE OF THE PROJECT, ALL DESIGN PROFESSIONALS WHO PREPARED IMPROVEMENT PLANS FOR THE PROJECT (CIVIL, GEOTECHNICAL, ELECTRICAL AND STRUCTURAL ENGINEERS), SHALL PROVIDE LETTERS ATTESTING THAT THEY HAVE PERIODICALLY MONITORED THE CONSTRUCTION AND HAVE REVIEWED THE COMPLETED WORK AND THAT IT WAS CONSTRUCTED IN SUBSTANTIAL CONFORMANCE WITH THEIR PLANS AND RECOMMENDATIONS. WHERE SPECIAL INSPECTIONS AND TESTING WERE INVOLVED, THE LETTERS OF COMPLIANCE SHALL BE ACCOMPANIED BY INSPECTION LOGS, TESTING AND ANALYSIS THAT SUPPORT THE ENGINEER'S CONCLUSIONS. (CDD-B, -E, PW) 81. HAZARDOUS MATERIALS. THE SUBDIVIDER SHALL BE SUBJECT TO COMPLIANCE WITH ALL APPLICABLE REGULATIONS GOVERNING THE DISPOSAL, USE, STORAGE, AND TRANSPORTATION OF HAZARDOUS MATERIALS INCLUDING: LOCAL FIRE CODES; THE HAZARDOUS MATERIALS TRANSPORTATION ACT; THE CALIFORNIA HEALTH AND SAFETY CODE; THE RESOURCE CONSERVATION AND RECOVERY ACT OF 1976; AND THE CALIFORNIA HAZARDOUS WASTE CONTROL ACT. (PW) 82. SOLID WASTE. ALL SOLID WASTE GENERATED INSIDE WATSONVILLE CITY LIMITS MUST BE HAULED FROM THE SITE OF GENERATION BY THE CITY OF WATSONVILLE SOLID WASTE DIVISION AS PER WATSONVILLE MUNICIPAL CODE, CHAPTER 6-3, CITY UTILITIES. THIS INCLUDES ALL WASTES GENERATED AT CONSTRUCTION SITES, EXCAVATION PROJECTS, LAND CLEARING, DEMOLITION, EARTHWORK PROJECTS, REMODELS, GRADING AND TENANT IMPROVEMENT PROJECTS. (PW) 83. SOLID WASTE DISPOSAL. THE APPLICANT SHALL PROVIDE SOLID WASTE DISPOSAL CONTAINERS ON-SITE DURING ALL PHASES OF CONSTRUCTION. THE ACCUMULATION OF REFUSE AND DEBRIS WHICH MAY CONSTITUTE AN UNSIGHTLY/UNSAFE PUBLIC NUISANCE TO SURROUNDING PROPERTIES IS NOT PERMITTED. (PW) 84. ADDRESS ASSIGNMENTS. APPLICANT SHALL SUBMIT AN APPLICATION FOR AN ADDRESS ASSIGNMENT FOR EACH NEW LOT. (CDD-E). PRIOR TO OCCUPANCY, THE FOLLOWING CONDITIONS MUST BE ADHERED TO: 85. IMPROVEMENTS. ALL PUBLIC AND PRIVATE IMPROVEMENTS NECESSARY TO SERVE EACH UNIT INCLUDING WATER, SEWER, STORM DRAIN, LIGHTING, AND LANDSCAPING AND IRRIGATION SHALL BE CONSTRUCTED TO THE SATISFACTION OF THE COMMUNITY DEVELOPMENT AND PUBLIC WORKS AND UTILITIES DEPARTMENTS. (CDD-E, PW) 86. AS BUILT PLANS. SUBMIT ELECTRONIC COPIES (PREFERABLY IN PDF FILE FORMAT) OF THE APPROVED AS BUILT PLANS FOR CIVIL AND LANDSCAPE/IRRIGATION AND THE STORM WATER CONTROL PLAN & SEWER OPERATION & MAINTENANCE PLAN FOR CITY RECORD KEEPING. (CDD-E) 87. RIGHT TURN OVERLAP SIGNAL PHASE (MM TRA-2A). THE PROJECT APPLICANT SHALL ADD AN EASTBOUND MAIN STREET (HIGHWAY 152) RIGHT TURN OVERLAP SIGNAL PHASE TO THE INTERSECTION OF OHLONE PARKWAY - CLIFFORD AVENUE/MAIN STREET. THE ADDITION OF THIS SIGNAL PHASE WOULD ALLOW EASTBOUND MAIN STREET RIGHT TURN TRAFFIC TO PROCEED UNIMPEDED WHILE THE NORTHBOUND OHLONE PARKWAY LEFT TURN TRAFFIC IS ALSO MOVING. (PW, CALTRANS) 88. SIGNAL TIMING & COORDINATION (MM TRA-2B). THE PROJECT APPLICANT SHALL PROVIDE FOR MINOR SIGNAL TIMING ADJUSTMENTS AT THE INTERSECTION OF GREEN VALLEY ROAD/MAIN STREET (HIGHWAY 152). THE PROJECT APPLICANT SHALL ACCOMPLISH THESE TIMING ADJUSTMENTS BY EITHER RE-OPTIMIZING THE SIGNAL COORDINATION ALONG MAIN STREET, OR BY PROVIDING PRO RATA CONTRIBUTION TO INCLUDE THIS INTERSECTION IN THE CITY'S ADAPTIVE TRAFFIC CONTROL SYSTEM ALONG GREEN VALLEY ROAD AND INSTALL THE INTERSECTION IMPROVEMENTS REQUESTED VIA CALTRANS ENCROACHMENT PERMIT APPLICATION 0518 NSN 0244, SCR-152-T0.68. THE ENCROACHMENT PERMIT APPLICATION CALLS FOR THE INSTALLATION OF A 2070 NAZTEC CONTROLLER WITH SYNCHROGREEN ADAPTIVE MODULE NETWORK SWITCH, AND PTZ CAMERA. IMPLEMENTATION OF THIS MITIGATION MEASURE WILL REQUIRE CALTRANS APPROVAL. THE PROJECT APPLICANT SHALL WORK WITH CALTRANS AND THE CITY TO FINALIZE SIGNAL TIMING MODIFICATIONS. (PW, CALTRANS) 89. STOP SIGN AT WESTBOUND LOMA VISTA (STREET “A”) AT PARAISO COURT/DEL RIO COURT. THE PROJECT APPLICANT SHALL PROVIDE A STOP SIGN AT WESTBOUND LOMA VISTA (STREET “A”) AT ITS INTERSECTION AT PARAISO COURT/DEL RIO COURT, WHICH WILL REDUCE SPEEDS AND PROVIDE MORE EQUAL RIGHT OF WAY PRIORITY FOR TRAFFIC EXITING THE EXISTING TOWNHOMES VIA PARAISO COURT AND DEL RIO COURT. IT WILL BE EXPECTED TO REDUCE SPEEDS OF VEHICLES EXITING THE PROJECT SITE AS THEY APPROACH THIS INTERSECTION. (PW) KEY TO DEPARTMENT RESPONSIBILITY CDD-B- COMMUNITY DEVELOPMENT DEPARTMENT (BUILDING) CDD-P - COMMUNITY DEVELOPMENT DEPARTMENT (PLANNING) CDD-E - COMMUNITY DEVELOPMENT DEPARTMENT (ENGINEERING) PW - PUBLIC WORKS DEPARTMENT WFD - WATSONVILLE FIRE DEPARTMENT WPD - WATSONVILLE POLICE DEPARTMENT CAT - CITY ATTORNEY KEY TO DEPARTMENT RESPONSIBILITY CDD-B - COMMUNITY DEVELOPMENT DEPARTMENT (BUILDING) CDD-P - COMMUNITY DEVELOPMENT DEPARTMENT (PLANNING) CDD-E - COMMUNITY DEVELOPMENT DEPARTMENT (ENGINEERING) PW - PUBLIC WORKS DEPARTMENT WFD - WATSONVILLE FIRE DEPARTMENT WPD - WATSONVILLE POLICE DEPARTMENT WPD - CITY ATTORNEY CITY OF WATSONVILLE EXHIBIT C PLANNING COMMISSION APPLICATION NO: PP2016-199 & PP2017-116 APN: 018-372-14 & 018-381-01 APPLICANT: CALIFORNIA SUNSHINE DEVELOPMENT HEARING DATE: JUNE 5, 2018 SPECIFIC DEVELOPMENT PLAN/SPECIAL USE PERMIT WITH DESIGN REVIEW CONDITIONS OF APPROVAL GENERAL CONDITIONS: 1. APPROVAL. THIS APPROVAL APPLIES TO THE PLAN SET IDENTIFIED AS “SUNSHINE VISTA HOMES” LOCATED AT 511 OHLONE PARKWAY, RECEIVED BY THE COMMUNITY DEVELOPMENT DEPARTMENT ON MAY 21, 2018, AND FILED BY PACIFIC SUNSHINE DEVELOPMENT LLC, APPLICANT/PROPERTY OWNER. (CDD-P) 2. CONDITIONAL APPROVAL TIMEFRAME. THIS SPECIAL USE PERMIT SHALL BE NULL AND VOID IF NOT ACTED UPON WITHIN 24 MONTHS FROM THE EFFECTIVE DATE OF THE APPROVAL THEREOF. TIME EXTENSIONS MAY BE CONSIDERED UPON RECEIPT OF WRITTEN REQUEST SUBMITTED NO LESS THAN FORTY-FIVE (45) DAYS PRIOR TO EXPIRATION AND IN ACCORDANCE WITH THE PROVISIONS OF SECTION 14-10.1201 OF THE WATSONVILLE MUNICIPAL CODE (WMC). (CDD-P) 3. MODIFICATIONS. MODIFICATIONS TO THE PROJECT OR CONDITIONS IMPOSED MAY BE CONSIDERED IN ACCORDANCE WITH WMC SECTIONS 14-12.1000 AND 14-10.1305. ALL REVISIONS SHALL BE SUBMITTED PRIOR TO FIELD CHANGES AND ARE TO BE CLOUDED ON THE PLANS. (CDD-P) 4. SUBSTANTIAL COMPLIANCE. PROJECT DEVELOPMENT SHALL BE ACCOMPLISHED IN SUBSTANTIAL ACCORDANCE WITH THE APPROVED PLAN SET. ANY REQUIRED REVISIONS TO THE PLAN SET SHALL BE COMPLETED TO THE SATISFACTION OF THE COMMUNITY DEVELOPMENT DIRECTOR OR DESIGNEE. (CDD-P) 5. GROUNDS FOR REVIEW. THE PROJECT SHALL BE IN COMPLIANCE WITH THE CONDITIONS OF APPROVAL, ALL LOCAL CODES AND ORDINANCES, APPROPRIATE DEVELOPMENT STANDARDS, AND CURRENT CITY POLICIES. ANY DEVIATION WILL BE GROUNDS FOR REVIEW BY THE CITY AND MAY POSSIBLY RESULT IN REVOCATION OF THE USE PERMIT, PURSUANT TO PART 13 OF WMC CHAPTER 14-10. (CDD-P) 6. EFFECTIVE DATE. THIS USE PERMIT SHALL NOT BE EFFECTIVE UNTIL 14 DAYS AFTER APPROVAL BY THE DECISION-MAKING BODY OR FOLLOWING FINAL ACTION ON ANY APPEAL. (CDD-P) 7. NECESSARY REVISIONS. THE APPLICANT SHALL MAKE AND NOTE ALL REVISIONS NECESSARY TO COMPLY WITH ALL CONDITIONS OF APPROVAL. THE APPLICANT SHALL CERTIFY IN WRITING BELOW THE LIST(S) OF CONDITIONS THAT THE BUILDING PLANS COMPLY WITH THE CONDITIONS OF APPROVAL. (CDD-P) 8. CONDITIONS OF APPROVAL.

A COPY OF THE FINAL CONDITIONS OF APPROVAL MUST BE PRINTED ON THE FIRST OR SECOND SHEET OF PLANS SUBMITTED FOR FUTURE PERMITS. PLANS WITHOUT THE CONDITIONS OF APPROVAL PRINTED DIRECTLY ON THE FIRST OR SECOND PAGE WILL NOT BE ACCEPTED AT THE PLAN CHECK PHASE. (CDD-P) PROJECT SPECIFIC CONDITIONS: 9. MITIGATION & MONITORING PLAN (MMP). WHERE NOT IN CONFLICT WITH SPECIFIC CONDITIONS OF APPROVAL, THE PROJECT IS SUBJECT TO COMPLIANCE WITH THE MITIGATION & MONITORING PLAN ADOPTED FOR THE PROJECT.

A REPORTING PROGRAM SHALL BE PREPARED AND SUBMITTED TO THE CITY THAT ESTABLISHES A FORMAT AND TIMING FOR SUBMITTAL OF HOW MITIGATIONS HAVE BEEN IMPLEMENTED. (CDD-P) 10. AFFORDABLE HOUSING AGREEMENT. THE APPLICANT SHALL EXECUTE AN AFFORDABLE HOUSING AGREEMENT APPROVED BY THE CITY COUNCIL IN ACCORDANCE WITH THE WMC CHAPTER 14-46, WHICH REQUIRES A MINIMUM OF 20 PERCENT OF THE UNITS TO BE RESERVED AS AFFORDABLE UNITS. THE AFFORDABLE HOUSING AGREEMENT SHALL BE EXECUTED PRIOR TO ISSUANCE OF A BUILDING PERMIT. (CDD-H, CAT) 11. FENCING PLAN. THE APPLICANT SHALL SUBMIT

A FENCING PLAN FOR REVIEW AND APPROVAL BY THE COMMUNITY DEVELOPMENT DIRECTOR PRIOR TO ISSUANCE OF A BUILDING PERMIT. THE FENCING PLAN SHALL PROVIDE THE MATERIALS AND DESIGN ALONG WITH THE LOCATION AND HEIGHT OF THE NEW FENCING THAT ENCLOSES THE PRIVATE YARD AND/OR PATIO AREAS. ACCEPTABLE MATERIALS AND DESIGNS INCLUDE SOLID BOARD, DECORATIVE WOOD, ROD IRON AND MASONRY WALL FENCING. NEW FENCING SHALL NOT ENCLOSE COMMON OPEN SPACE AREAS TO THE REAR OF THE PROPOSED DUPLEX-STYLE TOWNHOUSES (I.E., BEHIND LOTS #46-57 AND LOTS #97-102). (CDD-P) 12. COLORS & MATERIALS. THE APPLICANT SHALL SUBMIT
A COLOR AND MATERIALS BOARD FOR REVIEW AND APPROVAL BY THE COMMUNITY DEVELOPMENT DIRECTOR OR DESIGNEE PRIOR TO ISSUANCE OF A BUILDING PERMIT. (CDD-P) 13. PEDESTRIAN ACCESS TO EMERGENCY ACCESS ROAD. PEDESTRIAN ACCESS SHALL BE PROVIDED TO THE EMERGENCY VEHICLE/RESTRICT ACCESS ROAD CONNECTING THE SOUTHEAST CORNER OF THE PROJECT SITE TO AN EMERGENCY VEHICLE ACCESS ROAD EXTENDING FROM THE END OF A STREET IN THE SUNSHINE GARDEN RESIDENTIAL PROJECT. (CDD-P, -B) 14. LANDSCAPING & IRRIGATION PLAN. THE APPLICANT SHALL SUBMIT THREE COPIES OF THE FINAL LANDSCAPING AND IRRIGATION PLAN FOR REVIEW AND APPROVAL BY THE COMMUNITY DEVELOPMENT DIRECTOR PRIOR TO ISSUANCE OF A BUILDING PERMIT. THE LANDSCAPING PLAN SHALL PROVIDE DROUGHT-TOLERANT PLANTS SUITABLE FOR THE CENTRAL COAST REGION IN LANDSCAPING THE FRONT YARD, PATIO, PLANTER AND PERIMETER AREAS. THE IRRIGATION PLAN SHALL PROVIDE AN AUTOMATIC WATER SYSTEM (E.G., DRIP SYSTEM) TO IRRIGATE ALL LANDSCAPE AREAS. (CDD-B-E-P) A.LANDSCAPING - THE LANDSCAPE PLAN SHALL INDICATE THE TYPES, QUANTITIES, LOCATIONS AND SIZES OF ALL PLANT MATERIAL, INCLUDING ANY EXISTING MAJOR VEGETATION DESIGNATED TO REMAIN AND METHOD OF PROTECTING PLANTING AREAS FROM VEHICULAR TRAFFIC. THE LANDSCAPE PLAN SHALL BE DRAWN TO SCALE, AND PLANT TYPES SHALL BE CLEARLY LOCATED AND LABELED. THE PLANT LIST SHALL GIVE THE BOTANICAL NAME, COMMON NAME, GALLON SIZES TO BE PLANTED, AND QUANTITY OF EACH PLANTING.

A MINIMUM OF 25 PERCENT OF ALL SHRUB MATERIAL SHALL HAVE A MINIMUM 5-GALLON CONTAINER SIZE. (CDD-E-P) B.IRRIGATION SYSTEM - AUTOMATIC, LOW-FLOW IRRIGATION SYSTEM(S) SHALL BE INSTALLED IN ALL LANDSCAPED AREAS. IRRIGATION SHALL BE PROGRAMMED FOR NIGHT OR EARLY MORNING HOURS IN ORDER TO MINIMIZE EVAPORATION. (CDD-P) C.WATER CONSERVATION - THE PROJECT SHALL UTILIZE WATER CONSERVATION, WATER RECYCLING, AND XERISCAPING TO THE MAXIMUM EXTENT POSSIBLE. IRRIGATION SYSTEMS SHALL BE DESIGNED AND MAINTAINED TO AVOID RUN-OFF, OVER-SPRAY, OR OTHER SIMILAR CONDITIONS WHERE WATER FLOWS TO WASTE. (CDD-B-E-P) D.NEW TREES - AS PROPOSED IN THE PRELIMINARY LANDSCAPE PLANS, THE PROJECT SHALL PROVIDE A MINIMUM OF THIRTEEN TREES. E.LANDSCAPE & IRRIGATION INSTALLATION - ALL LANDSCAPING AND IRRIGATION SHALL BE APPROVED AND INSTALLED PRIOR TO OCCUPANCY OF THE PROJECT. (CDD-P) F. WATER EFFICIENT LANDSCAPE ORDINANCE - THE APPLICANT SHALL SUBMIT A LANDSCAPE DOCUMENTATION PACKAGE AND DEMONSTRATE COMPLIANCE WITH WMC SECTION 6-3.8 WATER EFFICIENT LANDSCAPE ORDINANCE. (CDD-P, -E) 15. LANDSCAPE PLAN REVISIONS. THE APPLICANT SHALL REVISE THE LANDSCAPE PLAN (SHEET L-1.0) TO: A.PROVIDE LANDSCAPING AND/OR REVEGETATION ALONG THE PERIMETER OF THE SITE, IN BETWEEN THE NATURE TRAIL AND THE SLOUGH; B.SHOW AN ACCESS PATH TO THE CONCRETE CAP/KNOB/OVERLOOK AREA; AND C.ADD A NOTE STATING, “ALL PLANT MATERIAL USED WITHIN THE TRAIL CORRIDOR, RAINGARDEN, AND ALL AREAS OUTSIDE RESIDENTIAL AND STREET AREAS NEAR WETLANDS OR NATURAL OPEN SPACE, SHOULD INCLUDE ONLY PLANT SPECIES NATIVE TO THE WATSONVILLE SLOUGH WATERSHED. PRIOR TO PLANTING, CITY APPROVED BIOLOGIST SHALL REVIEW AND APPROVE PLANT MATERIAL, AND PROVIDE INSTRUCTIONS TO LANDSCAPE CONTRACTOR FOR LAYOUT OF PLANT MATERIAL. NATIVE PLANT MATERIAL SHOULD BE CONTRACTED IN ADVANCE SO IT CAN BE SOURCED FROM WITHIN THE PAJARO VALLEY WATERSHED TO THE MAXIMUM EXTENT POSSIBLE.” 16. NATURE TRAIL AND RAINGARDEN AREA PLANT MATERIAL. THE APPLICANT SHALL REVISE THE LANDSCAPE PLAN (SHEET L-1.0) TO MODIFY THE PLANT MATERIAL AS FOLLOWS: A.ENSURE CLEAR LINE-OF-SITE BETWEEN THE NATURE TRAIL AND RAINGARDEN, THEREBY BENEFITTING TRAIL USER SAFETY AND MORE EASILY FACILITATING ON-GOING MAINTENANCE OF THE RAINGARDEN; B. WITHIN TRAIL CORRIDOR, WETLANDS, AND OPEN SPACE ADJACENT TO WETLANDS, PLANT MATERIAL SHOULD REFLECT PLANTS NATIVE TO WATSONVILLE SLOUGH WATERSHED; C.FOR ALL LARGE NATIVE TREES OUTSIDE OF RETAINING WALL, WITHIN TRAIL CORRIDOR AND ADJACENT TO RAINGARDEN AREA, USE ONLY COAST LIVE OAK (QUERCUS AGRIFOLIA) OR WESTERN SYCAMORE (PLANTANUS RACEMOSE), WHERE POSSIBLE DUE TO SOIL MOISTURE CONDITIONS; D.FOR ALL SMALL NATIVE TREES WITHIN THIS AREA, USE ONLY COFFEEBERRY (FRANGULA CALIFORNICA), TOYON (HETEROMELES CALIFORNICA), AND/OR ELDERBERRY (SAMBUCUS CAERULEA); E.EXISTING RAINGARDEN AREA LANDSCAPE SELECTION PRESENTS SIGNIFICANT CONCERN FOR ANNUAL MAINTENANCE OF RAINGARDEN AND IS LIKELY TO PROVIDE LOCATIONS FOR ENCAMPMENTS AND HANGOUTS. IT WILL ALSO PROVIDE BENEFICIAL HABITAT FOR THREATENED WILDLIFE, SUCH AS CALIFORNIA RED-LEGGED FROGS AND NESTING BIRDS, COMPLICATING MAINTENANCE. MODIFY PLANT MATERIAL LIST FOR THE RAINGARDEN TO INCLUDE ONLY LOW GROWING NATIVE GRASSES, SEDGES AND RUSHES, SUCH AS: I. CREEPING WILDRYE (ELYMUS TRITICOIDES) II. MEADOW BARLEY (HORDEUM BRACYANTHERUM) III.RED FESCUE (FESTUCA RUBRA) IV. WESTERN GOLDENROD (EUTHAMIA OCCIDENTALIS) V.MARSH BACCHARIS (BACCHARIS GLUTINOSA) VI. BOG RUSH (JUNCUS EFFUSES) VII. SPREADING RUSH (JUNCUS PATENS) VIII. DENSE RUSH (CAREX DENSA) IX. SANTA BARBARA SEDGE (CAREX BARABARAE) F. SUBSTITUTE THE PROPOSED GROUND COVERS AND LOW SHRUBS WITH PLANTS FROM THE FOLLOWING LIST: X.CREEPING WILDRYE (ELYMUS TRITICOIDES) XI. HILL-DWELLER SEDGE (CAREX TUMILACOLA) XII. CALIFORNIA LILAC (CEANOTHUS THYSIFLORUS, “CARMEL CREEPER”) XIII. PACIFIC COAST IRIS (IRIS DOUGLAUSIANA, “NON HYBRID”) XIV. HOOKERS MANZANITA (ARCTOSTAPHYLOS HOOKERI) XV. PAJARO MANZANITA (ARCTOSTAPHYLOS PAJAROENSIS) XVI. OCEAN SPRAY (HOLODISCUS DISCOLOR) XVII. OTHER PLANT SPECIES NATIVE TO THE WATSONVILLE SLOUGH WATERSHED BUILDING AND FIRE-RELATED CONDITIONS: 17. REQUIRED PERMITS. THE APPLICANT SHALL OBTAIN ALL REQUIRED BUILDING PERMITS (BUILDING, ELECTRICAL, PLUMBING, MECHANICAL, GRADING, ETC.) FOR THIS PROJECT. (CDD-B, -E) 18. BUILDING CODE. PROJECT CONSTRUCTION SHALL COMPLY WITH THE LATEST VERSION OF THE CALIFORNIA BUILDING CODE. (CDD-B) 19. FIRE CODE. PROJECT CONSTRUCTION SHALL COMPLY WITH CALIFORNIA FIRE CODE AS ADOPTED BY THE CITY (COMMENT SHEET ATTACHED). (WFD) 20. KNOX BOX. PLANS FOR A KEY LOCK BOX (KNOX-BOX) SYSTEM SHALL BE SUBMITTED TO THE CITY FIRE DEPARTMENT FOR APPROVAL AND PERMITS PRIOR TO INSTALLATION OF THE BOX. (WFD) 21. ENERGY EFFICIENCY. THE PROJECT DESIGN SHALL CONFORM WITH ENERGY CONSERVATION MEASURES ARTICULATED IN TITLE 24 OF THE CALIFORNIA ADMINISTRATIVE CODE AND WILL ADDRESS MEASURES TO REDUCE ENERGY CONSUMPTION SUCH AS LOW-FLOW SHOWER HEADS, FLOW RESTRICTORS FOR TOILETS, LOW CONSUMPTION LIGHTING FIXTURES, AND INSULATION AND SHALL USE DROUGHT TOLERANT LANDSCAPING. (CDD-B) 22. ADDRESS ASSIGNMENT. PRIOR TO BUILDING PERMIT ISSUANCE, COMPLETE AND SUBMIT AN APPLICATION FOR ADDRESS ASSIGNMENT. (CDD-E) 23. WORK HOURS. NO WORK FOR WHICH

A BUILDING PERMIT IS REQUIRED SHALL BE PERFORMED WITHIN THE HOURS OF 7 P.M. TO
7 A.M. MONDAY THROUGH FRIDAY, NOR PRIOR TO
8 A.M. OR AFTER
5 P.M. ON SATURDAY. NO WORK SHALL OCCUR ON SUNDAYS OR HOLIDAYS.

A SIGN SHALL BE POSTED AT
A CONSPICUOUS LOCATION NEAR THE MAIN ENTRY TO THE SITE, PROMINENTLY DISPLAYING THESE HOUR RESTRICTIONS AND IDENTIFYING THE PHONE # OF THE JOB SUPERINTENDENT. (CDD-B) PRIOR TO OCCUPANCY, THE FOLLOWING CONDITIONS SHALL BE MET: 24. ALL TRASH AND CONSTRUCTION DEBRIS SHALL BE REMOVED FROM THE SITE. (CDD-B, PW) ONGOING CONDITIONS: 25. ALL TRASH, RECYCLING AND GREENWASTE MATERIALS GENERATED ONSITE SHALL BE DISPOSED OF AT A CITY-APPROVED LANDFILL OR RECYCLING CENTER. THE APPLICANT SHALL CONTACT THE SOLID WASTE DIVISION OF THE CITY PUBLIC WORKS DEPARTMENT TO COORDINATE DISPOSAL OF ALL TRASH, RECYCLING AND GREENWASTE MATERIALS. (PW) 26. TRASH AND RECYCLING CONTAINERS SHALL BE STORED OUT OF PUBLIC VIEW WITHIN THE GARAGE OR STORAGE SHED OF EACH BUILDING, EXCEPT FOR THE 18-HOUR PERIODS DIRECTLY BEFORE AND AFTER SCHEDULED CITY COLLECTION SERVICES. (PW) 27. LANDSCAPING AND ALL OTHER SITE IMPROVEMENTS SHALL BE MAINTAINED IN PERPETUITY. LANDSCAPING SHALL BE MAINTAINED IN GOOD GROWING CONDITION BY A PROFESSIONAL LANDSCAPE MAINTENANCE COMPANY; AND SUCH MAINTENANCE SHALL INCLUDE, WHERE APPROPRIATE, WEEDING, MOWING, PRUNING, CLEANING, FERTILIZING AND REGULAR WATERING. ALL DEAD, DYING AND DISEASED VEGETATION SHALL BE IMMEDIATELY REPLACED IN KIND. (CDD-P) 28. COMMON OPEN SPACE AREAS, LANDSCAPING, STREET TREES, ROADWAY PAVEMENT, DRIVEWAYS, PARKING SPACES, WALKS, FENCES AND RETAINING WALLS SHALL BE MAINTAINED ON AN ONGOING BASIS BY THE HOMEOWNERS ASSOCIATION (HOA) FOR THE ENTIRE DEVELOPMENT AREA. (CDD-P) KEY TO DEPARTMENT RESPONSIBILITY CDD-B - COMMUNITY DEVELOPMENT DEPARTMENT (BUILDING) CDD-P - COMMUNITY DEVELOPMENT DEPARTMENT (PLANNING) CDD-E - COMMUNITY DEVELOPMENT DEPARTMENT (ENGINEERING) CDD-H -- COMMUNITY DEVELOPMENT DEPARTMENT (HOUSING) PW - PUBLIC WORKS DEPARTMENT WFD - WATSONVILLE FIRE DEPARTMENT WPD - WATSONVILLE POLICE DEPARTMENT WPD - CITY ATTORNEY HILLCREST - ADEIR Mitigation Measures DRAWN BY:

BY DATE DESCRIPTION
REVISION BLOCK DESIGNED BY: DATE: SCALE: PROJECT NO: SHEET: GSDMR 08/12/2021 AS NOTED 20-021 NUMBER CIVIL ENGINEERING LAND PLANNING PROJECT MANAGEMENT CONSTRUCTION SUPPORT QSD AND QSP SERIVCES 2905 KRISTIE COURT SANTA CRUZ, CA 95065 TEL (831) 462-2905 www.ramseycivilengineering.com DAVID RAMSEY DATE RCE# 73735 APN# 018-372-14 PLAN TYPE

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

CONDITIONS OF APPROVAL
Exhibit B

Page 84 of 468 ends

Page 382 of 885 ends

LOMA VISTA ERRINGTON RD WATSONVILLE SLOUGH
WATSONVILLE SLOUGH APN 018-583-17 WATSONVILLE, CITY OF 2006-0061336 APN 018-381-01 CALIFORNIA SUNSHINE DEVELOPMENT, LLC. 2017-0017056 APN 018-381-03 ERTA RAYMOND W TRUST 2015-0046117 APN 018-372-18 KRUETZFELDT ET AL 2010-0048222 APN 018-372-17 CAMPOS ANTHONY (TE)/ CAMPOS REBECCA L (TE) 2002-0059607 APN 018-661-31 SEA VIEW RANCH HOMEOWNERS ASSOC. 2004-0083053APN 018-651-33 SEA VIEW RANCH HOMEOWNERS ASSOC. 2004-0083052 (E) PARKING LOT APN 018-711-21 PACIFIC SUNSHINE DEV. LLC 2014-D0D046 EX DIRT PATH EX DIRT PATH EX UTILITY POLE TO BE REMOVED EX GUARD RAIL TO BE REMOVED EX FENCE TO BE REMOVED EX TREE, TYP. CITY OF WATSONVILLE SETBACK LINE CDFW/ RWQCB SETBACK LINE HIGH WATER LINE USACE JURISDICTION CDFW/ RWQCB SETBACK LINE USACE JURISDICTION (E) 10.0' PUE (E) 20.0' PUE CITY OF WATSONVILLE SETBACK LINE (E) 20.0' PUE EX SS LINE OHLONE PARKWAY BEGIN FENCE REMOVAL BEGIN GUARD RAIL REMOVAL END FENCE REMOVAL END GUARD RAIL REMOVAL DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076 DAV I D RAMS E Y NO. C73735 R GE I ST ERED PROFESS IONAL ENGI NEER S TAT E OF CAL I FORNIA CIVI L RESIDENTIAL SUBDIVISION GS/DMR 09/29/2021 RESPONSE 1 - PLAN CHECK COMMENTS 09/21/2021 GS/DMR 01/20/2022 RESPONSE 2 - PLAN CHECK COMMENTS 10/08/2021 BA GS/DMR 03/18/2022 RESPONSE 3 - PLAN CHECK COMMENTS 03/11/2022 C C2.0

EXISTING CONDITIONS
Exhibit B

Page 85 of 468 ends

Location of Planned
Soil Mitigation Pit
(concrete capped, see Sheet C5.1)
Limits of Grading Work
(CDRW / RWQCB Setback Line) Page 383 of 885
SD
SD
SD
C5.1
A
C5.7 B
30 35
40 45
50 55
60 60
30 35
40 45
50 55
45 50
55 55
55 60
65 55
60 65
70 MATCH LINE 515' SOUND WALL, DESIGN BY OTHERS (REFER TO SEPARATE SUBMITTAL), PLACEMENT PER THE MITIGATION AND MONITORING PLAN (MMP), ALONG THE WESTERLY EDGE OF THE DEVELOPMENT. SOUND WALL/FENCING SHALL BE THE SECOND ITEM OF WORK, INSTALLED IMMEDIATELY AFTER ERRINGTON ROAD HAS BEEN SCRAPED AND ROLLED, AND AREA OF FENCING GRADED TO ROUGH GRADE ELEVATIONS. 50 55 55 50
50 55
55 1
2 3
4 5
6 7
8 9 10 11 12 13 14 15 16 18 17 20 19 22 21 23 25 24 27 26 28 30 29 39 40 41 42 43 62 63 64 65 66 37 38 35 36 33 34 31 32 119 127 126 125 124 123 122 121 120 130 129 128 45 44 47 46 49 48 50 141 142 143 144 138 139 140 134 135 136 137 131 132 133 60 61 58 59 56 57 55 91 92 93 51 52 53 54 86 87 88 89 90 84 85 83 82 81 80 79 77 78 95 94 103 102 101 100 99 98 97 96 67 68 69 70 71 72 73 112 113 76 75 74 110 111 108 109 106 107 104 105 118 117 116 115 114 GB
GB
GB

GB GB GBGBGB GB GB GBGB GBGB GB GBGB GB GB GB GB GB GB GB GBGB GBGBGBGB 10' WIDE FILL BENCH

MATCH LINE ERRINGTON RD (EXISTING PAVED ROAD TO REMAIN)

ERRINGTON RD (TO BE
SCRAPED AND ROLLED) DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

FULL SITE ROUGH GRADING & DRAINAGE PLAN HATCH LEGEND RETAINING WALL 'A' LOMA VISTA

ERRINGTON ROAD WATSONVILLE SLOUGH CITY OF WATSONVILLE SETBACK LINE CITY OF WATSONVILLE SETBACK LINE HIGH WATER LINE HIGH WATER LINE CDFW/RWQCB SETBACK LINE CDFW/RWQCB SETBACK LINE PLACE FLAGGER AT ENTRANCE TO DIRECT TRAFFIC TO BEACH STREET WATSONVILLE SLOUGH USACE JURISDICTION LINE DEL RIO CT PARAISO CT REMEDIATION PIT WITH CONC CAP ROUGH GRADING NOTES 1. DEVELOPER SHALL ASSIGN AN ONSITE SUPERINTENDENT FOR THE GRADING ACTIVITIES, WHOM WILL REMAIN ONSITE AT ALL TIMES DURING CONSTRUCTION ACTIVITIES. 2. GRADING PLAN SHALL COMPLY WITH THE CITY OF WATSONVILLE GRADING ORDINANCE, UNLESS OTHERWISE SPECIFIED, IN THE INSTANCE OF THE PROPOSED 2:1 SLOPES. ADDITIONAL TESTING HAS BEEN PERFORMED BY MPEG FOR SOIL STABILITY. IT IS MPEG'S PROFESSIONAL OPINION THAT THE PROPOSED USE OF 2:1 SLOPES IS ACCEPTABLE FOR THIS DESIGN. SEE SUPPLEMENTAL GEOTECHNICAL REPORT AND REVIEW LETTER. 3. GRADING, INCLUDING EXCAVATION AND FILL ACTIVITIES, SHALL ADHERE TO THE RECOMMENDATIONS AND REQUIREMENTS SET FORTH IN THE SUPPLEMENTAL GEOTECHNICAL EVALUATION FOR THE HILLCREST RESIDENTIAL SUBDIVISION, PREPARED BY MILLER PACIFIC ENGINEERING GROUP, DATED JANUARY 20, 2022 (PROJECT NO. 3317.001) 4. ERRINGTON ROAD SHALL BE USED AS THE EGRESS/INGRESS FOR GRADING ACTIVITIES. THE EXISTING ROAD BASE SHALL BE SCRAPED, AND POT HOLES FILLED, TO CREATE A SMOOTH ACCESS ROAD. GENERAL SLOPES AND CROSS SLOPES OF THE ROAD SHALL REMAIN WITH MINOR CHANGES. 5.

A FULL TRAFFIC CONTROL PLAN, IF REQUIRED, WILL BE PROVIDED BY THE GENERAL CONTRACTOR UPON APPROVAL OF PLANS. 6. REFER TO SHEET C5.7 FOR TEMPORARY SEDIMENT BASIN DETAILS. 7. THE GEOTECHNICAL ENGINEER MAY ADJUST THE LOCATION OF THE FILL BENCHING AS NEEDED IN FIELD DURING CONSTRUCTION. THE GEOTECHNICAL ENGINEER WILL BE ON-SITE DURING THESE GRADING ACTIVITIES AND SHALL DIRECT THE CONTRACTOR ACCORDINGLY. ADDITIONAL SLOPE DRAINS MAY BE NECESSARY AND WILL BE DETERMINED BY THE GEOTECHNICAL ENGINEER IN FIELD. THE GEOTECHNICAL ENGINEER SHALL HAVE FULL DISCRETION TO ADJUST THE LOCATION OF THE PROPOSED BENCHING DRAINS AS NEEDED IN FIELD. TEMP SEDIMENT BASIN-1A TEMP SEDIMENT BASIN-1B TEMP SEDIMENT BASIN-2A TEMP SEDIMENT BASIN-3 TEMPORARY SEDIMENT BASIN (PER SHEET C5.7) TEMP SEDIMENT BASIN-1 TEMP SEDIMENT BASIN-2 KEYWAY DRAIN (SEE SHT C5.1) OVERFLOW SPILLWAY OVERFLOW SPILLWAY OVERFLOW SPILLWAY OVERFLOW SPILLWAY OVERFLOW SPILLWAY FILL BENCHING (SEE SECTIONS SHEET C5.10) BENCHING DRAIN (SEE SHT C5.10) BENCHING DRAIN (SEE SHT C5.10) DISCHARGE BENCHING DRAIN TO TEMP SEDIMENT BASIN (TYP) Exhibit B

Page 86 of 468 ends

Location of Planned
Soil
Mitigation Pit
(concrete capped, see Sheet C5.1)
Limits of Grading Work
(CDRW / RWQCB Setback Line) Page 384 of 885
C5.1
A FILL AREA (CROSS HATCH)- PLACE CLEAN FILL MATERIAL AROUND SHADED AREA. REFER TO GEOTECHNICAL RECOMMENDATIONS FOR DEPTH OF LIFTS AND COMPACTION REQUIREMENTS. CONSTRUCT WALL IN CONJUNCTION WITH REMEDIATION ACTIVITIES. REFER TO SHEET C5.3 & C5.6 FOR DETAILS. TEMPORARILY CAP CONTAMINATED SOILS WITH IMPERMEABLE LINER PER RECOMMENDATIONS BY WEBER HAYES. FINAL IMPERVIOUS SURFACE CAP OF CONCRETE SHALL BE PLACED DURING THE STAGE 3-DEVELOPMENT PHASE. SHADED AREA - CONTAMINATED SOIL REMEDIATION SITE (16,488± SF FILL FROM BOTTOM ELEVATION OF 26, TO 12" BELOW FINISH GRADE) GROUND WATER AT ELEV 11' MSL LIMITS OF PHASEIA-IC SOIL MITIGATION 35 40 45 50 36 37 38 39
41 42
43 44
46 47
48 49
51 52
50 50
55 51
51 52
52 53
53 54
56 57
58 30
35 40
45 50
27 28
29 31 32
33 34
36 37
38 39
41 42
43 44
46 47
48 49
51 52
30 35
40 45
50 35
40 45
50 55
60 EXISTING SURFACE CONTOURS DASHED (TYP) 24" REMOVAL SURFACE CONTOURS FADED-SOLID (TYP) REMEDIATION SURFACE CONTOURS DARK-SOLID (TYP) CONC FLARED END SECTION PER C5.3 INSTALL PER SHEET C5.3 TEMP SEDIMENT BASIN-1 BACK OF WALL DRAIN DISCHARGE SUBDRAIN DISCHARGE FOR FILL SLOPE BENCHING 6" SCH. 80 PERF SUBDRAIN FOR FILL SLOPE BENCHING (TYP) COTG COTG COTG COTG COTG COTG COTG COTG COTG COTG SECTION - A 101520253035404550556065 101520253035404550556065 3:1 MAX
2:1 MAX FUTURE WALL 'F' WALL 'A' PER C5.6 FUTURE FG EG 24" REMOVAL SURFACE TOP OF REMEDIATION PIT 12" MIN BELOW FG, SEE NOTES BELOW TEMP SEDIMENTATION BASIN-1 PER DTL ON C5.7 FUTURE UNIT ON LOT 127 FUTURE UNIT ON LOT 134 REMEDIATION PIT ("NON-HAZARDOUS" CONTAMINATED SOILS) PIT BTM ELEV 26.0 FUTURE STREET & PARKING REMEDIATION PLAN FG CAP PIT WITH 30MIL IMPERMEABLE PLASTIC LINER OVERLAIN WITH 8" CLASS II AB UNTIL FUTURE CONCRETE CAP IS PLACED DURING STAGE 3 OF THE DEVELOPMENT 6" SHED 80 PERF PER GEOTECHNICAL ENGINEER DIRECTION (TYP) BENCHING PER GETECHNICAL ENGINEER (TYP) CLEAN FILL ROUGH GRADING SURFACE CLEAN FILL PROPOSED PARCEL LINE FOR LOT 127 GROUNDWATER ELEVATION 11.0 78LF~6" SCHED 80 SD S=0.005 (PER GEOTECH REQUIREMENT) INV 29.00 LOCATION PER C5.3 6" SHED 80. PERF INV 29.36 17LF~4" SD, S=0.29 (WALL DRAIN DISCHARGE) PROVIDE MIRAFI 140N FILTER FABRIC AROUND SIDES OF PIT TO SERVE AS SEPARATOR BETWEEN CLEAN SOILS. PROVIDE 3' MIN OVERLAP ALONG SEAMS OF FABRIC. 2.0' (TYP) END FILTER FABRIC

2.0' DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

CIVI L RESIDENTIAL SUBDIVISION
GS/DMR 09/29/2021 RESPONSE 1 - PLAN CHECK COMMENTS 09/21/2021 GS/DMR 01/20/2022 RESPONSE 2 - PLAN CHECK COMMENTS 10/08/2021 B A
GS/DMR 03/18/2022 RESPONSE 3 - PLAN CHECK COMMENTS 03/11/2022 C C5.1 REMEDIATION PIT GRADING PLAN GRAPHIC SCALE: 1 INCH = FEET 20' 0 10' 20' 40' 20 PHASE I(a) 1,500 CY CLASS I HAZ SOILS OFF-HAUL PER WEBER, HAYES REPORT (REFER TO QUADRANTS 8, 9 & 11, ON SHEET C5.2, AS DESIGNATED BY WEBER HAYES AND ASSOCIATES), TO KETTLEMAN HILL HAZARDOUS WASTE FACILITY. PHASE I(b) 8,240 CY* SOURCE: THE TOP 6 INCHES (SURFACE LAYER) FROM ACROSS THE ENTIRE SITE. THESE CLASS 3, NON-HAZARDOUS CONTAMINATED SOILS TO BE OFF-HAULED TO HOLLISTER, CA PHASE I(c) 25,460 CY** SOURCE: SOIL FROM THE TOP 6-TO-24-INCHES TO BE REMOVED FOLLOWING PHASE 1(b). 830 CY OF THESE NON-HAZARDOUS CONTAMINATED SOILS TO BE INSTALLED IN COMPACTED LIFTS IN THE REMEDIATION PIT AND THE REMAINING VOLUME (APPROXIMATELY 6,600 CY) SHALL BE OFF-HAULED TO AN APPROVED SITE OR CLASS II LANDFILL. TOTAL CONTAMINATED SOIL VOLUMES 35,200 CY -TOTAL VOLUMES BURIED ON-SITE 18,000 CY -TOTAL VOLUMES REMOVED OFF SITE 17,200 CY *AFTER DEDUCING 555 CY OF KETTLEMAN, CA OFF-HAUL **AFTER DEDUCTING 945 CY OF KETTLEMAN, CA OFF-HAUL NOTES FOR PHASE I (c) - SPECIFIC REFERENCE TO C5.1 AND C5.2: 1. AFTER PHASE I(B) REMOVAL OF 6 INCHES ON QUADRANTS #1 THROUGH # 4, THE NEXT 18 INCHES OF SOIL, IS PLACED ON QUADRANTS # 5 THROUGH #8. THEN THE SOIL IN QUADRANTS #1 THROUGH #4 (MINIMUM 24 IN FROM EXISTING GRADE) WILL BE NON-CONTAMINATED (CLEAN) SOILS. THESE SOILS WILL BE REMOVED AS NECESSARY TO FILL IN THE AREAS TO THE WEST, EAST, AND SOUTH OF THE PROPOSED REMEDIATION PIT. THE NORTH SIDE OF THE REMEDIATION PIT SHALL BE CONTAINED BY THE CONSTRUCTION OF THE REMEDIATION PIT WALL. CLEAN SOILS WILL BE SCRAPPED FROM THE MIDDLE PORTION OF THE PROPERTY AFTER THE 24 INCHES ARE REMOVED. 2. EXCAVATE SOILS IN THE REMEDIATION PIT TO A DEPTH OF 15 FT MINIMUM ABOVE THE HIGH WATER MARK (ELEVATION 11). THIS SOIL IS STOCKPILED ON THE SITE (SEE C5.2) IN QUADRANT 1 THROUGH #4 ESTIMATED AT 5,605 CY. THE REMEDIATION PIT, AT THE TIME IT STARTS TO ACCEPT CONTAMINATED SOILS, HAS A BOTTOM DEPTH ELEVATION = 26FT MIN (15FT ABOVE MSL ELEVATION=11). 3. THE REMEDIATION PIT WILL BE CONSTRUCTED BACKFILLING WITH CONTAMINATED SOILS IN INCREMENTS WHILE SIMULTANEOUSLY CONSTRUCTING THE BLOCK WALL ALONG THE NORTH SIDE OF THE REMEDIATION PIT. PLACE GEO-GRID REINFORCEMENT MATERIAL AS DIRECTED BY THE STRUCTURAL PLANS. BACKFILLING ASSUMES A 15% COMPACTION FACTOR AT 12 IN LIFTS COMPACTED AT 90% MIN. RELATIVE COMPACTION, OR AS DIRECTED OTHERWISE BE THE GEOTECHNICAL ENGINEER. 4. ONCE THE FINAL ELEVATION OF THE PIT IS REACHED, 12 INCHES BELOW FINAL PAVEMENT/CONCRETE ELEVATIONS, INSTALL A TEMPORARY IMPERMEABLE PLASTIC LINER (30 MIL MIN.) TOPPED WITH CLEAN BACKFILL MATERIAL. 5. REMEDIATION PIT ON-SITE VOLUME CAPACITY FOR CONTAMINATED SOIL IS ESTIMATED TO BE 18,000 CY, TAKEN TO BOTTOM OF IMPERVIOUS SURFACE SUBBASE. 6. APPROXIMATELY 7,460 (PHASE I(c)) CY OF SURPLUS, NON-HAZARDOUS CONTAMINATED SOIL GENERATED FROM THE UPPER 2-FEET OF SOILS AND ARE IN EXCESS OF THE REMEDIATION PIT CAPACITY OF 18,000 CY, SHALL BE OFF-HAULED TO AN APPROVED SITE OR CLASS II LANDFILL. OTHER MITIGATIONS · NATURE TRAIL SOIL MITIGATION WILL CONSIST OF REMOVAL OF 12-INCHES OF SOIL AND REPLACTEMENT WITH A CAP OF CLEAN SOIL AND ASPHALT (I.E. 9-INCHES OF COMPACTED CLASS II AGGREGATE BASE OVERLAIN BY 3-INCHES OF ASPHALT). THE STRUCTURAL SECTION OF THE NEW TRAIL AREA =12,865 SF [476 CY OF OFF-HAUL MATERIAL] GENERAL NOTES 1. CONTAMINATED SOIL REMEDIATION AREA TO OCCUR UNDER IMPERVIOUS SURFACES PER WEBER HAYES REPORT. THE TEMPORARY CONDITIONS WILL INCLUDE AN IMPERMEABLE LINER WITH CLASS II BASE ROCK SET ATOP OF LINER. ONCE UTILITIES HAVE BEEN INSTALLED THE FINAL CAP OF CONCRETE WILL BE PLACED , PER WHA REPORT. 2. EXCAVATED MATERIALS (NON-CONTAMINATED) TO BE USED ELSEWHERE ON-SITE FOR FILL PURPOSES. 3. ALL VOLUMES ARE APPROXIMATE AND VOLUMES TO BE CONVERTED TO TONNAGE AT THE RATIO OF 1.48 4. A TOTAL OF 7,635 CY OF CLEAN (NON-CONTAMINATED) SOILS, FROM THE SITE, SHALL BE USED FOR BACKFILLING ADJACENT TO THE REMEDIATION PIT. THEREFORE, IN ADDITION TO THE VOLUMES FROM ITEM 2, ABOVE, AN ADDITIONAL 1,930 CY OF NON-CONTAMINATED SOILS SHALL BE EXCAVATED FROM THE SITE FOR THESE FILL ACTIVITIES. PROJECT SITE - PHASE I(a), I(b), & I(c) PRE-SITE IMPROVEMENTS: SOIL MITIGATION & ROUGH GRADING SEQUENCE SECTION NOTES: 1. THIS SECTION IS PROVIDED FOR GRAPHICAL REPRESENTATION ONLY. 2. ALL 'FUTURE' ELEMENTS SHOWN ARE TO BE CONSTRUCTED DURING THE DEVELOPMENT PHASES OF THIS PROJECT. THEY ARE SHOWN FOR GRAPHICAL REFERENCE ONLY. 3. WALL FOOTINGS ARE NOT SHOWN. 4. FUTURE BUILDING FOUNDATIONS ARE NOT SHOWN. 5. CONTRACTOR TO PROVIDE TEMPORARY SAFETY RAILING AT TOP OF WALL UNTIL FINAL RAILING IS INSTALLED. 6. CONTRACTOR TO COORDINATE ALLOWABLE CONSTRUCTION VEHICLE SETBACKS TO WALL 'A' FOR SAFE PASSAGE WITH STRUCTURAL ENGINEER. 7. FINAL SECTION OF ROAD BASE ABOVE REMEDIATION PIT MAY VARY, BUT FOR ROUGH GRADING PURPOSES IS ASSUMED TO BE 12" MAX. SECTION. IF FINAL SECTION EXCEEDS 12" THEN ADDITIONAL CONTAMINATED SOILS WILL BE EXCAVATED AND REMOVED OFFSITE TO AN APPROVED FACILITY, AS NOTED BELOW. 8. REFER TO THE GEOTECHNICAL EVALUATION REPORT, BY MILLER PACIFIC ENGINEERING GROUP, DATED 3/4/21 AND REVISED 01/20/22, FOR GEOTECHNICAL RECOMMENDATIONS AND REQUIREMENTS. 9. CONTRACTOR SHALL ENSURE THAT AN ASSOCIATE FROM WEBER HAYES IS PRESENT DURING THE PLACEMENT OF CONTAMINATED FILLS. 10. A LICENSED SURVEYOR SHALL STAKE THE LIMITS OF THE FILL PIT TO VERIFY THAT THE BOTTOM ELEVATION OF 26.0 HAS BEEN MET AND THAT THE APPROPRIATE FOOTPRINT IS MAINTAINED. THE CONTRACTOR SHALL USE GPS TECHNOLOGY TO VERIFY THAT THE CONTAMINATED SOILS ARE PLACED IN THE CORRECT LOCATION DURING THE FILLING PROCESS. A LICENSED SURVEYOR SHALL VERIFY THE FINAL ELEVATION AND EXTENTS OF THE FILL PIT. 11. THE SURVEYOR SHALL VERIFY THE FOOTPRINT AREA OF THE PIT FOR APPROXIMATELY EVERY FIVE FEET OF VERTICAL FILL TO ENSURE THAT THE FOOTPRINT IS BEING MAINTAINED. IF EXCESS CONTAMINATED FILL EXTENDS BEYOND THE FOOTPRINT, MATERIAL SHALL BE REMOVED AND PLACED ON TOP OF THE NEXT FILL SECTION. 12. THE EXACT LOCATION AND LIMITS OF THE FILL BENCHING SHALL BE SUBJECT TO THE DISCRETION OF THE GEOTECHNICAL ENGINEER IN FIELD. H: 1" = 20' V: 1" = 10' PLAN NOTES: 1. THE 'REMEDIATION SURFACE CONTOURS' SHOWN ON THIS SHEET ARE INTENDED TO BE A TEMPORARY DESIGN CONDITION (INTERMEDIATE GRADING BETWEEN EXISTING CONDITION AND ROUGH GRADING CONDITION). REFER TO SHEET C5.0 FOR 'FINAL' ROUGH GRADING CONTOURS. 2. THE EXACT LOCATION AND LIMITS OF THE FILL BENCHING SHALL BE SUBJECT TO THE DISCRETION OF THE GEOTECHNICAL ENGINEER IN FIELD. 3. ALL DISCIPLINES INCLUDING CIVIL, GEOTECHNICAL, AND ENVIRONMENTAL CONSULTANTS WILL BE DIRECTLY INVOLVED DURING THE ROUGH GRADING PROCESS AND WILL PROVIDE ADDITIONAL SUPPORT AND DIRECTION AS NEEDED AND/OR AS REQUESTED BY THE CONTRACTOR(S).

Exhibit B

Page 87 of 468 ends

Page 385 of 885 ends

QUADRANT 8+9+11= 1,500 CY (2,200 TONS) TO CLASS 1 LANDFILL "NON-RCRA (CALIFORNIA) HAZ-WASTE" QUADRANT 8 1-FOOT EXCAVATED (370 CY) QUADRANT 9 2-FOOT EXCAVATED (740 CY) QUADRANT 11 1-FOOT EXCAVATED (370 CY) QUADRANT 1 QUADRANT 2 QUADRANT 3 QUADRANT 4 QUADRANT 7 QUADRANT 6 QUADRANT 5 QUADRANT 10 QUADRANT 12 LIMITS OF ENVIRONMENTAL GRADING CROSS HATCH AREA OF 6" AND ADDITIONAL 18" SOIL EXCAVATION. REFER TO SHEET C5.1 FOR VOLUMES AND DISPOSAL METHODS REMEDIATION PIT AREA SEE SHEET C5.1 CONTAMINATED SOILS STOCKPILE AREA, PRIOR TO BURIAL REMEDIATION. 100'
(TYP.) 100' (TYP.) 125.0'

50.0' 125.0'

50.0' STOCKPILE LOCATIONS FOR CLEAN SOIL BACKFILL. ONLY PLACE CLEAN BACKFILL ONCE THE INITIAL 24" OF CONTAMINATED SOILS HAVE BEEN REMOVED 125.0'

50.0' 125.0'

50.0' (FUTURE) NATURE TRAIL SHOWN FOR REFERENCE
100'
(TYP.) 100' (TYP.) DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

A CALIFORNIA LICENSED CONTRACTOR WITH
A HAZARDOUS SUBSTANCE REMOVAL CERTIFICATION PER SECTION 5.2 OF THE UPDATED REMEDIAL ACTION PLAN, BY WEBER HAYES AND ASSOCIATES, DATED JANUARY 12, 2021 (UPDATED FROM THE ORIGINALLY APPROVED REPORT DATED JUNE 15, 2018, AND ANY SUBSEQUENT REVISIONS. 2. QUADRANT AREA ARE PER WEBER HAYES & ASSOCIATES FIG. 1 (PROJECT 2X623) LANDFILL ACCEPTANCE OF SURPLUS SOILS 3. REFER TO SHEET C5.1 FOR SOIL DISPOSAL BREAKDOWN 4. VOLUMES SPECIFIED IN QUADRANTS 8, 9 AND 11 SHALL BE DISPOSED OF AT
A CLASS 1 LANDFILL. 5. ALL REMAINING SOILS FROM THE 24" EXCAVATION ARE NON-HAZARDOUS, AND SHALL BE EITHER BURIED AND CAPPED ONSITE, OR REMOVED TO AN APPROVED SITE OR CLASS 2 LANDFILL, SEE SHEET C5.1 FOR VOLUME BREAKDOWN. 6. ONCE THE UPPER 24" OF SOIL HAS BEEN REMOVED, THE CONTRACTOR SHALL COORDINATE WITH AN ASSOCIATE FROM WEBER HAYES TO DETERMINE THE LOCATION AND FREQUENCY OF SOIL TESTING THAT IS REQUIRED IN ORDER TO VERIFY THAT THE UNDERLYING SOIL MEETS THE ACCEPTABLE CONTAMINANT LEVELS PER THE REMEDIAL ACTION PLAN. 7. THE SITE SHALL BE WATERED TWO TIMES PER DAY TO CONTROL CONSTRUCTION DUST PER THE EIR IMPACT AIR-5. 8. GRADING QUANTITIES SHOWN ON THESE PLANS FOR PHASE 1A & PHASE 1B ARE APPROXIMATE ONLY. QUANTITIES DO NOT INCLUDE POTENTIAL TRASH OR DEBRIS VOLUMES. 9. ALL DISTURBED GROUND SHALL BE STABILIZED PRIOR TO OCTOBER 15. THE APPLICANT SHALL OBTAIN AUTHORIZATION FROM THE CITY OF WATSONVILLE IF GROUND AND SOIL DISTURBANCE ON THE PROJECT IS EXPECTED TO OCCUR IN THE WINTER SEASON, BEYOND OCT. 15. 10. ALL PROPOSED SITE REMEDIATION AND MONITORING TASKS WILL BE COMPLETED AND DOCUMENTED UNDER THE DIRECT SUPERVISION OF A CALIFORNIA REGISTERED PROFESSIONAL GEOLOGIST WITH EXPERTISE IN ENVIRONMENTAL ASSESSMENT AND REMEDIATION. 11.

A LICENSED SURVEYOR WILL ESTABLISH PRE-EXCAVATION GRADE AND THE SELECTED EARTHWORKS CONTRACTOR WILL USE LASER/GIS TECHNOLOGY TO CONTROL GRADING DEPTHS. 12. WEBER, HAYES, & ASSOCIATES STAFF WILL MANAGE ENVIRONMENTAL ASPECTS OF THIS PROJECT INCLUDING AGENCY COORDINATION, ENVIRONMENTAL SITE SAFETY (INCLUDING DAILY TAIL GATE SAFETY MEETINGS), DETERMINING THE LIMITS OF THE TARGET EXCAVATIONS, COLLECTION OF BASE AND SIDEWALL SAMPLES WHERE NECESSARY FOR CONFIRMATION LABORATORY TESTING, SOIL STOCKPILE MANAGEMENT, LANDFILL ACCEPTANCE PROFILING AND DISPOSAL DOCUMENTATION, AND SUMMARY REPORTING. 13. EARTHWORKS: ALL SOIL REMOVAL, STOCKPILING, AND TRUCK LOADING WORK WILL BE CONDUCTED USING HEAVY EQUIPMENT (EXCAVATORS, BACKHOES) AND THE TRANSPORT OF IMPACTED SOILS TO THE BURIAL ENVELOPE AND/OR TO A CLASS I/III LANDFILL BE USE TARP END DUMPS). THERE WILL NO TRENCH WORK/WORKERS FOR THIS GRADING PROJECT AND NO CONSTRUCTION WORKER ENTRY INTO THE SHALLOW EXCAVATIONS IS EXPECTED. SITE ACCESS WILL BE CONTROLLED TO ALLOW ONLY AUTHORIZED PERSONNEL ON-SITE. 14. EARTHWORKS WILL BE MONITORED VISUALLY USING WINDSOCKS, FLAGGING AND HAND-HELD WIND METERS TO GAUGE WIND SPEED, AND ON-GOING PARTICULATE MONITORING TO MEASURE AND CONTROL DUST ON-SITE. SOILS WILL BE WETTED AS NECESSARY TO PREVENT VISIBLE DUST DRIFT AND EARTHWORKS WILL BE HALTED IF WIND GUSTS EXCEED 15 MPH OR IF CONTINUOUSLY-MEASURED PARTICULATE DUST IN THE WORK AREA OR AT THE PERIMETER EXCEEDS REGULATORY LEVELS DOCUMENTS IN THE SITE SAFETY & DUST MONITORING PLAN (SEPARATE SUBMITTAL). GLOVES WILL BE USED WHEN HANDLING SOILS. 15. SITE SOILS WILL BE REMOVED USING STANDARD EARTHMOVING EQUIPMENT AND ELEVATION CONTROL/SAMPLE LOCATIONS WILL BE CONFIRMED BY A LICENSED SURVEYOR TO ESTABLISH PRE-EXCAVATION GRADE/SAMPLE LOCATION AND LASER/GIS TECHNOLOGY TO BE USED BY THE EARTHWORKS CONTRACTOR TO CONTROL GRADING DEPTHS. EXCAVATED SOILS WILL BE SEGREGATED AND STOCKPILED ON-SITE FOR LANDFILL ACCEPTANCE TESTING AND THEN LOADED ONTO TRUCKS FOR HAZARDOUS AND NON-HAZARDOUS TRANSPORT TO A LOCAL CLASS I/III LANDFILL (ACCEPTANCE PENDING RESULTS OF STOCKPILE SAMPLE TESTING AND LANDFILL ACCEPTANCE PROFILE APPROVAL). 16. ANY STOCKPILED SOILS FROM THE TARGET (IMPACTED) LOCATIONS WILL BE PLACED ON AN IMPERMEABLE SURFACE (i.e., ASPHALT, PLASTIC SHEETING); IF EXCAVATED MATERIAL IS PLACED ON NATIVE SOILS, AT LEAST 2-TO-4 INCHES OF UNDERLYING SOILS WILL BE SCRAPED TO PREVENT LEAVING CROSS-CONTAMINATED SOILS AT THE SITE. ALL STOCKPILES WILL BE TARPED WITH PLASTIC SHEETING THAT IS ADEQUATELY HELD DOWN TO PREVENT WIND DISTURBANCE OF THE COVER OR INFILTRATION FROM RAINS. PHASE IA-PHASE IC: NO GRADING SHALL OCCUR WITHIN THE JURISDICTIONAL SETBACK LINES ALONG THE WATSONVILLE SLOUGH - CONTRACTOR SHALL STAKE SETBACK LINE AND STRING BETWEEN STAKES TO PREVENT GRADING FROM CROSSING INTO SETBACK AREAS. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A SWPPP (STORWATER POLLUTION PREVENTION PLAN) HAS BEEN ESTABLISHED THIS PROJECT. REFER TO CALIFORNIA STATE WATER BOARD: WDID# - 3 44C380348 EXCERPTS FROM RAP REPORT: DISCLAIMER: THE FOLLOWING INFORMATION IS SHOWN FOR REFERENCE ONLY. REFER TO THE FINAL RAP REPORT BY WEBER HAYES & ASSOCIATES FOR OFFICIAL DOCUMENTATION. REFER TO FULL RAP REPORT FOR ALL ATTACHMENT REFERENCES. FROM SECTION 6.1.2 CONFIRMATION SAMPLING: · CONFIRMATION SAMPLES WILL BE COLLECTED FROM THE BASE OF THE DEEPER EXCAVATIONS AND SIDE-WALLS IN ACCORDANCE WITH SC-HSA SITE MITIGATION STANDARDS (SC-HSA, 2010). IN ADDITION, AT THE COMPLETION OF GRADING IN EACH OF THE TEN (10) SITE SUB AREAS, CONFIRMATIONS BASE SAMPLES WILL BE COLLECTED TO CONFIRM THAT REMOVAL GOALS HAVE BEEN ACHIEVED (SEE STOCKPILE PLAN & CONFIRMATION TESTING GRID, FIGURE 7). - SPECIFICALLY, TWO (2), 4-POINT COMPOSITE SAMPLES PER SUB AREA WILL BE TESTED FOR THE FULL RANGE OF COPCs PREVIOUSLY DETECTED IN THAT SUB AREA. - THE TWO (2), 4-POINT COMPOSITE SAMPLES (8 SAMPLES PER SUB AREA) WILL BE COLLECTED EQUIDISTANTLY THROUGHOUT THE SUB AREA. THE STATE-CERTIFIED TESTING LABORATORY WILL COMPLETE THE COMPOSTING AT THEIR FACILITY. IF THE COMPOSITE SAMPLE COPC CONCENTRATION EXCEEDS 1 4 THE VALUE OF APPLICABLE SCREENING THRESHOLD (i.e., ESL OR BTV), THEN EACH OF THE FOUR DISCREET SAMPLES COMPRISING THAT COMPOSITE SAMPLE BE INDEPENDENTLY ANALYZED. ADDITIONAL SOIL REMOVAL WILL BE COMPLETED UNTIL SCREENING THRESHOLDS ARE ACHIEVED. · CLEARANCE: INDIVIDUAL SUBAREA/DEEPER EXCAVATION AREAS (DESCRIBED ABOVE) WILL ONLY BE DESIGNED AS CLEAN-CLOSED 1) BASED ON STATE-CERTIFIED LABORATORY RESULTS AND 2) WITH CONCURRENCE BY ENVIRONMENTAL HEALTH STAFF. · REFER TO APPENDIX E OF THE RAP REPORT FOR SOIL SAMPLING FIELD METHODOLOGY.

Exhibit B

Page 88 of 468 ends

Limits of Grading Work
(CDRW / RWQCB Setback Line)
Location of Planned
Soil
Mitigation Pit
(concrete capped, see Sheet C5.1) Page 386 of 885
RETAINING WALL 'A' PER SHT C5.6 17LF~4"SD WALL DRAIN S=0.29 4" PERF BACK OF WALL DRAIN PER SHT C5.6 30 30
35 40
45 50
26 26
27 27
27 28
28 28
29 29
29 31
32 33
34 36
37 38
39 41
42 43
44 46
47 48
49 51
45 50
46 47
48 49
51 40
45 36
37 38
39 41
42 43
44 50
48 49
51 50
51 INV 29.00
49 TRW 50.45 FG 49.45 RG 50.85 FG 49.84 RG CB(7) CB1212 RIM 45.43 (RG) RIM 50.17 (FG) INV 43.76TRW 48.79 FG 45.43 RG TRW 50.39 FG 47.79 RG 31LF~8" HDPE S=0.02 TRW 50.47 FG 49.47 RG SDCI(12) DROP INLET TYPE 'D' RIM 49.91 (FG) RIM 48.91 (RG) INV IN 45.64 -18" (STUB-SOUTH) INV IN: 43.14 - 8" INV OUT: 30.58-18" BRW 40.57 FG 40.64 RG 32LF~18" ADS-N12 S=0.05 BRW 40.38 FG 36.00 RG BRW 47.30 FG 47.95 RG INV 34.0 TRW 51.84 FG 50.53 RG TRW 51.41 FG 50.66 RG TRW 51.49 FG 50.82 RG TRW 51.98 FG 50.96 RG TRW 52.13 FG 51.13 RG TRW 52.35 FG 51.35 RG TRW 52.08 FG 50.99 RG BRW 44.77 FG 48.61 RG BRW 48.70 FG 49.66 RG BRW 51.20 FG 50.20 RG CONC FLARED END PER DTL HEREON INV 29.00 78LF~6" SD, S=0.005 (SEE SHT C5.1) INV 29.00 OVERFLOW SPILLWAY PER C5.7 DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

HEIGHT AS REQUIRED GALVANIZED STEEL OR CAST IRON GRATE TO BE LOCKED TO FRAME 6"
B
C
A

PIPE OPENING
LIFT HOLE STORM PIPE NOTES: 1. ALL GRATES WITHIN DRIVE AISLES AND WALKWAYS SHALL BE HEEL PROOF ACCESSIBLE AND RATED FOR H-2O HEAVY TRAFFIC LOADING. 2. ENSURE THAT THE BASE OF THE CATCH BASIN IS WATER-TIGHT IN ORDER TO PREVENT SEEPAGE INTO THE UNDERLYING SOILS. U.S. CONCRETE PRECAST GROUP OR APPROVED ALTERNATIVE/H-20 TRAFFIC FRAME & GRATE FOR ALL GRATES IN VEHICULAR AREAS (SOLID GRATE FOR JUNCTION BOXES) TONGUE & GROOVE JOINT AS REQUIRED ON STRUCTURES OVER 4' DEEP GROUT PIPE IN PLACE Exhibit B

Page 89 of 468 ends

Limits of Grading Work
(CDRW / RWQCB Setback Line) Page 387 of 885
SILT FENCE AT LIMIT OF DISTURBANCE LINE, MAINTAIN/ REPAIR AS NECESSARY. INSTALL ORANGE CONSTRUCTION FENCING IMMEDIATELY BEHIND SILT FENCE. USACE JURISDICTION LINECITY OF WATSONVILLE RIPARIAN SETBACK HIGH WATER MARK UNLESS OTHERWISE SHOWN HEREON, AND ACCEPTED BY THE PROJECT BIOLOGIST, GRADING ACTIVITIES SHALL REMAIN OUTSIDE OF THE CITY OF WATSONVILLE RIPARIAN SETBACK, CDFW/RWQCB SETBACK, AND THE HIGHWATER MARK. MAINTAIN FENCING PER RECOMMENDATIONS FROM PROJECT BIOLOGIST TO PROTECT ENVIRONMENTALLY SENSITIVE AREAS. CDFW/RWQCB SETBACK END WATTLE INSTALL SILT FENCE AND OCF ONLY ALONG SOUTHERLY AND WESTERLY PROPERTY LINE INSTALL COCO MATS WITH EROSION CONTROL SEED MIX ON ALL DISTURBED/GRADED SLOPES OVER 5:1 INSTALL 2-RUMBLE STRIPS FOR SECONDARY CONSTRUCTION ENTRANCE INSTALL 75 LF LONG RIPRAP CONSTRUCTION ENTRANCE INSTALL COCO MATS WITH EROSION CONTROL SEED MIX ON ALL DISTURBED/GRADED SLOPES OVER 5:1 INSTALL WATTLES AT TOP AND BOTTOM OF SLOPES, TYP EQUIPMENT STORAGE AREA STOCKPILE AREAS 10' MAX HGT WITH 3:1 SIDE SLOPES, TO BE COVERED WHEN NOT IN USE STRAW WATTLES, BACKED BY SILT FENCE & OCF AT LIMIT OF DISTURBANCE LINE, MAINTAIN/ REPAIR AS NECESSARY 30 40
50 28
32 34
36 38
42 44
46 48
52 54
56 56 30 40 5032343638424446 48 5254
56 56
56 56 56
40 50 60
42 44
46 48
52 54
56 586264 TEMP SEDIMENT BASIN-3 TEMP SEDIMENT BASIN-1 TEMP SEDIMENT BASIN-1A TEMP SEDIMENT BASIN-1B TEMP SEDIMENT BASIN-2 TEMP SEDIMENT BASIN-2A REMEDIATION PIT (SEE SHT C5.1) END WATTLE 62 60
58 56
64 62
62 60
58 56 INSTALL 2-RUMBLE STRIPS FOR CONSTRUCTION ENTRANCE ERRINGTON ROAD SILT FENCE AT LIMIT OF DISTURBANCE LINE, MAINTAIN/ REPAIR AS NECESSARY. INSTALL ORANGE CONSTRUCTION FENCING IMMEDIATELY BEHIND SILT FENCE. DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

CIVI L RESIDENTIAL SUBDIVISION
GS/DMR 09/29/2021 RESPONSE 1 - PLAN CHECK COMMENTS 09/21/2021 GS/DMR 01/20/2022 RESPONSE 2 - PLAN CHECK COMMENTS 10/08/2021 B A
GS/DMR 03/18/2022 RESPONSE 3 - PLAN CHECK COMMENTS 03/11/2022 C GRAPHIC SCALE: 1 INCH = FEET 40' 0 20' 40' 80' 40 C5.4 ROUGH GRADING - EROSION CONTROL PLAN SEE CONTINUATION RIGHT SEE CONTINUATION LEFT NOTE: 1. REFER TO SHEET C5.5 FOR ALL EROSION CONTROL PLAN NOTES. 2. EXISTING CONTOURS ARE SHOWN AT 5-FOOT INTERVALS. 3. PROPOSED CONTOURS ARE SHOWN AT 2-FOOT INTERVALS.

Exhibit B

Page 90 of 468 ends

Location of Planned
Soil
Mitigation Pit
(concrete capped, see Sheet C5.1)
Limits of Grading Work
(CDRW / RWQCB Setback Line) Page 388 of 885
DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

CIVI L RESIDENTIAL SUBDIVISION
GS/DMR 09/29/2021 RESPONSE 1 - PLAN CHECK COMMENTS 09/21/2021 GS/DMR 01/20/2022 RESPONSE 2 - PLAN CHECK COMMENTS 10/08/2021 B A
GS/DMR 03/18/2022 RESPONSE 3 - PLAN CHECK COMMENTS 03/11/2022 C C5.5 EROSION CONTROL NOTES & DETAILS STRAW WATTLES PART 2 NTS CONSTRUCTION SPECIFICATIONS 1. PREPARE SLOPE BEFORE THE WATTLING PROCEDURE IS STARTED. SHALLOW GULLIES SHOULD BE SMOOTHED AS WORK PROGRESSES. 2. DIG SMALL TRENCHES ACROSS SLOPE ON CONTOUR, TO PLACE WATTLES IN. THE TRENCH SHOULD BE DEEP ENOUGH TO ACCOMMODATE HALF THE THICKNESS OF THE WATTLE. WHEN THE SOIL IS LOOSE AND UNCOMPACTED, THE TRENCH SHOULD BE DEEP ENOUGH TO BURY THE WATTLE 2/3 OF ITS THICKNESS BECAUSE THE GROUND WILL SETTLE. IT IS CRITICAL THAT WATTLES ARE INSTALLED PERPENDICULAR TO WATER MOVEMENT, PARALLEL TO THE SLOPE CONTOUR. 3. START BUILDING TRENCHES AND INSTALL WATTLES FROM THE BOTTOM OF THE SLOPE AND WORK UP. 4. CONSTRUCT TRENCHES AT CONTOUR INTERVALS OF THREE TO EIGHT FEET APART DEPENDING ON STEEPNESS OF SLOPE. THE STEEPER THE SLOPE, THE CLOSER TOGETHER THE TRENCHES. 5. LAY THE WATTLE ALONG THE TRENCHES FITTING IT SNUGLY AGAINST THE SOIL. MAKE SURE NO GAPS EXIST BETWEEN THE SOIL AND THE STRAW WATTLE. USE A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE AND INTO THE SOIL FOR THE WOODEN STAKES. 6. DRIVE THE STAKE THROUGH THE PREPARED HOLE INTO THE SOIL. LEAVE ONLY ONE OR TWO INCHES OF STAKE EXPOSED ABOVE WATTLE. IF USING WILLOW STAKES REFER TO USDA SOIL CONSERVATION SERVICE TECHNICAL GUIDE, BIOENGINEERING, FOR GUIDELINES TO PREPARING LIVE WILLOW MATERIAL. 7. INSTALL STAKES AT LEAST EVERY FOUR FEET APART THROUGH WATTLE. ADDITIONAL STAKES MAY BE DRIVEN ON THE DOWNSLOPE SIDE OF THE TRENCHES ON HIGHLY EROSIVE OR VERY STEEP SLOPES. INSTALLATION AND MAINTENANCE 8. INSPECT THE STRAW WATTLE AND THE SLOPES AFTER SIGNIFICANT STORMS. MAKE SURE THE WATTLES ARE IN CONTACT WITH THE SOIL. 9. REPAIR ANY RILLS OR GULLIES PROMPTLY. 10. RESEED OR REPLANT VEGETATION IF NECESSARY UNTIL THE SLOPE IS STABILIZED. STRAW WATTLES PART 1 NTS 4' MAX STRAW WATTLE 8" MIN 3/4" X 3/4" WOOD STAKE MAX 4" SPACE 2" MIN
4" MAX 12" MIN
SLOPE

VARIES ENTRENCHMENT DETAIL TYPICAL INSTALLATION STRAW WATTLE 4' MAX
4' MAX
4' MAX NOTE: INSTALL STRAW WATTLE ALONG A LEVEL CONTOUR. INSTALL A STRAW WATTLE NEAR SLOPE WHERE IT TRANSITIONS INTO A STEEPER SLOPE

VERTICAL SPACING MEASURED ALONG THE

FACE OF THE SLOPE
VARIES BETWEEN 10' AND 20' STABILIZED CONSTRUCTION ENTRANCE PART 1 NTS STABILIZED CONSTRUCTION ENTRANCE PART 2 NTS NOTES: 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT-OF-WAYS. THIS MAY REQUIRE TOP DRESSING, REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. 3. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. CONSTRUCTION SPECIFICATIONS: 1. THE AGGREGATE SIZE FOR CONSTRUCTION OF THE PAD SHALL BE 2-3 INCH (50-75 MM) STONE. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS, AND SMOOTH IT. 2. THE THICKNESS OF THE PAD SHALL NOT BE LESS THAN 6 INCHES (152 MM). USE GEOTEXTILE FABRICS, IF NECESSARY, TO IMPROVE STABILITY OF THE FOUNDATION IN LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE. 3. THE WIDTH OF THE PAD SHALL NOT BE LESS THAN THE FULL WIDTH OF ALL POINTS OF INGRESS OR EGRESS AND IN ANY CASE SHALL NOT BE LESS THAN 12 FEET (3.6 M) WIDE. 4. THE LENGTH OF THE PAD SHALL BE AS REQUIRED, BUT NOT LESS THAN 50 FEET (15.2 M). 5. LOCATE CONSTRUCTION ENTRANCES AND EXITS TO LIMIT SEDIMENT LEAVING THE SITE AND TO PROVIDE FOR MAXIMUM UTILITY BY ALL CONSTRUCTION VEHICLES. AVOID ENTRANCES WHICH HAVE STEEP GRADES AND ENTRANCES AT CURVES IN PUBLIC ROADS. 6. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND, AND REPAIR AND/OR MAINTENANCE OF ANY MEASURES USED TO TRAP SEDIMENT. 7. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC RIGHTS-OF-WAY SHALL BE REMOVED IMMEDIATELY. 8. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE OUTLET. 9. WHEN NECESSARY, WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTRANCE ONTO PUBLIC RIGHTS-OF-WAY. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. SEE SEDIMENT BASIN BMP. 10. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING ANY STORM DRAIN, DITCH OR WATERCOURSE THROUGH USE OF SAND BAGS, GRAVEL, STRAW BALES, OR OTHER APPROVED METHODS. INSPECTION AND MAINTENANCE: 11. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. 12. REPLACE GRAVEL MATERIAL WHEN SURFACE VOIDS ARE VISIBLE. 13. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. 14. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS. REMOVE ALL SEDIMENT DEPOSITED ON PAVED ROADWAYS WITHIN 24 HOURS. CRUSHED AGGREGATE GREATER THAN 3" BUT SMALLER THAN 6" FILTER FABRICORIGINAL GRADE 12" MIN, UNLESS OTHERWISE SPECIFIED BY A SOIL ENGINEER SECTION B-B NTS 50' MIN OR FOUR TIMES THE CIRCUMFERENCE OF THE LARGEST CONSTRUCTION VEHICLE TIRE, WHICHEVER IS GREATER EXISTING PAVED ROADWAY NOTE: CONSTRUCT SEDIMENT BARRIER AND CHANNEL RUNOFF TO SEDIMENT TRAPPING DEVICE TEMPORARY PIPE CULVERT AS NEEDED DITCH
B
20' R MIN WIDTH AS REQUIRED TO ACCOMMODATE ANTICIPATED TRAFFIC

VARIES MATCH EXISTING GRADE
B CONTINUOUS STRAW WATTLE, SEE DETAIL ON THIS SHEET ANCHORING 10 MIL PLASTIC TARP STOCKPILED DIRT DIRT STOCKPILE SAND BAGS LASHED TOGETHER WITH ROPE 1 MAX 1 NOTE: STOCKPILE SIZE AND LOCATIONS TO BE DETERMINED BY CONTRACTOR WITH ENGINEERS APPROVAL. N.T.S. PLACE SILT FENCE 2' TO 5' FROM TOE OF SLOPE FOR SEDIMENT TO ACCUMULATE FLOW 12" MIN. RUNOFF STEEL OR WOOD POST
FLOW
FLOW CONSTRUCTION SPECIFICATIONS: 1. THE HEIGHT OF A SILT FENCE SHALL NOT EXCEED 36 INCHES (0.9 M). STORAGE HEIGHT AND PONDING HEIGHT SHALL NEVER EXCEED 18 INCHES (0.5 M). THE FENCE LINE SHALL FOLLOW THE CONTOUR AS CLOSELY AS POSSIBLE. 2. IF POSSIBLE, THE FILTER FABRIC SHALL BE CUT FROM A CONTINUOUS ROLL TO AVOID THE USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED ONLY AT A SUPPORT POST, WITH A MINIMUM 6 INCH (0.15 M) OVERLAP AND BOTH ENDS SECURELY FASTENED TO THE POST. 3. POSTS SHALL BE SPACED A MAXIMUM OF 10 FEET (3.1 M) APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 12 INCHES (0.3 M). WHEN EXTRA-STRENGTH FABRIC IS USED WITHOUT THE WIRSUPPORT FENCE, POST SPACING SHALL NOT EXCEED 6 FEET (1.8 M). TURN THE ENDS OF THE FENCE (LAST 6 FEET) UPHILL IN "J" OR "L" SHAPES TO ALLOW FOR PONDING 4. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 6 INCHES (152 MM) WIDE AND 8 INCHES (0.2 M) DEEP ALONG THE LINE OF POSTS AND UPSLOPE FROM THE BARRIER. 5. WHEN STANDARD-STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH (25.4 MM) LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 2 INCHES (51 MM) AND SHALL NOT EXTEND MORE THAN 36 INCHES (0.9 M) ABOVE THE ORIGINAL GROUND SURFACE. 6. THE STANDARD-STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 6 INCHES (0.15 M) OF THE FABRIC SHALL EXTEND INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES (0.9 M) ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 7. WHEN EXTRA-STRENGTH FILTER FABRIC AND CLOSER POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS. 8. EXTRA STRENGTH FILTER FABRIC SHALL BE 8 OZ NONWOVERN GEOTEXTILE FILTER FABRIC 9. THE TRENCH SHALL BE BACKFLLLED AND THE SOIL COMPACTED OVER THE TOE OF THE FILTER FABRIC. 10. SILT FENCES PLACED AT THE TOE OF A SLOPE SHALL BE SET AT LEAST 2 FEET (0.6M) TO 5 FEET (1.5M) FROM THE TOE IN ORDER TO INCREASE PONDING VOLUME. 11. SILT FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED AND ANY SEDIMENT STORED BEHIND THE SILT FENCE HAS BEEN REMOVED. INSPECTION AND MAINTENANCE: SILT FENCES AND FILTER BARRIERS SHALL BE INSPECTED WEEKLY AFTER EACH SIGNIFICANT STORM (1 INCH (25.4 MM) IN 24 HOUR). ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. SEDIMENT SHOULD BE REMOVED WHEN IT REACHES 1/3 HEIGHT OF THE FENCE OR 9 INCHES (0.3 M) MAXIMUM. THE REMOVED SEDIMENT SHALL CONFORM WITH THE EXISTING GRADE AND BE VEGETATED OR OTHERWISE STABILIZED. SILT FENCE NOTES: 1. INSPECT AND REPAIR FENCE AFTER EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. 2. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT CONTRIBUTE SEDIMENT OFF-SITE AND CAN BE PERMANENTLY STABILIZED. 3. SILT FENCE SHALL BE PLACED ON SLOPE CONTOURS TO MAXIMIZE PONDING EFFICIENCY. EXTRA STRENGTH FILTER FABRIC NEEDED WITHOUT WIRE MESH SUPPORT (2098 R USACE OR APPROVED ALTERNATE) PREPARATION OF THIS EROSION CONTROL PLAN COMPLETED UNDER THE DIRECTION OF DAVID RAMSEY, QSD #20758 RAMSEY CIVIL ENGINEERING, INC 2905 KRISTIE COURT SANTA CRUZ, CA. 95065 831-462-2905 [email protected] SITE HOUSEKEEPING REQUIREMENTS CONSTRUCTION MATERIALS · ALL LOOSE STOCKPILED CONSTRUCTION MATERIALS THAT ARE NOT ACTIVELY BEING USED (i.e. SOIL, SPOILS, AGGREGATE, FLY-ASH, STUCCO, HYDRATED LIME, ETC.) SHALL BE COVERED AND BERMED. · ALL CHEMICALS SHALL BE STORED IN WATERTIGHT CONTAINERS (WITH APPROPRIATE SECONDARY CONTAINMENT TO PREVENT ANY SPILLAGE OR LEAKAGE) OR IN A STORAGE SHED (COMPLETELY ENCLOSED). · EXPOSURE OF CONSTRUCTION MATERIALS TO PRECIPITATION SHALL BE MINIMIZED. THIS DOES NOT INCLUDE MATERIALS AND EQUIPMENT THAT ARE DESIGNED TO BE OUTDOORS AND EXPOSED TO ENVIRONMENTAL CONDITIONS (i.e. POLES, EQUIPMENT PADS, CABINETS, CONDUCTORS, INSULATORS, BRICKS, ETC.). · BEST MANAGEMENT PRACTICES TO PREVENT THE OFF-SITE TRACKING OF LOOSE CONSTRUCTION AND LANDSCAPE MATERIALS SHALL BE IMPLEMENTED. · ALL HAZARDOUS MATERIALS DISPOSAL, USE, STORAGE, AND TRANSPORTATION SHALL COMPLY WITH APPLICABLE REGULATIONS. WASTE MANAGEMENT· SOLID WASTE DISPOSAL CONTAINERS SHALL BE PROVIDED ON-SITE DURING ALL PHASES OF CONSTRUCTION, REFUSE AND DEBRIS SHALL NOT BE ALLOWED TO ACCUMULATE TO CONSTITUTE AN UNSIGHTLY/UNSAFE PUBLIC NUISANCE TO SURROUNDING PROPERTIES, AND ALL SOLID WASTE GENERATED MUST BE HAULED FROM THE SITE BY THE CITY SOLID WASTE DIVISION PER THE CITY OF WATSONVILLE MUNICIPAL CODE. · DISPOSAL OF ANY RINSE OR WASH WATERS OR MATERIALS ON IMPERVIOUS OR PERVIOUS SITE SURFACES OR INTO THE STORM DRAIN SYSTEM SHALL BE PREVENTED. · SANITATION FACILITIES SHALL BE CONTAINED (e.g. PORTABLE TOILETS) TO PREVENT DISCHARGES OF POLLUTANTS TO THE STORM WATER DRAINAGE SYSTEM OR RECEIVING WATER, AND SHALL BE LOCATED A MINIMUM OF 20 FEET AWAY FROM AN INLET, STREET OR DRIVEWAY, STREAM, RIPARIAN AREA OR OTHER DRAINAGE FACILITY. · SANITATION FACILITIES SHALL BE INSPECTED REGULARLY FOR LEAKS AND SPILLS AND CLEANED OR REPLACED AS NECESSARY. · COVER WASTE DISPOSAL CONTAINERS AT THE END OF EVERY BUSINESS DAY AND DURING A RAIN EVENT. · DISCHARGES FROM WASTE DISPOSAL CONTAINERS TO THE STORM WATER DRAINAGE SYSTEM OR RECEIVING WATER SHALL BE PREVENTED. · STOCKPILED WASTE MATERIAL SHALL BE CONTAINED AND SECURELY PROTECTED FROM WIND AND AIN AT ALL TIMES UNLESS ACTIVELY BEING USED. · PROCEDURES THAT EFFECTIVELY ADDRESS HAZARDOUS AND NON-HAZARDOUS SPILLS SHALL BE IMPLEMENTED. · EQUIPMENT AND MATERIALS FOR CLEANUP OF SPILLS SHALL BE AVAILABLE ON SITE AND THAT SPILLS AND LEAKS SHALL BE CLEANED UP IMMEDIATELY AND DISPOSED OF PROPERLY; AND · CONCRETE WASHOUT AREAS AND OTHER WASHOUT AREAS THAT MAY CONTAIN ADDITIONAL POLLUTANTS SHALL BE CONTAINED SO THERE IS NO DISCHARGE INTO THE UNDERLYING SOIL AND ONTO THE SURROUNDING AREAS. VEHICLE STORAGE AND MAINTENANCE· MEASURES SHALL BE TAKEN TO PREVENT OIL, GREASE, OR FUEL TO LEAK IN TO THE GROUND, STORM DRAINS OR SURFACE WATERS. · ALL EQUIPMENT OR VEHICLES, WHICH ARE TO BE FUELED, MAINTAINED AND STORED ONSITE SHALL BE IN A DESIGNATED AREA FITTED WITH APPROPRIATE BMP's. LANDSCAPE MATERIALS · CONTAIN STOCKPILED MATERIALS SUCH AS MULCHES AND TOPSOIL WHEN THEY ARE NOT ACTIVELY BEING USED. · CONTAIN FERTILIZERS AND OTHER LANDSCAPE MATERIALS WHEN THEY ARE NOT ACTIVELY BEING USED. · DISCONTINUE THE APPLICATION OF ANY ERODIBLE LANDSCAPE MATERIAL WITHIN 2 DAYS BEFORE A FORECASTED RAIN EVEN OR DURING PERIODS OF PRECIPITATION. · APPLY ERODIBLE LANDSCAPE MATERIAL AT QUANTITIES AND APPLICATION RATES ACCORDING TO MANUFACTURE RECOMMENDATIONS OR BASED ON WRITTEN SPECIFICATIONS BY KNOWLEDGEABLE AND EXPERIENCED FIELD PERSONNEL. · STACK ERODIBLE LANDSCAPE MATERIAL ON PALLETS AND COVERING OR STORING SUCH MATERIALS WHEN NOT BEING USED OR APPLIED. 1. NO LAND CLEARING, GRADING OR EXCAVATION SHALL BE DONE BETWEEN OCTOBER 15TH AND APRIL 15TH. ANY DEVIATION FROM THIS CONDITION REQUIRES REVIEW AND APPROVAL OF A SEPARATE WINTER EROSION CONTROL PLAN BY THE CITY OF WATSONVILLE TO BEGINNING CONSTRUCTION. THE DEVELOPER SHALL BE RESPONSIBLE FOR IMPLEMENTING AND MAINTAINING SITE EROSION CONTROL AT ALL TIMES. 2. ALL EROSION AND SEDIMENT CONTROL MATERIALS, INCLUDING FIBER ROLLS AND EROSION CONTROL BLANKETS, SHALL BE BIODEGRADABLE. AVOID FIBER ROLLS WITH PLASTIC NETTING DUE TO POTENTIAL IMPACTS ON WILDLIFE. 3. IT SHALL BE THE RESPONSIBILITY OF THE OWNER AND THE PERMITEE TO ENSURE THAT EROSION DOES NOT OCCUR FROM ANY ACTIVITY DURING OR AFTER PROJECT CONSTRUCTION. ADDITIONAL MEASURES, BEYOND THOSE SPECIFIED, MAY BE REQUIRED BY THE PROJECT QSP AND/OR THE CITY OF WATSONVILLE INSPECTOR, AS DEEMED NECESSARY TO CONTROL ACCELERATED EROSION. 4. PRIOR TO ANY FORECAST RAIN AND ANYTIME BETWEEN OCTOBER 15 AND APRIL 15, AT THE END OF EACH WORKDAY, AT THE END OF EACH WORKWEEK, THE DEVELOPER SHALL IMPLEMENT ALL TEMPORARY MEASURES NECESSARY TO PREVENT EROSION AND SILTATION, UNTIL THE PROJECT HAS BEEN FINALIZED. THESE MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, DIRECT SEEDING OF THE AFFECTED AREAS, STRAW MULCHING, AND/OR INSTALLATION OF STRAW BALES DAMS/SILT FENCES AT THE DISCRETION OF THE PROJECT QSP. 5. DURING CONSTRUCTION, NO TURBID WATER SHALL BE PERMITTED TO ENTER THE CHANNEL OR STORM DRAIN SYSTEM. USE OF SILT AND GREASE TRAPS, FILTER BERMS, HAY BALES OR SILT FENCES SHALL BE USED TO PREVENT SUCH DISCHARGE. 6. ALL AREAS ON- AND OFF-SITE EXPOSED DURING CONSTRUCTION ACTIVITIES, HAVING A MAXIMUM SLOPE OF 3:1 (H:V), IF NOT PERMANENTLY LANDSCAPED PER PLAN, SHALL BE SEEDED WITH ANNUAL WINTER BARLEY AT A MINIMUM RATE OF 5 LBS/1,000 SF AND COVERED WITH A UNIFORM LAYER OF STRAW DERIVED FROM RICE, BARLEY OR WHEAT (2-3 BALES/1,000 SF), INCORPORATING IT INTO SOIL WITH A STUDDED ROLLER OR ANCHORING IT WITH A TACKIFIER STABILIZING EMULSION. 7. ALL EXCAVATED MATERIAL SHALL BE REMOVED TO AN APPROVED DISPOSAL SITE OR DISPOSED OF ON-SITE IN A MANNER THAT WILL NOT CAUSE EROSION. 8. ANY MATERIAL STOCKPILED DURING CONSTRUCTION SHALL BE COVERED WITH PLASTIC, UNLESS BEIGN ACTIVELY USED. 9. EXPOSED SOIL ON SLOPES GREATER THAN 20% SHALL BE SEEDED, COVERED WITH 2 INCHES OF STRAW, AND AN EROSION CONTROL BLANKET. THE EROSION CONTROL BLANKET SHALL BE STAKED IN PLACE. 10. IT IS THE DEVELOPER'S RESPONSIBILITY TO SEE THAT ADDITIONAL MEASURES, NECESSARY TO CONTROL SITE EROSION AND PREVENT SEDIMENT TRANSPORT OFF-SITE ARE IMPLEMENTED. 11. THE PROJECT QSP HAD AUTHORITY TO CHANGE, MODIFY, REMOVE, OR ADD, EROSION CONTROL MEASURES, IN THE FIELD, AS THEY DEEM NECESSARY FOR ADEQUATE SITE PROTECTION. THESE MEASURES WILL BE CONSTANTLY CHANGING, BUT NOTED IN WEEKLY REPORTS FOR REFERENCE. THE BMP'S SHOWN HEREON, ARE THE STARTING POINT TO MAINTAINING A FUNCTIONING SITE, AND WILL BE FLUID THROUGHOUT THE CONSTRUCTION TIME FRAME. 12. BMP'S SHALL COMPLY WITH THE CITY OF WATSONVILLE (CoW) EROSION CONTROL STANDARDS AND THE LATEST EDITION OF THE CRWQCB'S EROSION AND SEDIMENT CONTROL FIELD MANUAL. EROSION CONTROL NOTES 10 FT MAX SPACING WITH WIRE SUPPORT FENCE 6 FT MAX SPACING WITHOUT WIRE SUPPORT FENCE 6"x8" TRENCH WITH COMPACTED BACKFILL (DIRT OR GRAVEL) STEEL OR WOOD POST 36" HIGH MAX N.T.S.

2.5' 6"
8' O.C. MAX
48" 48" HIGH DENSITY ORANGE POLYETHYLENE SAFETY FENCE ORANGE CONSTRUCTION FENCE N.T.S. STAKES: 72" STEEL T-POST (OR APPROVED ALTERNATE) DRIVEN 20" MIN. BELOW GRADE WIRE OR ZIP TIES TO SECURE SAFETY FENCE TO POST FINISHED GRADE NOTES: 1. FENCING LOCATION PER PLAN. PLACE ORANGE CONSTRUCTION FENCING 12" INSIDE OFFSET FROM THE PROPOSED SILT FENCING. 2. SAFTY FENCE SHOULD BE FASTENED SECURELY TO POSTS. 3. THE FENCING MUST REMAIN IN PLACE DURING ALL PHASES OF CONSTRUCTION; ANY CHANGE OF THE PROTECTIVE FENCING MUST BE APPROVED. FILTER FABRIC ATTACH SECURELY TO UPSTREAM SIDE OF POST. 12" ORANGE CONSTRUCTION FENCING PER DTL SHOWN HEREON Exhibit B

Page 91 of 468 ends

Page 389 of 885 ends

WALL - A PROFILE H: 1"=10' V: 1"=5' 2530405060 2530405060 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 BRW 36.00
BRW 47.95
BRW 40.64
BRW 48.61
BRW 49.66
BRW 50.20
TRW 50.45 (RG)
TRW 50.39 (FG)
TRW 50.47 (FG)
TRW 51.84 (FG)
TRW 51.41 (FG)
TRW 51.49 (FG)
TRW 51.98 (FG)
TRW 52.13 (FG)
TRW 52.35 (FG)
TRW 51.99 (FG) EG (TYP) FG AT BTM OF WALL (FUTURE) FG AT TOP OF WALL 18" ADS N-12 ST IB INV 30.1± AT WALL CROSSING 4" BACK OF WALL DRAIN DISCHARGE INV 34.0± BRW 39.33
BRW 40.50
BRW 42.00
BRW 36.00
BRW 39.00
BRW 41.55
BRW 47.10 CB(7) CHRISTY V12 RIM 45.43 (RG) RIM 50.17 (FG) TRW 49.45 (RG) INV 43.76
TRW 47.79 (RG)
TRW 49.47 (RG)
TRW 51.35 (RG) ROUGH GRADE ELEV
TRW 51.13 (RG)
TRW 50.99 (RG) (RG) AT TOP OF WALL BTM OF REMEDIATION PIT (BEHIND WALL) ELEV 26.0 (SEE SHT C5.1) BTM OF FOOTING (TYP) DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

CIVI L RESIDENTIAL SUBDIVISION
GS/DMR 09/29/2021 RESPONSE 1 - PLAN CHECK COMMENTS 09/21/2021 GS/DMR 01/20/2022 RESPONSE 2 - PLAN CHECK COMMENTS 10/08/2021 B A
GS/DMR 03/18/2022 RESPONSE 3 - PLAN CHECK COMMENTS 03/11/2022 C C5.6 WALL A (PIT WALL) PROFILE & DETAILS GRAPHIC SCALE: 1 INCH = FEET 10' 0 5' 10' 20' 10 NOTES: 1. TRW ELEVATIONS ARE SHOWN BASED ON THE FINISHED GRADE ELEVATIONS ADJACENT TO THE TOP OF THE WALL (NOT TOP OF WALL CAP). 2. BRW ELEVATIONS ARE SHOWN BASED ON THE FINISHED GRADE ELEVATIONS ADJACENT TO THE BOTTOM OF THE WALL (NOT THE WALL FOUNDATION). 3. (RG) ELEVATIONS REFER TO THE ROUGH GRADING ELEVATIONS. 4. (FG) ELEVATIONS REFER TO THE FINAL (FUTURE) GRADING ELEVATIONS. 5. ADS N-12 PIPE SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS. PROVIDE CLASS 2 95% COMPACTED FILL FOR FILL HEIGHTS 11'-18', PROVIDE CLASS 1 COMPACTED FILL MATERIAL FOR FILL HEIGHTS GREATER THAN 18'. 5. COORDINATE WALL GEO-GRID INSTALLATION WITH CATCH BASIN AND PIPE INSTALLATION. 6. CONTRACTOR TO COORDINATE ALLOWABLE CONSTRUCTION VEHICLE SETBACKS TO WALL 'A' FOR SAFE PASSAGE WITH STRUCTURAL ENGINEER. 7. FENCING & GUARDRAILS AT TOP OF PIT WALL SHALL BE DESIGNED TO MEET THE REQUIRED DESIGN CODES. DETAILING AND FINAL LAYOUT TO BE PROVIDED PRIOR TO CONSTRUCTION AND STAGE 3 DEVELOPMENT. (SEE NOTE 3) 12-IN THICK CALTRANS CLASS 2 AB LEVELING PAD, 95% R.C. WALL HEIGHT GRID LENGTH 14-FEET 12-FEET 10-FEET 8-FEET BLOCK # 3 6
9 12 15 18 21 24 12-FT 12-FT 12-FT 12-FT 12-FT 12-FT 14-FT 18-FT N/A CONSTRUCTION CUT & BENCH PER CONTRACTOR TO BE VERIFIED IN FIELD BY GEOTECHNICAL ENGINEER SOIL BACKFILL. FILLS GREATER THAN 5-FT COMPACTED TO AT LEAST 95% R.C. FILLS LESS THAN 5-FT COMPACTED TO AT LEAST 90% R.C. 1-FT WIDE CALTRANS CLASS 2 PERMEABLE MATERIAL STIFF SOIL CONFIRMED BY THE GEOTECHNICAL ENGINEER IN THE FIELD SAFETY RAILING AND/OR FENCING SEE DETAIL AT RIGHT 27 26 25 24 23 2221 20 19 18 17 16 15 14 13 1211 10 9 8
7 6
5 4
3 2
1 WALL HEIGHT, H KEYSTONE STONE FACE STANDARD III BLOCK, COLOR PER OWNER MIRAFI 7XT GEOGRID TULT = 5,900 LB/FT (LTDS = 3,500 LB/FT) OR APPROVED EQUIVALENT 4-IN DIAMETER PERFORATED SCH40 PVC PIPE, SLOPED TO DRAIN, TYP. 6-FEET 4-FEET 16-FEET 12-FT 12-FT 12-FT 12-FT 12-FT 14-FT 16-FT N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 10-FT 10-FT 10-FT 10-FT 10-FT 14-FT 8-FT 8-FT 8-FT 8-FT 10-FT 12-FT 6-FT 6-FT 10-FT 6-FT 6-FT 10-FT 4-FT 8-FT 2-FT MIN REMEDIATION PIT MSE WALL DETAIL (NOT TO SCALE) GENERAL NOTES: 1. THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER A MINIMUM OF 48 HOURS PRIOR TO COMMENCING ANY ASPECT OF THE WORK. ENGINEER: MILLER PACIFIC ENGINEERING GROUP 504 REDWOOD BOULEVARD, SUITE 220 NOVATO, CALIFORNIA 94947 415-382-3444 2. THE GEOTECHNICAL ENGINEER, OR THEIR REPRESENTATIVE, SHOULD OBSERVE FOUNDATION EXCAVATIONS TO CONFIRM SUBSURFACE CONDITIONS ARE CONSISTENT WITH THE DESIGN CRITERIA AND TO MODIFY FOUNDATION (IF REQUIRED). 3. THE CONTRACTOR IS RESPONSIBLE FOR LAYOUT OF THE WALL. LOCATION TO BE CONFIRMED BY THE ENGINEER PRIOR TO COMMENCING EXCAVATION. 4. CONTRACTOR SHALL NOTIFY U.S.A. AND OWNER TO LOCATE UTILITIES. 5. ALL EXCAVATED DEBRIS MATERIAL, NOT USED AS FILL, SHALL BE HAULED FROM THE SITE AND LEGALLY DISPOSED OF BY THE CONTRACTOR. 6. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE ACI CODE, ASTM AND STATE OF CALIFORNIA, DEPARTMENT OF TRANSPORTATION (CALTRANS) STANDARD PLANS AND SPECIFICATIONS. 7. THE CONTRACTOR SHALL RESTORE ACCESS ROUTES TO THEIR ORIGINAL CONDITIONS. DAMAGE TO EXISTING IMPROVEMENTS, SUCH AS STRUCTURES OR PAVEMENTS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COST TO THE OWNER. 8. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR SITE SAFETY, INCLUDING PROVIDING TEMPORARY SHORING IF NECESSARY TO STABILIZE CUTS IN EXCESS OF 5 FEET IN HEIGHT. 9. ANY SHORING UTILIZED ON SITE SHOULD BE DESIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA. 10. MPEG SHALL NOT SUPERVISE, DIRECT OR HAVE ANY CONTROL OVER THE CONTRACTOR'S WORK NOR HAVE ANY RESPONSIBILITY FOR THE CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES SELECTED BY THE CONTRACTOR NOR FOR THE CONTRACTOR'S SAFETY PRECAUTIONS OR PROGRAMS IN CONNECTION WITH THE WORK. THESE RIGHTS AND RESPONSIBILITIES ARE SOLELY THOSE OF THE CONTRACTOR. DRAINAGE 1. WALL DRAINAGE SHOULD CONSIST OF CLEAN, FREE DRAINING 3/4 INCH CRUSHED ROCK (CLASS 1B PERMEABLE MATERIAL) WRAPPED IN FILTER FABRIC (MIRAFI 140N OR EQUIVALENT) OR CALTRANS CLASS 2 PERMEABLE MATERIAL. 2. PERFORATED PIPE SHALL BE SCH 40 OR SDR 35 FOR DEPTHS LESS THAN 20 FEET. USE SCH 80 OR SDR 23.5 PERFORATED PIPE FOR DEPTHS GREATER THAN 20 FEET. PLACE PIPE PERFORATIONS DOWN AND SLOPE AT 1% TO A GRAVITY OUTLET. 3. CLEAN OUTS SHOULD BE INSTALLED AT THE UPSLOPE END AND AT SIGNIFICANT DIRECTION CHANGES OF THE PERFORATED PIPE. ADDITIONALLY, ALL ANGLED CONNECTORS SHALL BE LONG BEND SWEEP CONNECTIONS. 4. ALL WORK AND MATERIALS SHALL CONFORM WITH SECTION 68, OF THE LATEST EDITION OF THE CALTRANS STANDARD SPECIFICATIONS. MSE WALL CONSTRUCTION 1. RETAINING WALL CONSTRUCTION SHOULD BEGIN AT THE "LOW-POINT". 2. ALL EARTHWORK SHALL FOLLOW THE PROJECT SPECIFICATIONS AND GEOTECHNICAL INVESTIGATION REPORT. 3. MSE FACING SHALL CONSIST OF PINNED KEYSTONE STANDARD III STONE FACE BLOCKS. COLOR TO BE DETERMINED BY OWNER. REINFORCED SOIL DESCRIPTION COHESION FRICTION ANGLE UNIT WEIGHT FILL SOIL N/A 30° 120 PCF RETAINED SOIL LEVELING PAD SOIL FOUNDATION SOIL NATIVE SOIL CLASS 2 AB NATIVE SOIL N/A 30° 120 PCF N/A 30° 120 PCF 500 PSF 30° 120 PCF MSE WALL SOIL PROPERTIES 8° FENCE SECTION DETAIL TRW FG (PER PLANS) BRW (PER PLANS) 6" SCHED 80 PERF PIPE FOR FILL BENCHING BOTTOM OF FOOTING NOTES: 1. THIS DETAIL IS SHOWN FOR REFERENCE ONLY. THE FINAL DESIGN AND DETAILING FOR THE PROTECTION FENCE SHALL BE PROVIDED WITH THE STAGE 3 CONSTRUCTION DOCUMENTS. 2. CONTRACTOR SHALL PROVIDE A TEMPORARY PROTECTION RAILING FOR THE INTERIM BETWEEN THE COMPLETION OF PHASE 1 AND STAGE 3 CONSTRUCTION. 3. ALL RAILINGS/GUARDRAILS SHALL BE CODE COMPLIANT. 3' MIN POST EMBEDMENT DEPTH CUT OR DISPLACE GEOGRID AROUND COLUMN TUBE OR PVC PIPE. TOP GEOGRID LAYER MUST BE WITHIN THE TOP THREE COURSES. ITS LENGTH MUST CONSIDER THE FENCE STABILITY NON-WIND LOADED FENCE OR RAILING SHALL BE CODE COMPLIANT CONCRETE POST FOOTING 42" MIN FENCE OR RAILING HEIGHT COLUMN TUBE OR PVC PIPE TO BE INSTALLED DURING WALL CONSTRUCTION (AFTER WALL CONSTRUCTION - POST FOOTING WILL REQUIRE HAND EXCAVATION AS TO NOT DAMAGE GEOGRID) Exhibit B

Page 92 of 468 ends

Page 390 of 885 ends

SECTION - B HORIZONTAL SCALE: 1"=10' VERTICAL SCALE:1"=10' 2025303540455055606570 2025303540455055606570 3:1 MAX TEMP SEDIMENT BASIN-2 PER DTL HEREON 24" REMOVAL SURFACE EG (FUTURE) 12' WIDE AC NATURE TRAIL EG ROUGH GRADING SURFACE 3:1 MAX TEMP SEDIMENT BASIN-2A PER DTL HEREON 10.0' 60LF~8"SD, S=0.005 5% MAX AP INV 46.70 AP INV 34.00 51LF~8"SD, S=0.25
41LF~8"SD, S=0.17 PLACE STORM PIPE AT GRADE. SECURE IN PLACE.

SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD 10 11 12 17 18
25 25
30 35
40 45
26 26
27 27
28 29
31 32
33 34
36 37
38 39
41 42
43 44
46 47 C5.7 B
50 50
48 47
47 48
50 48
49 49
49 51
54 53
52 51
51 DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

NOTED ON
TABLE BELOW TEMP 8" SD PIPE TO TEMP BASIN 2 (PER C5.0) 8" PVC RISER TRASH RACK 2-YEAR DE-WATERING OUTLET 7/8"Ø ANTI FLOTATION BLOCK STABILIZE EMBANKMENT WITH VEGETATION OR RIP-RAP ELEV 49.50 TEMPORARY SEDIMENT TRAP (2A)- WITH OUTLET RISER (SECTION VIEW) N.T.S. CITY OF WATSONVILLE SETBACK LINE CDFW/RWQCB SETBACK LINE TEMP-SEDIMENT BASIN-2A FUTURE NATURE TRAIL (SHOWN FOR REFERENCE) OPEN SPILLWAY OUTLET LINED WITH 4"-6" COBBLES EARTHEN EMBANKMENT (PER PLANS) OPEN SPILLWAY (ISOMETRIC VIEW) N.T.S.

DEPTH AS

NOTED ON

TABLE BELOW
(PER TABLE BELOW, WEIR LENGTH
LOCATION PER SHT C5.0) RISER OUTLET PER DTL SHOWN HEREON INV OUT 47.00 INV 27.00 152LF~8"SD, SET AT GRADE (SEE SECTION B) (APPLICABLE FOR TEMPORARY BASIN: 1, 1A, 1B, 2, 3) AP/DAYLIGHT INV 46.70 APINV 34.00 6" WEIR
DEPTH
(TYP)
Exhibit B

Page 93 of 468 ends

Page 391 of 885 ends

1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
18 17
20 19
22 21
23 25
24 27
26 29
28 30
39 40
41 42
43 62
63 64
65 66
37 38
35 36
33 34
31 32
120
119
121
122
123
124
125
126
127
128
129
130
45 44
46 47
49 48
50 143
144
142
141
140
139
138
137
136
135
134
133
132
131
60 61
58 59
56 57
55 53
54 52
51 93
92 91
90 89
88 87
86 85
84 82
83 80
81 79
78 77
94 95
96 97
98 99
100
101
102
103
67 69
68 71
70 72
73 74
75 76
113
112
111
110
109
108
107
106
105
104
117
118
116
115
114 Slopes Table Number 1
2 3
4 Minimum Slope 0.00% 32.75% 33.50% 49.75% Maximum Slope 32.75% 33.50% 49.75% 50.50% Color 50.0% DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

Exhibit B

Page 94 of 468 ends

Page 392 of 885 ends

STOP
STOP
STOP
STOP
STOP
STOP
SD
SD
SD
00 0-1-1-1-1-1-1-10-1-1 -1-1-3-3-3-2-2-1-1
00000 -1-1-2-3-4-4-4-2-1-1-1-1-1-1-1
00 0-1-1-2-3-3-4-4-3-2-2-2-2-2-2-1-1-1-10 -1-1-2-2-3-3-4-4-4-4-4-4-4-4-3-2-2-2-2-1-1-1 0 0-1-2-2-2-3-3-4-5-5-5-5-5-6-5-5-4-4-4-3-3-2-2-1000 -1-2-3-3-3-4-4-5-5-5-5-5-6-6-6-6-5-5-6-6-5-4-3-2-1-2-1 0-10 -1-3-3-3-4-4-4-6-6-6-5-5-6-7-7-7-6-6-7-7-7-7-5-4-3-2-1-1-2-2-1 0-1 -2-4-4-4-5-5-5-7-6-6-6-5-5-6-7-7-7-7-7-7-9-8-8-7-5-2-1-1-2-2-1 0-100+1 -2-4-5-5-5-5-6-7-7-7-6-5-4-5-5-6-6-6-7-7-10 -11 -10-8-6-2-1-1-1-1-1 0-100+1+1+10 -2-5-5-5-5-6-6-8-8-7-7-5-4-4-4-4-5-6-7-9-11 -11 -11-9-7-3-1-1-1 0+1+2+1+10+1+1+2+1+2+1 -3-5-6-6-6-6-7-8-8-8-7-5-5-4-4-4-5-6-7-8-8-8-8-8-6-2+1-1-3 0+5+6+4+3+2+2+2+3+2+1+2+1+1+1
0-3-5-6-6-6-6-7-8-8-8-7-5-5-5-4-4-5-6-7-7-7-7-7-7-5-1+1-1-3-2+4 +10 +10 +9+8+6+6+5+4+3+2+10+1+3+1+1+1 -1-4-6-6-6-6-6-8-8-8-8-7-5-5-5-4-4-5-6-7-7-7-7-7-7-5 0+20-1+1+7 +12 +13 +13 +13 +12 +11 +9+9+7+4+2+1+1+2+1+1+1+2+20 -2-5-7-7-7-7-7-8-8-8-8-7-6-5-5-5-4-5-6-7-7-7-6-6-7-4+1+3+3+3+7 +12 +15 +15 +16 +17 +16 +15 +14 +14 +13 +9+6+4+3+2+2+1+1+2 -2-5-6-7-7-7-7-9-9-8-8-7-6-5-5-5-5-5-6-7-6-6-6-6-6-2+2+4+5+6 +11 +15 +16 +16 +16 +17 +17 +17 +17 +16 +16 +14 +13 +11 +10 +8+6+4+1 -3-6-6-7-7-7-7-9-9-8-8-6-6-6-5-5-5-5-6-7-6-6-6-6-5-1+4+6+7+8 +13 +16 +18 +17 +17 +17 +17 +18 +17 +17 +17 +16 +15 +15 +14 +11 +8+5+2 0-3-6-6-7-7-7-7-9-9-9-8-6-6-6-6-5-5-6-6-7-6-6-6-6-50+5+7+8 +10 +14 +17 +19 +18 +18 +18 +18 +18 +17 +17 +17 +16 +15 +15 +15 +10 +8+5+2 -1-4-6-6-7-7-7-8-9-9-9-8-6-6-6-6-6-6-6-7-7-6-6-6-6-4+1+6+7+8 +13 +18 +19 +19 +19 +18 +18 +18 +17 +17 +17 +17 +16 +15 +15 +15 +7+7+4+1 -1-4-6-7-7-7-7-8-9-9-9-8-7-6-6-6-6-6-6-6-6-6-6-6-6-2+2+7+8 +10 +15 +18 +18 +19 +19 +19 +18 +18 +17 +16 +16 +16 +16 +15 +15 +5+3+3+2 0 -2-5-6-7-7-7-7-9-9-9-9-8-7-7-6-6-6-6-6-7-6-6-6-6-5-2+3+7+8 +12 +15 +18 +18 +18 +19 +18 +18 +18 +16 +16 +16 +16 +16 +15 +15 +2-2-1 00 -3-5-7-7-7-7-8-9-9-9-9-8-7-7-6-6-6-6-6-6-6-6-6-6-5-1+5+7+8 +13 +16 +18 +17 +17 +18 +18 +18 +17 +16 +16 +16 +16 +16 +16 +15 +1-4-4 0 -1-3-6-7-7-7-8-8-10 -10-9-9-8-7-7-7-6-6-6-6-6-6-6-6-5-4+1+7+8+9 +13 +16 +19 +19 +18 +19 +18 +18 +17 +16 +16 +16 +17 +16 +16 +15 0-4-30 -1-4-6-7-7-8-8-8-10 -10 -10-9-8-7-7-7-6-6-6-6-6-6-6-5-5-3+2+7+8+9 +12 +16 +19 +19 +19 +19 +18 +18 +17 +16 +16 +16 +17 +17 +17 +3-1-4-2 -2-5-7-7-8-8-8-8-10 -10 -10-9-7-7-7-7-6-6-6-6-6-6-5-5-4-2+3+7+8 +12 +14 +17 +18 +18 +19 +19 +18 +18 +17 +16 +17 +17 +17 +17 +7+2-2-5-2 -3-5-7-7-8-8-9-9-10 -10 -10-9-7-7-7-6-6-6-6-6-6-6-5-5-4 0+4+8+9 +14 +15 +17 +18 +17 +19 +19 +18 +18 +17 +17 +17 +17 +17 +18 +6+1-2-4-10 0-3-5-7-7-8-9-9-9-10 -10 -10-9-7-7-7-6-6-6-6-6-6-6-5-5-40+5+8 +10 +14 +15 +17 +17 +18 +19 +19 +19 +19 +17 +18 +18 +18 +18 +18 +5+1-3-4-20 -2-4-6-7-7-8-9-9-10 -10 -10-9-9-7-7-7-7-6-6-6-6-6-5-5-5-4+1+6+8 +11 +13 +13 +16 +17 +17 +19 +19 +19 +19 +18 +18 +18 +18 +18 +19 +6+2-2-4-3 0+1 -2-4-6-7-7-8-9-9-10 -10 -10-9-8-7-7-7-7-7-6-6-6-5-5-5-4-4+1+6+8 +11 +13 +13 +16 +17 +17 +18 +20 +20 +20 +19 +19 +19 +18 +19 +12 +9+5+1-1-3-2+1+1 -3-5-6-7-7-8-8-8-10 -10-9-9-8-7-7-7-7-7-6-6-6-5-5-5-4-3+2+6+7 +11 +13 +13 +16 +16 +16 +18 +19 +20 +20 +19 +19 +19 +19 +18 +13 +12 +8+5+2 0-2-1+1+1 -3-5-7-7-8-8-8-8-9-9-9-9-7-7-7-7-7-7-6-6-5-5-5-4-4-2+2+6+7 +11 +13 +14 +16 +15 +15 +17 +19 +19 +20 +19 +19 +19 +19 +18 +14 +13 +11 +8+4+2 0-1-1+3 -1-4-5-7-7-8-8-8-8-9-9-9-9-7-7-7-7-7-7-6-6-5-5-5-4-4-1+3+6+7 +11 +13 +15 +17 +16 +16 +18 +19 +19 +19 +19 +19 +19 +19 +19 +15 +14 +13 +10 +7+4+2+1-1+1+2 -2-4-6-7-8-8-8-8-8-9-9-9-9-7-7-7-7-7-7-6-6-5-5-5-4-4+1+3+6+7 +10 +12 +15 +16 +16 +17 +18 +19 +19 +18 +19 +19 +19 +18 +13 +12 +12 +14 +11 +9+7+5+3+1+1+2 0 -2-4-6-7-8-8-7-7-9-9-9-9-8-7-7-7-7-7-7-6-5-5-5-4-4-4+1+4+5+7+9 +11 +14 +16 +16 +17 +19 +19 +19 +18 +18 +18 +17 +16 +15 +15 +14 +15 +13 +11 +7+6+5+3+3+2+1 -3-5-6-7-7-7-7-7-9-9-9-9-8-7-7-7-7-7-7-6-5-5-4-4-4-3+1+4+5+7+9 +10 +12 +13 +14 +16 +18 +19 +18 +18 +18 +18 +18 +17 +16 +15 +15 +15 +14 +12 +9+6+5+5+3+2+1 0 0-4-5-7-7-7-7-7-7-9-9-9-9-8-7-7-7-8-7-6-5-5-4-4-4-4-1+1+3+4+8+9 +10 +9+9 +11 +14 +16 +18 +18 +17 +17 +18 +19 +18 +17 +17 +16 +15 +14 +12 +10 +7+5+4+5+3+2+1 -2-4-6-7-7-7-7-7-7-9-9-9-9-7-7-7-7-7-7-6-5-4-4-4-4-2-1 0+2+5+9+9 +10 +8+6+7 +10 +12 +14 +15 +14 +16 +17 +18 +19 +18 +18 +17 +15 +14 +12 +10 +8+6+5+4+5+3+2 -3-4-6-6-7-7-7-7-8-9-9-9-8-7-7-7-7-7-6-5-4-4-4-3-2-2-1-1+2+7+9 +10 +10 +8+5+5+7+8 +11 +12 +12 +14 +15 +16 +18 +19 +18 +17 +16 +14 +12 +10 +7+5+3+3+3+3+2 0 -3-4-5-6-7-7-7-7-8-9-9-9-8-7-7-7-6-6-5-5-4-4-4-3-2-3-3-2+3+8+9 +10 +10 +8+5+5+5+5+5+7 +11 +11 +11 +13 +16 +18 +17 +16 +14 +12 +9+7+6+4+1+1+1+2+2 0-1 -3-5-5-6-6-7-7-7-8-9-9-9-8-7-7-6-6-6-5-4-4-4-4-4-3-3-3-1+2+6+8+9+9+7+4+4+4+4+4+5+7+9+9 +10 +11 +10 +12 +15 +11 +9+5+2+2+2 0-2-2-2-1-1-20 -3-5-6-6-6-6-7-7-9-9-9-9-8-7-6-6-6-6-5-4-4-4-4-4-4-4-3-1+1+4+8+9+8+6+4+4+4+4+4+5+4+5+6+7+7+7+9 +11 +8+5+2+1 0-1-1-4-6-5-4-4-3-2 -3-5-6-6-7-7-7-8-9-9-9-9-8-7-7-7-7-6-5-4-4-4-4-4-4-4-3-1+1+3+5+8+8+5+3+3+3+3+3+1+1+4+5+6+6+5+7+8+6+4+3+1-1-1-4-5-7-9-6-6-5-3 0 -3-6-5-6-7-7-7-8-9-9-9-9-8-8-7-7-7-7-6-4-4-4-4-4-4-5-5-2 0+2+3+6+7+4+3+3+3+3+20+1+4+6+6+4+4+3+6+4+5+3+1-1-2-4-5-7-10 -11-9-7-5-2 0-3-6-5-6-7-7-7-8-9-10 -10 -10-8-8-8-8-8-7-6-4-4-4-4-4-5-6-6-4-1+2+3+4+5+3+2+2+2+2+2+1+1+3+5+4+4+4+3+3+4+4+4+2-1-3-3-5-7-9-11 -10-6-6-3 0-3-4-4-5-6-7-7-8-9-10 -10 -10-8-8-8-8-8-7-6-4-4-4-4-5-5-6-6-5-30+2+4+2+1+2+2+2+2+1-1-10+3+4+4+4+4+3+4+4+5+2-1-3-3-5-7-9-11 -11-8-7-5 0-2-3-2-4-6-7-7-8-9-10 -10 -10-9-9-9-8-8-8-6-5-5-5-5-5-6-6-6-5-4-3+1+3+1-10+1+1+10-1-1+1+3+3+3+3+3+3+3+4+5+20-2-3-4-6-8-10 -11-9-7-7-3 0-2-1-1-3-6-7-7-9-10 -10 -10 -10-9-9-9-9-9-8-7-5-5-5-5-5-6-7-7-5-4-4-2+2+1-1-2-1-10000+1+2+3+3+3+3+3+3+3+5+20-1-3-3-5-7-9-10 -10-8-8-5 -1-1 0+1-1-5-7-8-9-10 -10 -10 -10-9-9-9-9-9-8-7-6-6-6-6-6-7-7-7-5-5-4-4-2-1-2-2-2-1-1-2-10+1+2+2+3+3+3+3+3+3+4+2+1-1-2-3-3-6-8-10 -10-9-8-8 00+2+2+1-2-6-8-9-10 -10 -10 -10-9-10 -10-9-9-8-7-6-6-6-6-6-7-7-7-6-5-5-5-5-5-4-3-2-2-2-2-2-10+1+1+2+2+3+2+3+3+4+2+1-1-2-3-3-5-7-9-10-9-8-9 0+1+3+4+30-4-7-9-10 -10 -10 -10 -10 -10 -10 -10 -10-9-7-6-6-6-6-6-7-7-7-6-6-6-5-5-7-8-5-4-3-2-3-2-2-10+1+1+2+2+2+2+2+3+2+10-2-3-3-5-7-9-9-9-10 -10 0+2+4+5+4+2-1-5-9-10 -10 -11 -10 -10 -10 -10 -10 -10-9-7-6-6-6-7-7-8-8-7-7-7-6-6-6-8-10-9-8-6-4-3-3-2-1-10+1+1+10+1+2+3+2+1-1-2-3-4-5-7-8-8-8-10 -11-6 0+3+5+5+4+4+2-2-8-10 -10 -11 -10-9-10 -10 -10 -11-9-7-6-7-7-7-7-8-8-7-7-7-7-7-7-9-10 -10 -10-9-7-7-5-4-3-3-2+1+1000+1+2+10-1-2-4-4-5-7-7-6-8-10 -11-6 +1+3+5+5+4+4+3+1-6-9-11 -11 -10-9-10 -10 -11 -11-9-7-7-7-7-7-7-8-8-7-7-7-8-8-8-9-10 -10 -10 -10 -10 -11 -10-8-5-5-5-3-2-3-2-1 0+1+1-1-2-3-4-4-5-7-8-7-8-10 -12-6 +1+4+6+6+5+4+4+2-2-7-10 -11 -10-9-10 -10 -11 -11-9-7-7-7-7-7-7-8-8-7-8-8-8-8-8-10 -11 -11 -11 -11 -11 -12 -12 -11-9-7-7-6-6-6-6-5-2 00-1-2-3-4-4-5-7-8-7-9-11 -13 +1+4+6+6+5+5+4+3-1-4-8-10 -10 -10 -10 -11 -11 -11-9-8-7-7-7-7-7-9-9-8-8-8-8-8-9-10 -11 -11 -11 -11 -11 -13 -13 -12 -11 -10-9-9-10 -11 -10-9-6-3 0-1-2-3-4-4-5-7-7-7-9-11 -12 +2+4+7+6+5+4+5+3
0-5-7-10 -10 -10 -11 -11 -11 -12 -10-8-8-8-8-8-8-9-9-8-8-8-8-8-9-11 -12 -12 -12 -12 -12 -13 -13 -12 -12 -11 -11 -11 -11 -13 -12 -11-8-500-2-3-4-4-6-7-8-8-10 -11 -11 +2+5+8+6+5+5+5+4 0-4-4-8-9-10 -10 -11 -11 -11 -10-9-8-8-8-8-8-9-10-8-8-9-9-9-9-11 -12 -12 -12 -12 -12 -14 -13 -12 -12 -12 -12 -11 -12 -13 -12 -11-8-40-1-2-4-4-4-6-7-9-8-10 -12-9 +2+5+7+6+4+4+5+4+1-3-2-6-8-10 -10 -11 -11 -11 -10-9-9-9-9-9-9-10 -10-9-9-9-9-9-10 -12 -12 -12 -13 -13 -13 -14 -14 -13 -12 -12 -12 -11 -12 -13 -12 -11-6-3-1-2-3-4-4-4-6-7-7-9-10 -12-7 +2+5+7+6+3+4+4+4 0-2-1-3-6-9-10 -11 -11 -11 -11 -10-9-9-9-9-9-10 -10-9-9-9-9-9-10 -12 -13 -13 -13 -13 -13 -14 -14 -13 -13 -12 -12 -11 -12 -13 -12 -10-4-2-1-2-3-4-3-4-6-7-7-8-10 -12-5 +2+5+7+6+5+4+4+4+1-2 0-2-4-7-10 -11 -11 -11 -11 -10 -10 -10-9-9-10 -11 -11 -10 -10 -10 -10 -10 -11 -13 -13 -13 -13 -14 -14 -15 -15 -13 -13 -12 -12 -11 -12 -13 -11-8-3-2-2-2-3-3-2-4-5-6-6-8-10 -11 +2+5+6+6+6+5+4+4+2-2-1-1-4-7-10 -12 -12 -12 -11 -10 -10 -10 -10 -10 -10 -11 -11 -10 -10 -10 -10 -11 -12 -13 -14 -14 -14 -14 -14 -15 -15 -13 -13 -12 -12 -11 -12 -13 -10-6-3-2-2-3-3-3-1-3-4-5-5-7-9-9 +3+5+6+6+6+5+5+4+3 0-10-2-6-10 -12 -12 -12 -12 -11 -11 -10 -10 -10 -11 -11 -11 -10 -11 -11 -11 -11 -12 -13 -14 -14 -14 -14 -15 -15 -15 -13 -13 -13 -12 -12 -13 -13-9-6-3-2-1-3-3-20-2-3-4-4-6-9-8 +4+6+6+5+5+5+5+5+4+3 0-1-1-4-8-11 -12 -13 -12 -11 -11 -11 -10 -10 -11 -11 -12 -11 -11 -11 -11 -11 -12 -14 -14 -14 -14 -14 -15 -15 -15 -14 -13 -13 -12 -12 -13 -12-8-7-4-3-2-2-3-1+1-1-2-3-4-6-8-5 0+4+6+6+5+5+5+5+5+5+4+30-1-3-5-9-11 -12 -12 -11 -11 -11 -11 -10 -11 -12 -12 -11 -11 -11 -11 -11 -12 -14 -14 -14 -14 -14 -15 -16 -15 -14 -13 -13 -13 -12 -13 -11-9-7-5-2-1-2-3-1+2-1-2-2-3-6-7-4 0+5+7+6+5+4+4+4+5+5+5+4+3+1-2-5-8-10 -12 -12 -12 -11 -11 -11 -10 -12 -12 -12 -11 -11 -11 -11 -11 -13 -14 -14 -14 -14 -14 -16 -16 -16 -14 -14 -13 -13 -12 -12 -11 -10-7-5-2-1-2-3-1+20-1-2-3-6-7-2 +1+5+7+6+5+4+4+4+4+5+5+4+4+4+2-2-7-10 -11 -12 -12 -12 -11 -11 -11 -12 -12 -11 -11 -11 -11 -11 -11 -13 -14 -14 -14 -14 -15 -16 -16 -16 -14 -14 -13 -13 -12 -11 -11-9-7-5-2-2-3-4 0+3+1-1-1-3-5-7 +1+6+8+7+5+4+3+3+4+4+4+4+5+5+4+2-2-4-8-11 -12 -12 -12 -11 -12 -12 -12 -11 -11 -11 -11 -11 -11 -13 -14 -14 -14 -14 -15 -16 -16 -16 -15 -14 -14 -13 -12 -12 -11 -10-8-5-2-2-3-4 0+2+20-1-3-5-5 +1+6+8+8+6+4+3+3+3+4+4+4+4+5+5+5+3-1-5-8-12 -12 -12 -13 -13 -12 -12 -12 -11 -11 -11 -11 -11 -13 -14 -14 -14 -15 -15 -16 -16 -16 -15 -15 -14 -13 -12 -13 -11 -10-6-5-2-2-3-4 0+3+200-2-5-4 +1+6+9+9+8+5+4+3+3+3+3+4+4+4+5+5+5+3
0-4-9-11 -12 -12 -12 -13 -13 -13 -13 -12 -12 -12 -12 -13 -14 -14 -14 -15 -15 -16 -16 -15 -15 -15 -14 -13 -12 -13 -12 -11-8-4-2-2-4-40+3+3+1-1-2-4-2 +1+6+9 +10 +9+7+5+4+3+3+3+3+3+4+4+5+5+5+4 0-3-8-10 -11 -11 -12 -12 -13 -13 -13 -13 -13 -13 -14 -14 -14 -14 -15 -15 -16 -16 -15 -15 -14 -14 -13 -12 -13 -12 -11-8-4-2-3-4-4-1+2+4+20-2-40 +2+6+8 +10 +11 +9+7+5+4+3+2+2+3+3+3+4+4+5+5+3+1-2-5-8-10 -11 -12 -13 -13 -13 -14 -14 -14 -14 -14 -14 -14 -14 -15 -16 -16 -15 -15 -14 -14 -13 -12 -14 -13 -12-7-5-2-3-5-3 0+2+4+20-2-4 +1+4+6+8 +10 +9+6+5+5+3+2+2+2+2+3+3+3+4+4+5+4+3 0-3-6-10 -11 -12 -13 -13 -13 -14 -14 -14 -14 -14 -14 -15 -16 -16 -16 -15 -15 -15 -14 -13 -13 -15 -13 -11-7-4-2-3-5-30+2+4+3+1-1-2 0+2+5+7+8+9+6+4+4+4+3+1+1+1+2+2+2+3+3+4+4+4+4+20-4-9-10 -12 -13 -13 -14 -14 -14 -14 -15 -15 -15 -16 -16 -16 -15 -15 -15 -14 -13 -14 -16 -14 -13-7-3-2-4-5-30+1+4+3+1-1-1 00+4+5+7+8+7+5+4+3+3+2+1+1+1+1+2+2+2+3+3+3+4+4+3+1-3-6-9-12 -13 -14 -14 -14 -14 -15 -15 -15 -16 -16 -16 -15 -15 -15 -14 -13 -14 -16 -14 -12-6-2-2-4-5-2+1+2+3+20-10 00+3+4+4+6+6+6+5+3+2+3+2000+1+1+1+2+2+2+3+3+4+4+2-1-3-7-11 -12 -14 -14 -14 -15 -15 -15 -16 -16 -16 -15 -15 -14 -14 -13 -14 -16 -13 -10-4-3-3-5-4-1+2+2+3+20-2+1 0+1+1+2+3+5+5+5+4+2+2+2+100000+1+1+1+2+2+3+3+4+30-3-6-9-11 -12 -13 -14 -15 -15 -16 -16 -16 -15 -14 -14 -13 -13 -15 -17 -17 -10-3-3-3-5-40+2+3+4+20-2 +1 0+1+2+4+4+3+3+2+1+1-1-1-1-10000+1+1+2+2+3+3+3+1-2-5-7-9-11 -13 -15 -15 -15 -16 -16 -15 -15 -15 -14 -14 -15 -17 -14-6-3-3-4-5-3+1+2+3+3+1-1-2 0+1+3+3+3+2+2+20-2-1-1-1-1-1000+1+1+2+2+2+2+20-3-6-8-11 -13 -14 -15 -15 -16 -16 -15 -15 -15 -15 -16 -16 -10-3-3-3-5-5-3+1+3+3+20-20 +1+2+3+3+4+3+2-1-1-1-1-1-1-1-1 000+1+1+1+2+2+2+1-2-5-8-10 -12 -14 -15 -16 -16 -16 -16 -16 -16 -15 -11-5-3-3-3-5-4-2+1+3+4+2-1-2+1 0+1+3+4+4+4+20-1-1-1-1-1-1-1-1-1000+1+1+1+2+2-1-5-8-9-11 -13 -14 -15 -16 -16 -17 -16 -11-6-3-3-3-4-5-3-1+3+3+4+2-1-2+1 +1+2+3+4+4+3+3+3+1 0-1-1-2-3-2-2-1-1000+1+1+10-3-6-8-9-11 -13 -14 -14 -14 -10-5-2-3-3-3-4-5-20+2+4+4+2-1-1 0+2+3+3+4+4+4+4+3+10-1-2-3-2-2-1-1-10000+1+1-1-5-6-7-8-8-9-6-3-1-2-2-3-4-5-4-30+3+6+4+2-1-1 +1+2+3+3+4+4+4+4+3+1 0-2-2-2-2-2-2-1-1-10000-1-3-4-5-5-4-2-1-1-1-3-4-5-5-5-4+1+5+6+4+2-1-1 +1+2+2+3+4+4+4+3+1-1-2-1-2-2-2-2-2-1-1-1-1-1-2-2-3-3-3-1-1-1-2-3-4-5-5-5-5-3+1+4+6+5+2 00 0+1+2+3+3+4+3+2+2+1+1+10-2-2-2-2-2-2-2-2-2-2-2-2-2-2-2-2-3-4-5-6-6-5-4-1+3+3+4+5+200 +1+2+3+3+3+3+3+4+4+3+2+1+1-1-2-3-3-3-3-3-3-3-3-3-3-3-4-4-5-5-7-6-5-3-1+3+4+5+4+2 00 +1+2+2+3+4+4+3+3+4+4+3+2
0-2-3-4-4-4-4-4-4-4-4-4-4-4-5-7-8-7-6-3+1+3+4+4+3+200
0+1+2+3+3+3+3+4+5+4+4+3+1-1-3-4-4-5-5-5-5-5-5-6-6-7-8-8-8-5-2+1+3+3+3+2+1-1 0+1+2+3+3+4+4+4+5+5+4+1+1-2-4-5-6-7-7-7-8-8-8-9-10-9-7-20+1+2+2+1+100 0+1+2+3+3+4+5+5+5+3+3+1-1-2-3-4-5-7-8-8-8-9-9-7-5-2-10+1+10-1-1 0+1+2+3+4+5+4+3+3+3+2+1+1-1-1-3-4-4-4-4-4-3-3-1-1-2-2-1-2-1 0+1+3+3+3+2+2+2+2+1+10000-1-100-1000-2-3-20 +1+1+1+1+1+1+1+1+1 0+10000000000
C5.10 C-C
C5.10 A-A
C5.10 B-B CUT & FILL TABLE Number 1
2 3 Minimum Elevation -18.063 -1.000 1.000 Maximum Elevation -1.000 1.000 20.184 Color DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

CIVI L RESIDENTIAL SUBDIVISION
GS/DMR 09/29/2021 RESPONSE 1 - PLAN CHECK COMMENTS 09/21/2021 GS/DMR 01/20/2022 RESPONSE 2 - PLAN CHECK COMMENTS 10/08/2021 B A
GS/DMR 03/18/2022 RESPONSE 3 - PLAN CHECK COMMENTS 03/11/2022 C ESTIMATED CUT / FILL ANALYSIS C5.9 NOTES: 1. ESTIMATED CUT AND FILL VALUES ARE BASED ON THE COMPARISON BETWEEN ROUGH GRADE AND EXISTING GRADE ELEVATIONS.

Exhibit B

Page 95 of 468 ends

Page 393 of 885 ends

FILL ANALYSIS SECTION B-B 203040506070 203040506070 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 2+99 FILL ANALYSIS SECTION C-C 2030405060 2030405060 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 FILL ANALYSIS SECTON A-A 3040506070 3040506070 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+67 8.8' 106.6' 19.2' EG EG EG RG RG RG 19.7' 10.0' FILL BENCH 12.5' FILL BENCH TEMP SEDIMENT BASIN-3 TEMP SEDIMENT BASIN-2 TEMP SEDIMENT BASIN-2A BENCHING PER GEOTECHNICAL ENGINEER DIRECTION (TYP) BENCHING PER GEOTECHNICAL ENGINEER DIRECTION (TYP) BENCHING PER GEOTECHNICAL ENGINEER DIRECTION (TYP) 6" SCHED. 80 PERF (TYP) 6" SCHED. 80 PERF (TYP) 6" SCHED. 80 PERF (TYP) 1' WIDE CALTRANS CLASS 2 PERMEABLE MATERIAL (TYP) 1' WIDE CALTRANS CLASS 2 PERMEABLE MATERIAL (TYP) 1' WIDE CALTRANS CLASS 2 PERMEABLE MATERIAL (TYP) DRAWN BY:

HILLCREST SUBDIVISION
511 OHLONE PARKWAY, WATSONVILLE, CA, 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA

CIVI L RESIDENTIAL SUBDIVISION
GS/DMR 09/29/2021 RESPONSE 1 - PLAN CHECK COMMENTS 09/21/2021 GS/DMR 01/20/2022 RESPONSE 2 - PLAN CHECK COMMENTS 10/08/2021 B A
GS/DMR 03/18/2022 RESPONSE 3 - PLAN CHECK COMMENTS 03/11/2022 C CUT & FILL SECTIONS C5.10 NOTES 1. SEE SHEET C5.9 FOR SECTION LINE LOCATIONS. 2. PROPOSED FILL BENCHING IS SHOWN FOR REFERENCE ONLY. GEOTECHNICAL ENGINEER WILL PROVIDE DIRECTION IN FIELD IF ADJUSTMENTS ARE REQUIRED. 3. PROVIDE 1% MINIMUM FALL ALONG ALL KEYWAYS, BENCHES, AND SUBDRAIN LINES. 4. ALL PERFORATED PIPES SHALL BE PLACED WITH PERFORATIONS FACING DOWN. 5. THE LOCATION OF THE BENCHING DRAINS MAY BE MODIFIED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER IN FIELD.

Exhibit B

Page 96 of 468 ends

Page 394 of 885 ends

Exhibit B

Page 97 of 468 ends

Development Project Description
.

Source: Rincon Consultants, June 2021.

Addendum #2 to the Sunshine Vista Phased Development
Project Environmental Impact Report

Page 395 of 885 ends

Project Description
Addendum to the Initial Study – Mitigated Negative Declaration 2 Project Description
The Modified Project would be located on the same project site as described and analyzed in the certified Final EIR for the Original Project. As described in the EIR, the project site is approximately 13 acres, consists of two assessor’s parcels, and is located at 511 Ohlone Parkway in Watsonville, Santa Cruz County, California. Although the site address is Ohlone Parkway, the site is currently accessed from Errington Road. Figure 1 illustrates the location of the site within the region and Figure 2 shows the project site within the neighborhood context.

As described in Section 1, Introduction, the Modified Project consists of minor modifications to Original Project that was analyzed in the certified Final EIR and approved by the City of Watsonville City Council on August 28, 2018. As approved and analyzed in the certified Final EIR, the Original Project includes the clean-up of the project site, including removal of all junk vehicles, trash, debris, and structures from past uses; soil-remediation; export of approximately 49,552 cubic yards of soil.

The export of soil includes removal of the approximately upper two feet of soil (approximately 33,195 cubic yards) due to contamination and the remaining due to grading to remove sloped terraces on the site. Removal of junk vehicles and debris from the site has since been completed, but export of soil has not been completed. The proposed minor modifications to the Original Project would include the use of more retaining walls to eliminate the need for extensive grading and soil export. The proposed modifications would also include export of shallow contaminated soils from the project site, but only a portion of the contaminated soils. Specifically, approximately 18,830 cubic yards of shallow contaminated soils would be kept on-site, and the rest would be exported off-site and disposed of a landfill certified to handle hazardous materials, in accordance with regulations, consistent with the Original Project. The shallow contaminated soils retained on-site would be buried in an “envelope” following the California Department of Toxic Substances Control’s (DTSC) “Area of Containment” guidelines for remediation of metals in soils (DTSC 2008). Deeper soils without contaminant exceedances would be used to backfill and bury the envelope, creating a clean cap over the contaminated soils. Finally, a proposed new roadway and parking area for the project would be constructed over the burial area, creating an impervious cap over the area. The proposed soil burial area is shown on Figure 3 as roadway and surface parking with gray shading.

The proposed Remediation Action Plan, consisting of a report prepared by Weber, Hayes & Associates in January 2021, is provided as Appendix A to this Addendum. The proposed Remediation Action Plan is pending approval from County of Santa Cruz Health Service Agency.

As approved and analyzed in the certified Final EIR, the primary and only vehicle access to the project site, excluding emergency access, would be from a new roadway entrance. This roadway would extend Loma Vista Drive east through a sloped area within the existing Sea View Ranch residential development west of the project site. The proposed minor modifications to the Original Project would provide a secondary vehicle access from existing Errington Road, which currently provides access to the project site, as well as several other parcels adjacent to and south of the project site. Turning movement onto Errington Road would be restricted to right-turns only from northbound Ohlone Parkway, thereby effectively making Errington a one-way street into the project site. Therefore, this scenario would also include modifying the existing road striping or median, or both, on Ohlone Parkway to reinforce prohibitions of left turns from Ohlone Parkway onto Errington Road. Existing road striping currently prohibits left turns onto Errington Road from Ohlone Parkway, but tire wear through the striping suggests that left turns do occur.

Exhibit B

Page 98 of 468 ends

Source: Rincon Consultants, June 2021.

Addendum #2 to the Sunshine Vista Phased Development Project Environmental Impact Report --
City of Watsonville Project Webpage:
https://cityofwatsonville.org/DocumentCenter/View/16506/6-Hillcrest-Sub-EIR-Addendum-2

Page 396 of 885 ends

City of Watsonville
Hillcrest Subdivision
6 As approved and analyzed in the certified Final EIR, the project site would be developed with 150 housing units. The proposed minor modifications to the Original Project include reducing the density of the residential development to 144 units, which is six fewer units than approved in the Original Project and analyzed in the certified Final EIR. In addition to six fewer housing units, the Modified Project includes minor changes to the architectural design of the housing units. The reduction in density is accompanied by minor modifications to the design or layout of the development, such as the size and location of open space areas and stormwater management facilities on the site, alignment of on-site trails, alignment of internal circulation roads and utilities, and the use of more retaining walls to reduce extensive grading. However, the Modified Project design, including required grading, would be within the limits of disturbance for the Original Project analyzed in the certified Final EIR. In other words, while the Modified Project site plan is slightly different than the Original Project site plan, the Modified Project would not require disturbance in areas different from that of the Original Project. The conceptual site plan for the Modified Project is shown on Figure 4.

As approved and analyzed in the certified Final EIR, the project was called Sunshine Vista Phased Development Project. It should be stated to avoid confusion that the Modified Project also includes renaming the project to Hillcrest Subdivision. Renaming the project has no potential to cause or result in physical environmental impacts. Therefore, the renaming of the project is not discussed further in this Addendum.

Exhibit B

Page 99 of 468 ends

Project Description
Addendum to the Initial Study – Mitigated Negative Declaration Figure 1 Regional Location
Exhibit B

Page 100 of 468 ends

City of Watsonville
Hillcrest Subdivision
8 Figure 2 Project Site Location
Exhibit B

Page 101 of 468 ends

Project Description
Addendum to the Initial Study – Mitigated Negative Declaration Figure 3 Soil Burial Plan
Exhibit B

Page 102 of 468 ends

Source:

Reproduced as-is (with greyed-our lower half) from the City of Watsonville Project Webpage:
https://cityofwatsonville.org/DocumentCenter/View/16506/6-Hillcrest-Sub-EIR-Addendum-2

Page 400 of 885 ends

City of Watsonville
Hillcrest Subdivision
10 Figure 4 Project Site Plan
Exhibit B

Page 103 of 468 ends

Renewed Remedial Action Plan
511 Ohlone Parkway, Watsonville
Weber, Hayes and Associates

APPENDIX B
Summary of Subsurface Conditions Documented in
Previously Completed Environmental Investigations
(Summary Figures & Tables)
Weber, Hayes & Associates
Lowney Associates
Weber, Hayes & Associates
Trinity Source Group
Phase I/II Environmental Site Assessment (February 2004) Soil Quality Evaluation (September 2004).

Phase I/II Environmental Site Assessment (July 2016)
Additional Phase II Environmental Site Assessment
Report (December 2016)
Exhibit B

Page 104 of 468 ends

2x623/Sunshine Vista Site Preparation 1
May 2017

Summary of Subsurface Conditions and
Previously Completed Environmental Investigations
511 Ohlone Parkway, Watsonville (“Site”, Figure 1)
Assessor Parcel Number 018-372-14
The 11.2-acre subject Site has historically been used for car salvaging and repair businesses for the last 49 years. Recently, business operations have been shut down and the entire property has been cleared of all vehicles and all stored materials. Soils and groundwater beneath the site have been extensively tested as part of four (4) separate environmental assessment investigations, which have shown groundwater to be free of chemical impacts and soil impacts to be generally limited to shallow depths (i.e., less than 2 feet).

The Sunshine Vista Development project proposes to remediate residual contamination at the site and construct a residential development in this location.

INFORMATION SOURCES
Information described in this summary of Site conditions was obtained from the following four (4) environmental testing reports that evaluated soil and groundwater conditions on the subject Site (511 Ohlone Parkway, which had a former address as 600 Errington Road).

1. (WHA1
, 2004), Phase I/II Environmental Site Assessment, 600 Errington Road, dated February 2004

2. (Lowney2 2004), Soil Quality Evaluation, Cluster Property, dated September 2004.

3. (WHA, 2016), Phase I/II Environmental Site Assessment, 511 Ohlone Parkway, dated July 2016.

4. (Trinity3 2016) Additional Phase II Environmental Site Assessment Report, dated December 2016.

GENERAL LAND USE INFORMATION (CURRENT/HISTORICAL)

2.1 Site Description and Background
The irregularly-shaped, 11.27-acre subject parcel is a small, terraced hilltop having approximately 120 feet of elevation change that extends from the Watsonville slough up to the upper terrace (elevations range from 10 to 140 feet above Mean Sea Level, see clip below). Aside from a few structures, the property is dirt covered and the tiers of flat-lying terraces are connected by dirt and gravel access roads. Remaining areas are vegetated, which include the steeper contoured hillsides and areas adjacent to the slough.

Up until recently, the open terraces were primarily occupied by various automotive wrecking/dismantling and vehicle storage businesses (i.e., junkyard salvaging of vehicles, sales of dismantled parts, and towing company storage). As shown on the terrain clip (below), the Site contained a few commercial structures that are scheduled for demolition. They are generally constructed as simple, steel-sided structures with slab on grade foundations and they were used to support the vehicle storage and salvaging operations.

The Site also contained a long-term residence.

1 : WHA: Weber, Hayes & Associates
2 : Lowney: Lowney Associates
3 : Trinity: Trinity Source Group
Weber, Hayes & Associates
Hydrogeology and Environmental Engineering
120 Westgate Drive, Watsonville, CA 95076
(831) 722-3580 // www.weber-hayes.com
Exhibit B

Page 105 of 468 ends

Site Preparation Tasks for Redevelopment
(includes a Limited Interim Remedial Action
May 24, 2017
2 Weber, Hayes and Associates
The Site is bordered to the north and east by Watsonville Slough, to the south by a trucking and hauling company, to the southeast by vacant land recently approved for residential development (i.e., Sunshine Gardens Residential Project), and to the west by an access road (former Errington Road) and residential developments.

The long history of junkyard operations included vehicle storage, dismantling, crushing, burning, repair, and bodywork and automotive waste fluids storage. Based on this commercial-industrial land use, four (4) separate environmental sampling and testing investigations were conducted to evaluate potential impacts to soil and groundwater. Drilling and trenching investigations included the analysis of 249 soil samples from 145 locations across the Site. A detailed description of the four investigations is presented in the following section, and summary figures and tables are attached to this Appendix. The sampling and testing investigations revealed that contaminant impacts are generally limited to shallow soils (i.e., less than 2 feet), and groundwater has not been impacted by the commercial operations conducted and the chemicals used at this Site.

2.2 LandͲUse History
Historical aerial photographs taken between 1937 and 2012 indicate that the subject Site was undeveloped, possibly used as grazing lands, in the 1930s and remained so until sometime between 1958 and 1968. By 1968, the Site began automotive wrecking and salvage activities on the western and central portions of the Site. These activities appear to have peaked by the mid-1970s, when the most vehicles were present. Between 1993 and 2005, Site activities as auto wrecking and salvage appear to have Terrain map of the subject property and property boundary (in blue). 2-ft contours show terraces and elevation change down to the slough Watsonville Slough
Exhibit B

Page 106 of 468 ends

Topographic
Depression

Page 404 of 885 ends

Site Preparation Tasks for Redevelopment
(includes a Limited Interim Remedial Action
May 24, 2017
3 Weber, Hayes and Associates
decreased, as evidenced by the significant reduction in vehicles being stored at the Site. The Site appears in more or less its current configuration, with the same buildings and roadways as present day, beginning around 1981. Multiple automotive wrecking/dismantling and auto repair businesses have operated on the Site during the past sixty (60) years. More recently, several areas of the Site have ceased to be utilized for commercial businesses and have transitioned to private storage and work spaces. This includes areas in the northwest of the Site and in the south-central buildings.

2.3 Site Infrastructure (Utilities, Wells and Storage Tanks The site is undergoing demolition for redevelopment which will include demolition of existing site infrastructure (septic tanks, water distribution system) and installation of new utility infrastructure that will tie into municipal utilities. Existing utilities are no longer active aside from an active water supply well that will continue to be used as a construction water source. This well will be destroyed under permit prior to the end of redevelopment activities.

2.4 Local Geologic and Hydrogeologic Conditions
The Site is a topographic knob, flanked to the north and east by the Watsonville Slough, with three distinct terraces, including the upper terrace which has an elevation of ~70 feet MSL, the middle terrace at ~50 feet MSL, and the lowest terrace at ~25 feet MSL. Historic grading at the Site included cutting (lowering) and filling. Fill areas reportedly include soils from onsite graded materials and debris (abundant tires, vehicle parts, and concrete rubble).

Numerous exploratory borings were cored over the years which generally encountered clay in the surface and shallow soils to depths of approximately 4 to 8 feet bgs, underlain with silty sand. These shallow soil conditions are relatively consistent across the site, regardless of elevation. Non-native surficial fill material was encountered in the majority of borings ranging in thickness of about 0.5 to 2 feet. First groundwater was encountered at depths ranging from 19.7 to 33.7 feet bgs (not necessarily stabilized water table conditions).

SUMMARY OF PREVIOUS SOIL & GROUNDWATER INVESTIGATIONS

3.1 Initial Investigation (2004):Phase I/II Environmental Site Assessment (ESA) 4 A Phase I land use evaluation identified the following potential liabilities associated with Site use:
• Long term storage and dismantling of vehicles on native soils. • Long term handling, containerization, and disposal of hazardous material waste streams generated from dismantling, crushing operations. On-site storage included non-secondarily contained wastes including used oils, used transmission fluid, used antifreeze, used fuels (diesel and gasoline), used batteries, degreasers, cleaning fluids, thinners, paints, tires, fixtures (mercury), and scrap metals. •A number of fill wedges containing tires, debris and non-native fill soils.

Based on these potential liabilities, a Phase II soil and groundwater testing program was implemented that included the collection and laboratory analysis of soil collected at sixty-five (65) locations across the Site.

Samples were selectively composited and analyzed for:

4 : WHA report: Phase I /II Environmental Site Assessment, dated February 13, 2004.

Exhibit B

Page 107 of 468 ends

Site Preparation Tasks for Redevelopment
(includes a Limited Interim Remedial Action
May 24, 2017
4 Weber, Hayes and Associates
• Fuels and Oils: Total Petroleum Hydrocarbons (TPH) as diesel, motor oil, and gasoline (TPH-d and TPH-mo, TPH-g)
• Volatiles: Volatile solvent compounds (halogenated volatile organic compounds, HVOCs) and volatile constituent fuel compounds (benzene, toluene, ethylbenzene, xylenes and methyl-tertbutyl ether, BTEX-MTBE)
• Metals: Leaking underground fuel tank metals suite (LUFT 5: cadmium, chromium, lead, nickel, zinc), and mercury.
• Antifreeze: Ethylene glycol.

Tabulated results and figures of this assessment are attached to this Appendix. The 2004 Phase II sampling and testing results indicated:

WHA (2004), Site CrossͲSection
Shallow Soils: Isolated areas of shallow soil contamination were identified, but generally limited to relatively low-level, motor oil-range petroleum hydrocarbons. The results did not indicate evidence of any significant chemical release at the site. In addition, isolated pockets of elevated lead contamination were identified on the western portion of the Site.

Groundwater: Trace concentrations of TPH Diesel and 1,1,1-Trichloroethane (1,1,1-TCA) were detected in groundwater, however at concentrations well below their respective MCL threshold limits. The trace detections did not warrant agency-required investigative actions by the Central Coast Regional Water Quality Control Board.

Results of this earlier assessment indicated that relatively minor, localized shallow soil contamination was present at the Site as TPH and Lead, and that groundwater was not significantly impacted.
Exhibit B

Page 108 of 468 ends

Site Preparation Tasks for Redevelopment
(includes a Limited Interim Remedial Action
May 24, 2017
5 Weber, Hayes and Associates

3.2 FollowͲup Soil Quality Evaluation (2004)5:
A follow-up, Soil Quality Evaluation was completed to further evaluate the Lead and Total Petroleum Hydrocarbon impacts detected in the initial property transaction screening of soils and groundwater described in Section 3.1, above. Specifically, Lowney sampled thirty-three (33) soil boring throughout the Site ranging in depth from 4 to 16 feet bgs. Tabulated results and figures of this assessment are attached to this Appendix.

The Lowney report found only one (1) of seventyͲsix (76) total samples had an exceedance of Lead (110 mg/Kg) above conservative health risk screening levels with no exceedances of TPHͲdiesel or motor oil (by current 2016 standards). The report concluded that the Lead contamination was not widespread.

3.3 Subsequent Phase I/II ESA (2016)6
Twelve years after the initial soil and groundwater testing described above, WHA conducted a second Phase I/II ESA to evaluate whether there were apparent changes since the earlier assessment was completed. The Phase I land use evaluation identified the same potential liabilities identified in the earlier 2004 Phase I ESA. And similarly, a Phase II soil and groundwater testing program was implemented that included the collection and laboratory analysis of soil collected at twenty-three (23) locations across the Site, and grab-groundwater samples collected from 6 borings positioned around the perimeter of the Site.

5 : Lowney Associates report, Soil Quality Evaluation, Cluster Property September 2004. 6 : WHA report: Phase I/II Environmental Site Assessment, 511 Ohlone Parkway, dated July 2016 Lowney Associates (2004)
Exhibit B

Page 109 of 468 ends

Site Preparation Tasks for Redevelopment
(includes a Limited Interim Remedial Action
May 24, 2017
6 Weber, Hayes and Associates
Specifically, samples were collected from fill and native soils and analyzed for TPH-g, TPH-d and TPH-mo, CAM 17 metals, and selected samples were analyzed for volatile organic compounds. Tabulated results and figures of this assessment are attached to this Appendix. Exploratory borings targeted:
• Shallow Soil Inspection and Sampling: Fifteen (15) shallow soil borings (SB-1 through SB-15) were continuously-cored throughout the Site and collected samples at depths 0.5, 2 and 4 feet below the ground surface (bgs). These shallow soil borings were intended to provide cost-effective, broad coverage that would be representative of near surface soils at vehicle storage / dismantling areas and other heavy land use areas adjacent to established Site structures/workshops. Initially, all shallow soil samples collected at 0.5 feet bgs were analyzed by a State-certified laboratory for the potential contaminates of potential concern. Deeper soil samples were subsequently tested if shallow soil contamination was detected.
• Deeper Soil Inspection and Sampling: In addition, eight (8) deeper soil borings were cored to depths of 8 to 12 feet bgs. Soil cores were collected using a pneumatically driven, direct push drill rig (i.e., samples DB-1 through DB-9; note: DB-3 not installed to drill rig access limitations). The borings targeted industrial/commercial land use areas adjacent to established Site structures/ workshops, with a few of the borings targeting vehicle dismantling areas, a reported potential UST/AST location, and a reported vehicle burn area. Soil samples collected from a depth of 2 feet bgs from each boring were initially analyzed by a State-certified laboratory for potential contaminates of potential concern.
• Grab Groundwater Sampling: Grab groundwater samples at six (6) boring locations that were positioned around the perimeter of the Site, in the apparent downgradient direction from the WHA (2016), Exploratory Boring Location Map Showing Elevated Detections Exhibit B

Page 110 of 468 ends

Site Preparation Tasks for Redevelopment
(includes a Limited Interim Remedial Action
May 24, 2017
7 Weber, Hayes and Associates
automotive salvage facilities (GW-1 through GW-6). Depth to groundwater in these borings ranged from 19.7 to 33.7 feet bgs. A water quality sample was also obtained from the onsite production well (PW-1).

The Phase I/II ESA concluded that based on field observations and laboratory results (which were designed to provide a representative indication of the environmental quality of shallow soil conditions), the longͲterm automotive maintenance, salvaging/wrecking activities have not caused significant negative impacts to Site soils, and that impacted soils are likely limited to the top one to two feet bgs.In addition, laboratory testing again confirmed that groundwater was not impacted by current/historical land use site activities.

3.4 Additional Phase II Sampling Report (2016)7
Trinity Source Group completed additional exploratory trenching and soil testing activities to address perceived data gaps that included:
• Debris fill slopes along the edges of the cut-and-fill terraces; • Additional chemicals of potential concern targeting agricultural land use (i.e., organochlorine pesticides. OCPs), additional junkyard wastes (i.e., polychlorinated biphenyls, PCBs and polynuclear aromatic hydrocarbons, PNAs), and vehicle burn areas (dioxins).

Tabulated results and figures of this assessment are attached to this Appendix. The assessment identified the following:

7 : Trinity Source Group: Additional Phase II Environmental Site Assessment Report, dated December 2016.

Trinity Source Group (2016) Trench and Soil Boring Location Map Exhibit B

Page 111 of 468 ends

Site Preparation Tasks for Redevelopment
(includes a Limited Interim Remedial Action
May 24, 2017
8 Weber, Hayes and Associates
• Debris Fill Areas: Backhoe trenching was used to assess subsurface debris areas containing tires, vehicle parts, and concrete. The assessment concluded that debris fill areas are typically located on steep slopes separating the terraces and that Site redevelopment grading plans already address the removal of this debris prior to construction.
• No Pesticides, PCBs or Dioxins: Testing showed that native soils did not contain organochlorine (persistent) pesticides or PCBs above screening levels. In addition, testing for Dioxins adjacent to worst case fire pit location showed that concentrations did not the exceed residential screening threshold established by the Department of Toxic Substances Control (DTSC). • Shallow Soil Contamination: As expected, stained surface soils at some locations contained concentrations of PNAs, TPH-mo, VOCs, and hexavalent chromium above agency screening levels.

Development grading plans show these soils to be part of surplus soils that will be off-hauled (and property disposed of) as part of the new development plans. o Chemicals of Potential Concern (COPC) for the Site based on researched land use, were detected at concentrations exceeding Tier 1 agency threshold limits but the detections are typically localized and appear to be limited to shallow soil in the top 2 feet below ground surface.
o Site-wide, Lead is the most widespread COPC. Hexavalent chromium and arsenic are present in presumed native soils, and may represent background conditions. • Adjoining Parcel: An adjoining parcel assessed as part of the Phase II evaluation is located outside of the residential development footprint (identified as “Area 6). This area was documented to contain debris fill and soil impacts that exceed agency screening thresholds. This adjoining parcel is located within a sensitive habitat area and will need to be further delineated for future remedial planning.

3.5 Upcoming Tasks
Site redevelopment will involve extensive grading to lower the upper elevations at the Site so there is a net surplus of soils. Therefore, a Remedial Action Plan will evaluate and identify cost-effective earthwork options that will abate known shallow contaminated areas.

REFERENCES
California Department of Toxic Substances Control (DTSC). Human and Ecological Risk Office, Human Health Risk Assessment
- (DTSC, 2016) Note Number 3, June 2016.

Central Coast Regional Water Quality Control Board (CC-RWQCB) - Water Quality Control Plan for the Central Coastal Basin, June 2011.

Lowney Associates, report on the 511 Ohlone Parkway property (formerly 600 Errington Road):
- (Lowney 2004), Soil Quality Evaluation, Cluster Property, dated September 2004.

Trinity Source Group, report on the 511 Ohlone Parkway property:
- (Trinity 2016), Additional Phase II Environmental Site Assessment Report, dated December 2016.

Weber, Hayes & Associates reports on the 511 Ohlone Parkway property (formerly 600 Errington Road):
- (WHA, 2004), Phase I/II Environmental Site Assessment, 600 Errington Road, dated February 2004.

Exhibit B

Page 112 of 468 ends

Site Preparation Tasks for Redevelopment
(includes a Limited Interim Remedial Action
May 24, 2017
9 Weber, Hayes and Associates
- (WHA, 2016), Phase I/II Environmental Site Assessment, 511 Ohlone Parkway, dated July 2016.

United States Environmental Protection Agency (US-EPA)
- Regional Screening Levels for Chemical Contaminants at Superfund Sites, Users Guide https://www.epa.gov/risk/regional-screening-levels-rsls-users-guide-may-2016 , Exhibit B

Page 113 of 468 ends

RESULTS FOR T10000004135 - MW-1

DEPTH-TO-WATER
Nov
2013
Dec
2013
Jan
2014
Feb
2014
Mar
2014
Apr
2014
May
2014
Jun
2014
Jul
2014
Aug
2014
Sep
2014
Oct
2014
Nov
2014
Dec
2014
Jan
2015

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 0
2 4
6 8
10 12
14 Date
Result ()
DTW (in feet)
RESULTS FOR T10000004135 - MW-2

DEPTH-TO-WATER
Nov
2013
Dec
2013
Jan
2014
Feb
2014
Mar
2014
Apr
2014
May
2014
Jun
2014
Jul
2014
Aug
2014
Sep
2014
Oct
2014
Nov
2014
Dec
2014
Jan
2015

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 7
8 9
10 11
12 13
14 Date
Result ()
DTW (in feet)
Exhibit B

Page 114 of 468 ends

Adjacent Site
Groundwater Monitoring Network
Measured Depth of Groundwater to MSL
FormerFueling
Area
0:
Farming
Area
)DUPLQJ
$UHD
0:
0:
0:
:DWVRQYLOOH
6ORXJK
0:
9LFWRULD$YHQXH

6.0 8.0

4.0 2.0

0.0

0:
0:

10.0

6&$/(,1)((7

0RQLWRULQJ:HOO 0:
'RPHVWLF:HOO
,UULJDWLRQ:HOO
/(*(1'
,5

*URXQGZDWHU(OHYDWLRQLQIHHW06/*URXQGZDWHU(OHYDWLRQ&RQWRXULQ IHHW06/$SSUR[LPDWH*URXQGZDWHU)ORZ
'LUHFWLRQDQG$YHUDJH*UDGLHQWLQIWIW0HDQ6HD/HYHO1RW6DPSOHG

06/
16 January 30, 2015
(source: Trinity Source Group
Exhibit B

Page 115 of 468 ends

Weber Hayes and Associates
December 2016:
Additional Phase II Environmental Site Assessment Report Trinity Source Group

Exhibit B

Page 116 of 468 ends

Table 1
Trench Soil Sample Polynuclear Aromatic Hydrocarbons and Volatile Organic Compound Analytical Data Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
Table 1_Semi-Volatile and Volatile Compound Trench Soil Analytical Data TRINITY Page 1 of 1 8260B
Anthracene Benzo(a) anthracene Benzo(b) fluoranthene Benzo(k) fluoranthene Benzo(a) pyrene Benzo (g,h,i) perylene Chrysene Fluoranthene Indeno (1,2,3-cd) pyrene Naphthalene Phenanthrene Pyrene VOCs (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) Area 1-T6 10/12/2016 3.5 <0.0050 0.014a <0.0050 <0.0050 <0.0050 <0.0050 0.0082a 0.0097a <0.0050 0.016a <0.0050 0.021 A Area 1-T9 10/12/2016 2 0.015a 0.017 <0.0050 <0.0050 <0.0050 0.013a 0.0077a 0.014a <0.0050 0.017 0.014a 0.038 ND Area 1-T10 10/13/2016 1 0.0037 0.0023 0.0042 0.0011 <0.0010 <0.0010 <0.0010 0.0012 <0.0010 <0.0010 0.0016 0.0025 NDArea 1-T12 10/13/2016 1 <0.0010 0.0034 0.0079 0.0019 0.0038 0.0045 0.0034 0.0064 0.0030 <0.0010 0.0042 0.0064 ND Area 2-T6 10/12/2016 1 0.0030 0.0020 0.0026 <0.0010 <0.0010 <0.0010 <0.0010 <0.0011 <0.0010 <0.0010 <0.0010 <0.0016 ND Area 2-T12 10/12/2016 2 <0.0010 <0.0013 0.0078 <0.0010 0.0021 0.0032 0.0021 0.0021 0.0032 <0.0010 <0.0010 0.0021 NDArea 2-T15 10/12/2016 2 0.013 0.017 <0.0050 <0.0050 <0.0050 0.019 0.0072 0.012 <0.0050 0.020 0.011 0.032 ND Area 5-T1 10/13/2016 6 0.015a 0.022 <0.0050 <0.0050 <0.0050 0.014a 0.0081a 0.018 0.012a 0.018 0.016 0.039 ND Area 5-T3 10/13/2016 2 <0.0098 0.046 0.051 <0.0098 <0.0098 0.030 0.034 0.029 <0.0098 0.043 0.026 0.079 ND Area 5-T10 10/13/2016 4 0.0030a 0.0024a 0.0033a <0.0010 <0.0010 <0.0010 <0.0010 <0.0011 <0.0010 <0.0010 <0.0010 <0.0016 ND Area 6-T1 10/13/2016 2 <0.010b <0.013b <0.010b <0.010b <0.010b 0.022a,b <0.010b <0.011b <0.010b 0.018a,b <0.010b 0.025a,b ND Area 6-T1* 10/13/2016 8 <0.16b <0.21b <0.16b <0.16b <0.16b <0.16b <0.16b <0.17b <0.16b 0.28a,b <0.16b <0.25b ND Area 8-Debris** 10/11/2016 -- <0.010b <0.013b <0.010b <0.010b <0.010b <0.010b <0.010b <0.011b <0.010b 0.067b <0.010b <0.016b ND Area 8-T1 10/11/2016 2 0.0049a 0.0055a 0.011 0.0032a <0.0019 0.0060a <0.0019 <0.0021 <0.0019 <0.0019 <0.0019 0.0069a ND

2.8 0.16 0.16 1.6 0.016 2.5 3.8 60 0.16 0.03 11 85 NLE
18,000 0.16 0.16 1.60 0.016 NLE 15 2,400 0.16 3.3 NLE 1,800 NLE 50,000 16 16 150 1.6 NLE 1,500 6,700 16 350 NLE 5,000 NLE Notes:

EPA = Environmental Protection Agency a = Estimated value (CLP Flag) ID = Identification b = Detection and quantitation limits are raised due to sample dilution ft bgs = Feet below ground surface SFBRWQCB = San Francisco Bay Regional Water Quality Control Board < = Less than indicated detection limit ESLs = Environmental Screening Levels; mg/kg = Milligrams per kilogram http://www.waterboards.ca.gov/sanfranciscobay/water_issues/programs/esl.shtml (Feb.2016, Rev. 3) VOCs = Volatile organic compounds Bold = Analyte detected at or above laboratory detection limit ND = Not detected at or above laboratory detection limit * = Sample collected from solid black tar waste observed within soil, not representative of soil in Area 6 NLE = No limit established; not applicable ** = 3-point composite soil sample collected from stockpile NA = Highlighted Value = Exceeds at least one ESL
A = All concentrations are in dry weight
Not analyzedTrichlorofluoromethane detected at 0.0019 mg/kg concentration; estimated value (CLP Flag) SFBRWQCB Shallow Soil ESLs - Direct Exposure Residential Land Use SFBRWQCB Construction Worker ESLs - Any Land Use/Any Depth Soil Exposure 8270C-SIM
EPA Method
Sample ID Sample Date Sample Depth (ft bgs)
SFBRWQCB Tier 1 ESLs for Soils
VOCs
Trench Polynuclear Aromatic Hydrocarbons Volatile Organic Compound Analytical Exhibit B

Page 117 of 468 ends

Page 415 of 885 ends

Table 2
Trench Soil Sample Polychlorinated Biphenyls, Organochlorine Pesticide and Petroleum Hydrocarbon Analytical Data Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
Table 2_Trench Soil Polychlorinated Biphenyls, Organochlorine Pesticide and Petroleum Hydrocarbon Analytical Data TRINITY Page 1 of 1 PCB-1016
(mg/kg)
PCB-1254
(mg/kg)
PCB-1260
(mg/kg)
Total PCBs
(mg/kg)
4,4'-DDE
(mg/kg)
Other Organochlorine
Pesticides
(mg/kg)
TPHd
(mg/kg)
TPHmo
(mg/kg)
Area 1-T6 10/12/2016 3.5 0.015 <0.0032 0.021 0.021 NA NA <1.2 85b Area 1-T9 10/12/2016 2 <0.0039 <0.0032 <0.0029 <0.0050 NA NA 94c 240bArea 1-T4 10/12/2016 4 NA NA NA NA <0.000083 ND NA NA Area 1-T10 10/13/2016 1 <0.0039 <0.0032 <0.0029 <0.0050 NA NA <1.2 32Area 1-T11 10/13/2016 1.5 NA NA NA NA <0.000083 ND NA NA Area 1-T12 10/13/2016 1 <0.0039 <0.0032 <0.0029 <0.0050 NA NA <1.2 250b Area 2-T6 10/12/2016 1 <0.0039 <0.0032 <0.0029 <0.0050 NA NA <1.2 <6.5 Area 2-T12 10/12/2016 2 <0.0039 <0.0032 <0.0029 <0.0050 NA NA <2.4 400 Area 2-T15 10/12/2016 2 <0.0039 <0.0032 0.029 0.029 NA NA <2.4 510 Area 3-T1 10/12/2016 3 NA NA NA NA <0.000083 ND NA NA
Area 5-T1 10/13/2016 6 <0.0039 <0.0032 <0.0029 <0.0050 NA NA <6.0d 680d Area 5-T3 10/13/2016 2 <0.0076 <0.0063 <0.0057 <0.0098 NA NA <6.8 800 Area 5-T5 10/13/2016 3 NA NA NA NA 0.00055 ND NA NA
Area 5-T10 10/13/2016 4 <0.0039 <0.0032 <0.0029 <0.0050 NA NA <1.2 18ab Area 6-T1 10/13/2016 2 <0.0039 <0.0032 <0.0029 <0.0050 NA NA <24d 2,000d Area 6-T1* 10/13/2016 8 <0.0065 <0.0053 <0.0048 <0.0083 NA NA <950d 97,000d Area 8-Debris** 10/11/2016 -- <0.0039 0.0077a 0.0055a 0.013 NA NA <24d 1,600d Area 8-T1 10/11/2016 2 <0.0078 <0.0064 0.0083a <0.010 NA NA <2.3 51a,b NLE NLE NLE 0.25 1.9 NLE 230 5,100
NLE NLE NLE 0.25 1.9 NLE 230 11,000
NLE NLE NLE 5.6 57 NLE 880 32,000
Notes:

EPA = Environmental Protection Agency a = Estimated value (CLP Flag) ID = Identification b = Chromatogram not typical of motor oil ft bgs = Feet below ground surface c = Chromatogram not typical of diesel < = Less than indicated detection limit d = Detection and quantitation limits are raised due to sample dilution mg/kg = Milligrams per kilogram ESLs = Environmental Screening Levels; ND = Not detected at or above laboratory detection limit http://www.waterboards.ca.gov/sanfranciscobay/water_issues/programs/esl.shtml (Feb. 2016, Rev 3) NLE = No limit established; not applicable SFBRWQCB = San Francisco Bay Regional Water Quality Control Board NA = Not analyzed Bold = Analyte detected at or above laboratory detection limit -- = Not applicable * = Sample collected from solid black tar waste observed within soil, not representative of soil in Area 6 DDE = Dichlorodiphenyldichloroethylene ** = 3-point composite soil sample collected from stockpile PCB(s) = Polychlorinated Biphenyl(s) Highlighted Value = Exceeds at least one ESL TPHd = Total Petroleum Hydrocarbons - Diesel
TPHmo = Total Petroleum Hydrocarbons - Motor Oil Luft/FFP = Leaking Underground Fuel Tank/Fuel Fingerprint Sample ID
SFBRWQCB Construction Worker ESLs - Any Land Use/Any Depth Soil Exposure 8082 8081A
EPA Method Luft/FFP
SFBRWQCB Tier 1 ESLs for Soils
SFBRWQCB Shallow Soil ESLs - Direct Exposure Residential Land Use All concentrations are in dry weight
Sample
Depth
(ft bgs)
Sample Date
Polychlorinated Biphenyls, Organochlorine Pesticide Petroleum Hydrocarbon Analytical 8082 8081A
Luft/FFP
Trench
Exhibit B

Page 118 of 468 ends

Page 416 of 885 ends

Table 3
Trench Soil Sample Metals Analytical Data
Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
Table 3_Metals Trench Soil Analytical Data TRINITY Page 1 of 1 7199 7471A
Area 1-T6 10/12/2016 3.5 <0.40b 4.4b 170b 0.30a,b 0.74a,b 5.9b 15b 20b 0.91a,b 18b <0.55b <0.26b <0.24b 25b 68b 21b NA 0.39Area 1-T9 10/12/2016 2 <0.40b 9.2b 110b 0.32a,b 1.4b 9.6b 69b 29b 1.5b 37b <0.55b <0.26b <0.24b 44b 150b 33b NA 0.28Area 1-T4 10/12/2016 4 NA 5.9d NA NA NA NA NA NA NA NA NA NA NA NA NA NA 2.1 NA Area 1-T10 10/13/2016 1 <0.40b 3.3b 120b 0.50a,b 0.35a,b 12b 10b 6.8b 0.48a,b 23b <0.55b <0.26b <0.24b 43b 39b 31b NA 0.047a Area 1-T11 10/13/2016 1.5 NA 5.5b NA NA NA NA NA NA NA NA NA NA NA NA NA NA 1.6 NA Area 1-T12 10/13/2016 1 <0.40b 5.6b 170b 0.42a,b 0.68a,b 13b 25b 76b 0.60a,b 57b <0.55b <0.26b <0.24b 49b 110b 53b NA 0.14a Area 2-T6 10/12/2016 1 <0.40b 5.8b 210b 0.50a,b 0.38a,b 16b 36b 8.6b 0.27a,b 100b <0.55b <0.26b <0.24b 42b 76b 62b NA 0.17a Area 2-T12 10/12/2016 2 <0.40b 5.0b 140b 0.30a,b 0.95a,b 13b 31b 22b 0.63a,b 93b <0.55b <0.26b <0.24b 43b 110b 77b NA 0.15aArea 2-T15 10/12/2016 2 <0.40b 3.5b 83b 0.26a,b 0.53a,b 11b 63b 55b 0.72a,b 52 <0.55b <0.26b <0.24b 52 88b 47b NA 0.16a Area 3-T1 10/12/2016 3 NA 8.6d NA NA NA NA NA NA NA NA NA NA NA NA NA NA 3.5 NA Area 5-T1 10/13/2016 6 1.5b 11b 2,100b 0.48a,b 9.3b 16b 86b 3,200b 5.5b 140b <0.55b <0.26b <0.24b 42b 1,400b 100b NA 0.14a Area 5-T3 10/13/2016 2 6.1b 9.4b 250b 0.45a,b 4.3b 19b 100b 1,100b 2.8b 84b <0.55b <0.26b <0.24b 50b 380b 57b NA 0.18aArea 5-T5 10/13/2016 3 NA 5.8b NA NA NA NA NA NA NA NA NA NA NA NA NA NA 4.9 NA Area 5-T10 10/13/2016 4 <0.40b 7.4b 260b 0.64a,b 0.44a,b 18b 35b 16b 0.57b 110b <0.55b <0.26b <0.24b 48b 69b 70b NA 0.090a Area 6-T1 10/13/2016 2 0.62a,b 5.4b 130b 0.42a,b 1.2a,b 12b 73b 130b 1.5b 59b <0.55b <0.26b <0.24b 49b 160b 45b Ϯ͘ϯ 0.11a Area 6-T1* 10/13/2016 8 1.6a,b 11b 120b 0.22a,b 2.6b 8.1b 160b 310b 13b 74b <0.55b <0.26b <0.24b 62b 380b 35b NA 0.18a Area 8-Debris** 10/11/2016 -- 0.56a,b 4.5b 120b 0.37a,b 3.0a,b 9.7b 94b 120b 2.6b 42b <0.55 0.77a,b <0.24b 59b 360b 35b NA 0.099a Area 8-T1 10/11/2016 2 <0.40b 14b 330b 0.92a,b 1.6b 28b 53b 50b 0.83b 150b <0.55b <0.26b <0.24b 61b 150b 110b NA 0.17a 31 0.067 3,000 42 39 23 3,100 80 390 86 390 390 0.78 390 23,000 NLE 0.3 1331 0.067 15,000 150 39 23 3,100 80 390 820 390 390 0.78 390 23,000 NLE 0.3 13 140 0.98 3,000 42 43 28 14,000 160 1,800 86 1,700 1,800 3.5 470 110,000 NLE 2.8 44 Notes:

EPA = Environmental Protection Agency a = Estimated value (CLP Flag) ID = Identification b = Detection and quantitation limits are raised due to sample dilution caused by high analyte concentration or matrix interference ft bgs = Feet below ground surface ESLs = Environmental Screening Levels; < = less than indicated detection limit Taken from Screening for Environmental Concerns at Sites with Contaminated Groundwater and Soils (Feb. 2016, Rev 3) mg/kg = Milligrams per kilogram http://www.waterboards.ca.gov/sanfranciscobay/water_issues/programs/esl.shtml NA = Not analyzed SFBRWQCB = San Francisco Bay Regional Water Quality Control Board NLE = No limit established Bold = Analyte detected at or above laboratory detection limit -- = Not applicable * = Sample collected from solid black tar waste observed within soil, not representative of soil in Area 6 ** = 3-point composite soil sample collected from stockpile Highlighted Value = Value exceeds at least one ESL
All concentrations are in dry weight
Sample
Depth
(ft bgs)
Sample ID Sample Date
SFBRWQCB ESLs Soil-Tier 1
SFBRWQCB Shallow Soil ESLs - Direct Exposure Residential Land Use SFBRWQCB Any Land Use / Any Depth Soil Exposure - Construction Worker ESLs Beryllium
(mg/kg)
6020
Hexavalent
Chromium
(mg/kg)
Cobalt
(mg/kg)
Total
Chromium
(mg/kg)
Antimony
(mg/kg)
Arsenic
(mg/kg)
Barium
(mg/kg)
Silver
(mg/kg)
Thallium
(mg/kg)
EPA Method
Lead
(mg/kg)
Mercury
(mg/kg)
Molybdenum
(mg/kg)
Nickel
(mg/kg)
Selenium
(mg/kg)
Zinc
(mg/kg)
Copper
(mg/kg)
Vanadium
(mg/kg)
Cadmium
(mg/kg)
Metals Analytical
6020
Trench
Exhibit B

Page 119 of 468 ends

Page 417 of 885 ends

Table 4
Soil Boring Volatile Organic Compounds Analytical Data
Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
Table 4_Volatile Organic Compounds Boring Soil Analytical Data TRINITY Page 1 of 1 n-Butyl
benzene
(mg/kg)
sec-Butyl
benzene
(mg/kg)
Ethylbenzene
(mg/kg)
Isopropyl
benzene
(mg/kg)
p-Isopropyl
toluene
(mg/kg)
Methylene
chloride
(mg/kg)
Naphthalene
(mg/kg)
n-Propyl
benzene
(mg/kg)
Toluene
(mg/kg)
1,2,4-
Trimethyl
benzene
(mg/kg)
1,3,5-
Trimethyl
benzene
(mg/kg)
o-Xylene
(mg/kg)
p-& mXylenes
(mg/kg)
Total
Xylenes
(mg/kg)
TB-3 10/16/2016 0.5 <0.0015 <0.0012 <0.0015 <0.0013 <0.0013 <0.0024 <0.0014 <0.0013 <0.0012 <0.0013 <0.0015 <0.0012 <0.0022 <0.0034 TB-3 10/16/2016 1.5 0.0088 0.0038a 0.038 0.0079 0.0024 0.011 0.036 0.039 <0.0012 0.33 0.12 0.061 0.16 0.22 TB-8 10/16/2016 0.5 <0.0015 <0.0012 0.0015a <0.0013 <0.0013 <0.0024 0.013 0.0013a 0.044 0.031 0.0088 0.012 0.021 0.033 NLE NLE 1.4 NLE NLE 0.077 0.033 NLE 2.9 NLE NLE NLE NLE 2.3 NLE NLE 5.1 NLE NLE 1.9 3.3 NLE 970 NLE NLE NLE NLE 560 NLE NLE 480 NLE NLE 500 350 NLE 4,100 NLE NLE NLE NLE 2,400 Notes:

EPA = Environmental Protection Agency a = Estimated value (CLP Flag) ID = Identification ESLs = Environmental Screening Levels; ft bgs = Feet below ground surface http://www.waterboards.ca.gov/sanfranciscobay/water_issues/programs/esl.shtml (Feb. 2016, Rev 3) < = Less than indicated detection limit SFBRWQCB = San Francisco Bay Regional Water Quality Control Board mg/kg = Milligrams per kilogram Bold = Analyte detected at or above laboratory detection limit NLE = No limit established; not applicable Value exceeds at least one screening level All concentrations are in dry weight
Highlighted Value =
Sample
Date
Sample
ID
8260B
SFBRWQCB Shallow Soil ESLs - Direct Exposure Residential Land Use SFBRWQCB Any Land Use/Any Depth Soil - Construction Worker Exposure ESLs SFBRWQCB ESLs Soil - Tier 1
EPA Method
Sample
Depth
(ft bgs)
Volatile Organic Compounds
8260B
Soil Boring
Exhibit B

Page 120 of 468 ends

Page 418 of 885 ends

Table 5
Soil Boring Polynuclear Aromatic Hydrocarbons, Polychlorinated Biphenyls, and Petroleum Hydrocarbon Analytical Data Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
Table 5_Semi-volatile Organic Compounds, Polychlorinated biphenyls, Pesticides and Petroleum Hydrocarbon Boring Soil Analytical Data TRINITY Page 1 of 1 8082
Anthracene Benzo(a) anthracene Benzo(b) fluoranthene Benzo(k) fluoranthene Benzo(a) pyrene Benzo(g,h,i) perylene Chrysene Fluoranthene Fluorene Indeno (1,2,3- c,d) pyrene Naphthalene Phenanthrene Pyrene Total PCBs TPHd TPHg TPHmo (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) TB-3 10/16/2016 0.5 <0.093b <0.12b <0.093b <0.093b <0.093b 0.14a,b <0.093b <0.10b <0.093b 0.21a,b 0.31b <0.093b 0.15b <0.025c <30 <120 3,500 TB-3 10/16/2016 1.5 <0.010b <0.013b <0.010b <0.010b <0.010b 0.022a,b <0.010b 0.024a,b 0.028a,b <0.010b 1.5b 0.066b 0.048b <0.025c <12b 220b 1,800b TB-8 10/16/2016 0.5 <0.010b <0.013b <0.010b <0.010b <0.010b 0.029a,b <0.010b 0.028a,b <0.010b <0.010b 0.22b 0.058b 0.056b <0.025c <120b <500b 32,000bTB-9 10/13/2016 0.5 <0.010b 0.39b <0.010b <0.010b 0.12b 0.18b 0.093b 0.095b <0.010b 0.093b 0.067b <0.010b 0.41b <0.025c NA NA NA

2.80 0.16 0.16 1.6 0.016 2.5 3.8 60 8.9 0.16 0.033 11 85 0.25 230 100 5,100 18,000 0.16 0.16 1.6 0.016 NLE 15 2,400 2,400 0.16 3.3 NLE 1,800 0.25 230 740 11,00050,000 16 16 150 1.60 NLE 1,500 6,700 6,700 16 350 NLE 5,000 5.6 880 2,800 32,000 Notes:

ID = Identification a = Estimated value (CLP Flag)
ft bgs = Feet below ground surface b = Detection and quantitation limits are raised due to sample dilution < = Analyte not detected above laboratory detection limit c = Detection and quantitation limits were raised due to matrix interference mg/kg = Milligrams per kilogram Bold = Analyte detected at or above laboratory detection limit NLE = No limit established; not applicable EPA = Environmental Protection Agency; NA = Not analyzed ESLs = Environmental Screening Levels TPHd = Total Petroleum Hydrocarbons - Diesel http://www.waterboards.ca.gov/sanfranciscobay/water_issues/programs/esl.shtml (Feb. 2016, Rev 3) TPHg = Total Petroleum Hydrocarbons - Gasoline SFBRWQCB = San Francisco Bay Regional Water Quality Control Board, California EPA TPHmo = Total Petroleum Hydrocarbons - Motor Oil Highlighted Value = Value exceeds at least one ESL PCBs = Polychlorinated Biphenyl(s) Luft/FFP = Leaking undergound fuel tank/Fuel Fingerprint All concentrations are in dry weight
Sample
Depth
(ft bgs)
Sample
Date
Sample
ID
SFBRWQCB Any Land Use/Any Depth Soil - Construction Worker Exposure ESLs 8270C
SFBRWQCB Tier 1 ESLs for Soils
SFBRWQCB Shallow Soil ESLs - Direct Exposure Residential Land Use EPA Method Luft/FFP
Soil Boring Polynuclear Aromatic Hydrocarbons, Polychlorinated Biphenyls, Petroleum Hydrocarbon Luft/FFP
8270C
Exhibit B

Page 121 of 468 ends

Page 419 of 885 ends

Table 6
Soil Boring Metals Analytical Data
Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
Table 6_Metals Soil Boring Analytical Data TRINITY Page1 of 1 7199 7471A
TB-1 10/13/2016 0.5 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 1.4 NA TB-2 10/13/2016 0.5 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 1.5 NA TB-3 10/16/2016 0.5 <0.080 1.0 95 0.12a 0.37 6.5 27 12 1.0 15 <0.11 0.10a 0.12a 51 71 13 0.78a 0.044a TB-3 10/16/2016 1.5 0.89 1.7 140 0.24a 2.4 8.7 85 140 1.2 26 <0.11 0.18a <0.049 53 410 23 1.1 0.073aTB-3 10/16/2016 2.5 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 1.6 NATB-3 10/16/2016 4 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 1.6 NATB-4 10/14/2016 0.5 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 2.0 NATB-5 10/13/2016 0.5 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 2.1 NATB-6 10/16/2016 0.75 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 1.8 NATB-7 10/16/2016 0.5 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 1.6 NATB-8 10/16/2016 0.5 0.75 0.77 54 0.14a 0.71 6.6 54 23 2.4 9.9 <0.11 <0.051 <0.049 51 75 9.9 1.0 0.053aTB-8 10/16/2016 1.5 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 3.3 NATB-8 10/16/2016 2.5 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 1.9 NATB-8 10/16/2016 4 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 0.61 NATB-9 10/13/2016 0.5 0.14a 2.2 93 0.17a 1.3 7.4 82 40 2.6 31 <0.11 0.12a <0.049 46 97 29 1.1a 0.11aTB-9 10/13/2016 1.5 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 1.0a NA TB-9 10/13/2016 2.5 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 2.7 NATB-9 10/13/2016 4 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 0.85a NA 31 0.067 3,000 42 39 23 3,100 80 390 86 390 390 0.78 390 23,000 NLE 0.3 13 31 0.067 15,000 150 39 23 3,100 80 390 820 390 390 0.78 390 23,000 NLE 0.3 13 140 0.98 3,000 42 43 28 4,000 160 1,800 86 1,700 1,800 3.5 470 110,000 NLE 2.8 44 Notes:

EPA = Environmental Protection Agency a = Estimated value (CLP Flag) ID = Identification ESLs = Environmental Screening Levels; ft bgs = Feet below ground surface Taken from Screening for Environmental Concerns at Sites with Contaminated Groundwater and Soils (Feb. 2016, Rev 3) < = Less than indicated detection limit http://www.waterboards.ca.gov/sanfranciscobay/water_issues/programs/esl.shtml mg/kg = Milligrams per kilogram SFBRWQCB = San Francisco Bay Regional Water Quality Control Board NLE = No limit established; not applicable Bold = Analyte detected above laboratory detection limit NA = Not analyzed Highlighted Value = Value exceeds at least one ESL All concentrations are in dry weight
EPA Method
Sample
Depth
(ft bgs)
Sample
Date
Sample
ID
6020
Lead
(mg/kg)
Antimony
(mg/kg)
Arsenic
(mg/kg)
Barium
(mg/kg)
Beryllium
(mg/kg)
Nickel
(mg/kg)
Selenium
(mg/kg)
Silver
(mg/kg)
Thallium
(mg/kg)
Total
Chromium
(mg/kg)
Hexavalent
Chromium
(mg/kg)
SFBRWQCB ESLs Tier 1 ESLs for Soils
SFBRWQCB Shallow Soil ESLs - Direct Exposure Residential Land Use SFBRWQCB Any Land Use / Any Depth Soil Exposure - Construction Worker ESLs Cadmium
(mg/kg)
Cobalt
(mg/kg)
Copper
(mg/kg)
Vanadium
(mg/kg)
Zinc
(mg/kg)
Mercury
(mg/kg)
Molybdenum
(mg/kg)
Soil Boring
6020
Metals Analytical
Exhibit B

Page 122 of 468 ends

Page 420 of 885 ends

Table 7
TCLP, STLC, and TTLC Soil Analytical Data
Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
Table 7_Waste Delineation Soil Analytical Data TRINITY Page 1 of 1 Sample ID Sample Date
Sample
Depth
(ft bgs)
Metals TCLP (mg/L) STLC (mg/L) TTLC (mg/kg)
Area 1-T12 10/13/2016 1 Lead NA 3.4 67a
Area 2-T6 10/12/2016 1 Chromium NA 0.047b 54a
Area 2-T12 10/12/2016 2 Chromium NA 0.13 70aArea 2-T15 10/12/2016 2 Lead NA 2.2 52a Area 5-T1 10/13/2016 6 Lead 2.4 NA 2,700a
Chromium NA 0.22 89a
Area 5-T3 10/13/2016 2 Lead 0.096 8.2 780a
Area 5-T10 10/13/2016 4 Chromium NA 0.14 58a
Area 6-T1 10/13/2016 2 Lead 0.037 16 110a
Area 6-T1* 10/13/2016 8 Lead 0.52 11 280a
Area 8-T1 10/11/2016 2 Chromium NA 0.30 79a
Area 8-Debris** 10/11/2016 -- Lead 0.2 5.5 110a
TB-3 10/13/2016 1.5 Lead 0.71 31 140a
Lead 5 5 1,000
Chromium 5 5 1,000
Notes
ID = Identification number
ft bgs = Feet below ground surface
mg/L = Milligrams per liter
mg/kg = Milligrams per kilogram
TCLP = Toxicity Characteristic Leaching Procedure (Resource Conservation and Recovery Act Federal Waste Criteria)STLC = Soluble Threshold Limit Concentration (State Hazardous Waste Criteria) TTLC = Total Threshold Limit Concentration (State Hazardous Waste Criteria) a = Detection and quantitation limits are raised due to sample dilutionb = Estimated Value (CLP Flag) NA = Not analyzed
-- = Not applicable
* = Sample collected from solid black tar waste observed within soil, not representative of soil in Area 6 ** = 3-point composite soil sample collected from stockpile Highlighted Value = Value exceeds at least one hazardous screening level Note TTLC concentrations are reported in wet weight
Federal and State (Title 22) Hazardous Waste Criteria
Exhibit B

Page 123 of 468 ends

Page 421 of 885 ends

20' SEWER EASEMENT
10' SEWER EASE. / PARCEL TWO
PROPOSED SEWER EASEMENT.

N
Reported Former
Car Crushing Areas
ABANDONED SEWER MH.

PARCEL ONE / EXCEPTION
10' SEWER EASE. / PARCEL ONE

PARCEL ONE / EXCEPTION
EDGE 30' ROW / PARCEL THREE
31 Harkins Slough Road

0.9 Acre Parcel
APN: 01838101
511 Ohlone Parkway

11.27 Acre Parcel
APN: 01837214

PREPARED BY
549.002.005
2 SITE LAYOUT MAP
Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
119 Encinal Street
Santa Cruz, California 95060
v: 831.426.5600
f: 831.426.5602
source group, inc.

LEGEND

SCALE IN FEET
0 100
Approximate Property Boundary
Exception Parcel Width (Easement)
Approximate Reported Crushed Car Burn AreaApproximate Location of Current Stationary Structures City of Watsonville Sanitary Sewer
APN Assessor Parcel Number

SITE LAYOUT MAP
Exhibit B

Page 124 of 468 ends

Page 422 of 885 ends

N
Reported Former
Car Crushing Areas

PREPARED BY
549.002.005
3 SUSPECTED DEBRIS FILL AREA MAP
Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
119 Encinal Street
Santa Cruz, California 95060
v: 831.426.5600
f: 831.426.5602
source group, inc.

LEGEND

SCALE IN FEET
0 100
Approximate Property BoundaryApproximate Reported Crushed Car Burn AreaApproximate Location of Current Stationary Structures Estimated Debris Fill Areas (Trinity Work Plan, 2016)

DEBRIS FILL AREA
Exhibit B

Page 125 of 468 ends

Page 423 of 885 ends

Mostly Concrete
(Approximately 6-inch to

2.5-feet diameter on
surface)
TB-9
TB-7
TB-2
TB-4
TB-3
TB-1
TB-5
TB-6
Stockpile
120CY
Area 8-T1@2'
Area 5-T3@2'
Area 5-T1@6'
Area 1-T4@4'
Area 1-T9@2'
Area 1-T10@1'
Area [email protected]'
Area 1-T12@1'
Area 2-T15@2'
N
2'
Observed Black
Tar Waste
TB-8
4' x 4' Metal Tray Containing
Recently Burned Debris
Area 6-T1@2'Area 6-T1@8'
Area 2-T6@1'
Area [email protected]'
Area 5-T10@4'
Area 5-T5@3'
Area 3-T1@3' Area 2-T12@2'
10% Estimated
Debris
Reported Former
Car Crushing Areas Area 8 Debris (Stockpile) 3pt Composite Soil Sample

PREPARED BY
549.002.005
4 DEBRIS FILL TRENCH SOIL SAMPLE AND SOIL BORING LOCATION MAP Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
119 Encinal Street
Santa Cruz, California 95060
v: 831.426.5600
f: 831.426.5602
source group, inc.

LEGEND
Approximate Property BoundaryApproximate Reported Crushed Car Burn AreaApproximate Location of Current Stationary Structures Trace Debris
Greater Than 50% Debris, or Large Debris (Tires, Auto
Parts, Household Parts, etc.)Fill (Mostly Reworked Soil) Trench
RED #s Depth of Observed Debris
Depth of Reworked Soil with Trace Debris (No Tires
or Large Debris)
BLUE #s
Observed
Soil and
Debris from
Trench
Investigation
0' No Fill Observed
Debris on Surface; Trace Debris at Depth
Stockpile with Approximately 50% Debris,
Baserock Mixed with Native Soil
Soil Borings performed by Trinity, October 16, 2016
Trinity Estimated Debris Fill Areas
Soil Borings with Observed Surface Staining
Trench Samples Collected by Trinity,
October 11 to 14, 2016
Trench Samples Collected by Trinity, October 11 to 14,
2016 (Samples Analyzed for Organochlorine
Pesticides)Notes:
• Areas shown are approximate• See Attachment E for photos

SCALE IN FEET
0 100
Composite Samples

TRENCH SOIL SAMPLE SOIL BORING LOCATION
Exhibit B

Page 126 of 468 ends

Page 424 of 885 ends

Mostly Concrete
(Approximately 6-inch to

PREPARED BY
549.002.005
5 DEBRIS FILL AREAS THAT EXCEED ENVIRONMENTAL SCREENING LEVELS Clusters Junkyard
511 Ohlone Parkway
Watsonville, California
119 Encinal Street
Santa Cruz, California 95060
v: 831.426.5600
f: 831.426.5602
source group, inc.

LEGEND

SCALE IN FEET
0 100
Approximate Property BoundaryApproximate Reported Crushed Car Burn AreaApproximate Location of Current Stationary Structures Trace Debris
Greater Than 50% Debris, or Large Debris (Tires, Auto
Parts, Household Parts, etc)Fill (Mostly Reworked Soil) Trench
RED #s Depth of Observed Debris
Depth of Reworked Soil with Trace Debris (No Tires
or Large Debris)
BLUE #s
Observed
Soil and
Debris from
Trench
Investigation
0' No Fill Observed
Debris on Surface; Trace Debris at Depth
Stockpile with Approximately 50% Debris,
Baserock Mixed with Native Soil
Soil Borings performed by Trinity, October 16, 2016
Trinity's Estimated Debris Fill Areas
Soil Borings with Observed Surface Staining
Debris Fill Areas that Exceed ESLs (Excludes Naturally
Occurring Metal Concentrations for Arsenic and
Hexavalent Chromium)
Trench Samples Collected by Trinity, October 11 to
14, 2016
Trench Samples Collected by Trinity, October 11 to 14,2016 (Samples Analyzed for Organochlorine Pesticides)
Environmental Screening Levels, San Francisco Regional
Water Quality Control Board, February 2016, Rev.3
ESLs
Composite Samples
Notes:
• Areas shown are approximate• See Attachment E for photos

THAT EXCEED ENVIRONMENTAL SCREENING LEVELS
Debris Fill Areas that Exceed ESLs
Exhibit B

Page 127 of 468 ends

Page 425 of 885 ends

Weber Hayes and Associates
July 2016:
Phase I/II Environmental Site Assessment,
Weber, Hayes & Associates

Exhibit B

Page 128 of 468 ends

t

Z͕,z
^ Θ^^K/d
^
,ǇĚƌŽŐĞŽůŽŐǇ ĂŶĚ
ŶǀŝƌŽŶŵĞŶƚĂů
ŶŐŝŶĞĞƌŝŶŐ
120 Westgate Drive, Watsonville, CA
831.722.3580 / www.weber-hayes.com
^/d
DW
Z
D
/>d/KEW>E
&/'hZ
ϯ
WƌŽũĞĐƚ
ϮyϲϮϯ
SITE:CLUSTERWRECKINGYARD
ADDRESS: 511 OHLONEPKWY,WATSONVILLE CA
DATE:JULY 2017

REVISIONS/NOTES
:

3ULYDWH 6WRUDJH $UHD2IILFH 3DLQWLQJ 6SDFH$XWR 0DLQWHQDQFH $UHD$XWR 0DLQWHQDQFH %LRGLHVHODQG &UDE (TXLSPHQW VWRUDJH2IILFH $XWR 0DLQWHQDQFH$XWR 0DLQWHQDQFH 6WRUDJH5HVLGHQFH$XWR 0DLQWHQDQFH 6WRUDJH&RYHUHG :RUN $UHD Exhibit B

Page 129 of 468 ends

WEBER,HAYES &ASSOCIATES
Hydrogeology and Environmental Engineering
120 Westgate Drive, Watsonville, CA
831.722.3580 / www.weber-hayes.com

SITEMAP WITHBORINGLOCATIONS &SOILSAMPLE

ANALYTICALRESULTSEXCEEDINGSCREENINGTHRESHOLDS

PHASE I/II ENVIRONMENTALSITEASSESSMENT
FIGURE 5
Project
2X623
SITE:CLUSTERWRECKINGYARD
ADDRESS: 511 OHLONEPKWY,WATSONVILLE CA
DATE:JUNE 2016

REVISIONS/NOTES
:

Note:Only results that exceeded Residential ESLs areshown. Values above the Commercial ESL arein bold.

Constituent
TPH DieselTPH Motor OilLead
Residential
ESL
230
5,100
80 Commercial
ESL
570
5,100
160
(mg/kg)
Environmental Screening Levels for Detected Constituents FULL RESULTS IN TABLES 1-4
GW-1 Groundwater sample location
(depth between 19 & 34 feet)
Shallow soil boring location(up to 4 feet deep)
SB-1
DB-1 Deeper soil boring location
(up to 12 feet deep)

SITEMAP WITHBORINGLOCATIONS &SOILSAMPLE

ANALYTICALRESULTSEXCEEDINGSCREENINGTHRESHOLDS
Exhibit B

Page 130 of 468 ends

t

Z͕,z
^ Θ^^K/d
^
,ǇĚƌŽŐĞŽůŽŐǇ ĂŶĚ
ŶǀŝƌŽŶŵĞŶƚĂů
ŶŐŝŶĞĞƌŝŶŐ
120 Westgate Drive, Watsonville, CA
831.722.3580 / www.weber-hayes.com
^/d
DW t/d,hZZ
Ed ΘWZ
s/Kh^KZ/E'>Kd/KE^ Θ^K/>
^DW>
E>zd/>Z
^h>d^
y

/E'^Z

E/E'd,Z
^,K>^
W,^
/ͬ//
Es/ZKED
Ed>^/d
^^
^^D
Ed
&/'hZ
ϲ
WƌŽũĞĐƚ
ϮyϲϮϯ
SITE:CLUSTERWRECKINGYARD
ADDRESS: 511 OHLONEPKWY,WATSONVILLE CA
DATE:JULY 2016

REVISIONS/NOTES
:
^
>ŽǁŶĞǇ 2004 Sample Locations
(No exceedances at deeper depths to 12 ft)
2016 Shallow/Deep soil boring locations(up to 4 & 12 feet deep) 'Θ' 2003 Composite /Discrete (Des) soil
boring location(0.5 & 2 feet deep)
Source for 2003 sample points:tĞďĞƌ͕ ,ĂǇĞƐ Θ ƐƐŽĐŝĂƚĞƐ͕ WŚĂƐĞ /ͬ// ŶǀŝƌŽŶŵĞŶƚĂů ^ŝƚĞ ƐƐĞƐƐŵĞŶƚ͕ ϲϬϬ
ƌƌŝŶŐƚŽŶ ZĚ͕ ĚĂƚĞĚ &ĞďƌƵĂƌǇ ϭϯ͕ ϮϬϬϰ
Source for 2004 sample points:>ŽǁŶĞǇ ƐƐŽĐŝĂƚĞƐ͕ ^Žŝů YƵĂůŝƚǇ ǀĂůƵĂƚŝŽŶ͗ ůƵƐƚĞƌ WƌŽƉĞƌƚǇ͕ ĚĂƚĞĚ ^ĞƉƚĞŵďĞƌ ϮϬϬϰ
^DW>
E>zd/>Z
^h>d^
y

/E'^Z

E/E'd,Z
^,K>^
hZZ
EdΘWZ
s/Kh^KZ/E'>Kd/KE^Θ
Exhibit B

Page 131 of 468 ends

^ĂŵƉůĞ/
ĞƉƚŚ
;ĨĞĞƚďĞůŽǁ
ŐƌŽƵŶĚƐƵƌĨĂĐĞͿ
dŽƚĂůWĞƚƌŽůĞƵŵ
,ǇĚƌŽĐĂƌďŽŶƐĂƐ
/
^
>
dŽƚĂůWĞƚƌŽůĞƵŵ
,ǇĚƌŽĐĂƌďŽŶƐĂƐ
DKdKZK/>
ůůŽƚŚĞƌdW, EĂƉƚŚĂůĞŶĞ ůůŽƚŚĞƌsKƐ

0.5 180*J 2,400 All Others ND -- --
2 ND 22 All Others ND -- --

0.5 ϲϳϬΎ ϱ͕ϱϬϬ All Others ND -- --
2 4.8*J 39 All Others ND ND All others ND

0.5 8.3*J 80 All Others ND -- --
2 ND 29 All Others ND -- --

0.5 3.5*J 45 All Others ND -- --
2 6.2*J 38 All Others ND -- --

0.5 60*^ 820^ All Others ND -- --
2 8.9*J 63 All Others ND -- --

0.5 15* 170 All Others ND -- --
2 ND ND All Others ND -- --

0.5 6.5*J 63 All Others ND -- --
2 ND ND All Others ND -- --

0.5 53*^ 750^ All Others ND -- --
2 4.9*J 51 All Others ND -- --
10 20 Varies Varies
ϮϯϬͬϭ͕ϭϬϬ ϱ͕ϭϬϬͬϱ͕ϭϬϬ sĂƌŝĞƐ Ϭ͘ϬϯϯͬϬ͘Ϭϯϯ
sec-Butylbenzene = NE
n-Propylbenzene = NE
1,2,4-Trimethylbenzene = NE
1,3,5-Trimethylbenzene = NE
E
E
sĂƌŝĞƐ ϯ͘ϴͬϭϳ
sec-Butylbenzene = 7,800 / 120,000
n-Propylbenzene = NE
1,2,4-Trimethylbenzene = 58 / 240
1,3,5-Trimethylbenzene = 780 / 12,000
dĂďůĞϭͲ^Žŝů^ĂŵƉůĞŶĂůǇƚŝĐĂůZĞƐƵůƚƐ
sŽůĂƚŝůĞKƌŐĂŶŝĐŽŵƉŽƵŶĚƐΘ&ƵĞů&ŝŶŐĞƌƉƌŝŶƚ
ϱϭϭKŚůŽŶĞWĂƌŬǁĂǇ͕tĂƚƐŽŶǀŝůůĞ
ůůƐŽŝůƌĞƐƵůƚƐĂƌĞŝŶŵŝůůŝŐƌĂŵƐƉĞƌ<ŝůŽŐƌĂŵ;ŵŐͬ<ŐͿ ^Ͳϳ
^Ͳϴ
Laboratory's WƌĂĐƚŝĐĂůYƵĂŶƚŝƚĂƚŝŽŶ
>ŝŵŝƚ;WY>Ϳ

ŶǀŝƌŽŶŵĞŶƚĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
( Shallow Soils = < 10 ft )
^ĂŵƉůĞ/ŶĨŽƌŵĂƚŝŽŶ &ƵĞů&ŝŶŐĞƌƉƌŝŶƚ
ďǇ
WDĞƚŚŽĚϲϬϭϬ
>ĂďŽƌĂƚŽƌǇŶĂůǇƚŝĐĂůƌĞƐƵůƚƐ
^Ͳϭ
^ͲϮ
^Ͳϯ
^Ͳϰ
^Ͳϱ
^Ͳϲ
sŽůĂƚŝůĞKƌŐĂŶŝĐŽŵƉŽƵŶĚƐ;sKƐͿ
ďǇ
WDĞƚŚŽĚϴϮϲϬ
ZĞŐŝŽŶĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
1 tĞďĞƌ͕,ĂǇĞƐĂŶĚƐƐŽĐŝĂƚĞƐ
sŽůĂƚŝůĞKƌŐĂŶŝĐŽŵƉŽƵŶĚƐΘ&ƵĞů&ŝŶŐĞƌƉƌŝŶƚ
- Fifteen (15) shallow soil borings (SB-1 through SB-15) were sampled from throughout the Site via hand auger and power auger equipment.

And,
- Eight (8) deeper, driven probe soil borings (DP-1 through DP-9) were cored at locations throughout the Site via a direct push drill rig (note:

DB-3 not installed to drill rig access limitations).

Exhibit B

Page 132 of 468 ends

0.5 110*J 1,300 All Others ND -- --
2 10* 98 All Others ND -- --

0.5 7.1*J 48 All Others ND -- --
2 ND ND All Others ND -- --

0.5 12* 150 All Others ND -- --
2 ND 21 All Others ND -- --

0.5 33^J 380^ All Others ND -- --
2 18* 78 All Others ND -- --

0.5 7.1*J 64 All Others ND -- --
2ND 19*J All Others ND -- --

0.5 150*J 1,600 All Others ND -- --
2 ND ND All Others ND -- --

0.5 10* 140 All Others ND -- --
2 ND 28 All Others ND -- --
10 20 Varies Varies
ϮϯϬͬϭ͕ϭϬϬ ϱ͕ϭϬϬͬϱ͕ϭϬϬ sĂƌŝĞƐ Ϭ͘ϬϯϯͬϬ͘Ϭϯϯ
sec-Butylbenzene = NE
n-Propylbenzene = NE
1,2,4-Trimethylbenzene = NE
1,3,5-Trimethylbenzene = NE
E
E
sĂƌŝĞƐ ϯ͘ϴͬϭϳ
sec-Butylbenzene = 7,800 / 120,000
n-Propylbenzene = NE
1,2,4-Trimethylbenzene = 58 / 240
1,3,5-Trimethylbenzene = 780 / 12,000
Laboratory's WƌĂĐƚŝĐĂůYƵĂŶƚŝƚĂƚŝŽŶ
>ŝŵŝƚ;WY>Ϳ

ŶǀŝƌŽŶŵĞŶƚĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
( Shallow Soils = < 10 ft )
^Ͳϭϱ
^Ͳϵ
^ͲϭϬ
^Ͳϭϭ
^Ͳϭϰ
ZĞŐŝŽŶĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
^ͲϭϮ
^Ͳϭϯ
2 tĞďĞƌ͕,ĂǇĞƐĂŶĚƐƐŽĐŝĂƚĞƐ
sŽ ůĂƚŝůĞKƌŐĂŶŝĐŽŵƉŽƵŶĚƐΘ&ƵĞů&ŝŶŐĞƌƉƌŝŶƚ
Exhibit B

Page 133 of 468 ends

^ĂŵƉůĞ/
ĞƉƚŚ
;ĨĞĞƚďĞůŽǁ
ŐƌŽƵŶĚƐƵƌĨĂĐĞͿ
dŽƚĂůWĞƚƌŽůĞƵŵ
,ǇĚƌŽĐĂƌďŽŶƐĂƐ
/
^
>
dŽƚĂůWĞƚƌŽůĞƵŵ
,ǇĚƌŽĐĂƌďŽŶƐĂƐ
DKdKZK/>
ůůŽƚŚĞƌdW, EĂƉƚŚĂůĞŶĞ ůůŽƚŚĞƌsKƐ
dĂďůĞϭͲ^Žŝů^ĂŵƉůĞŶĂůǇƚŝĐĂůZĞƐƵůƚƐ
sŽůĂƚŝůĞKƌŐĂŶŝĐŽŵƉŽƵŶĚƐΘ&ƵĞů&ŝŶŐĞƌƉƌŝŶƚ
ϱϭϭKŚůŽŶĞWĂƌŬǁĂǇ͕tĂƚƐŽŶǀŝůůĞ
ůůƐŽŝůƌĞƐƵůƚƐĂƌĞŝŶŵŝůůŝŐƌĂŵƐƉĞƌ<ŝůŽŐƌĂŵ;ŵŐͬ<ŐͿ ^ĂŵƉůĞ/ŶĨŽƌŵĂƚŝŽŶ &ƵĞů&ŝŶŐĞƌƉƌŝŶƚ
ďǇ
WDĞƚŚŽĚϲϬϭϬ
>ĂďŽƌĂƚŽƌǇŶĂůǇƚŝĐĂůƌĞƐƵůƚƐ
sŽůĂƚŝůĞKƌŐĂŶŝĐŽŵƉŽƵŶĚƐ;sKƐͿ
ďǇ
WDĞƚŚŽĚϴϮϲϬ
WͲϭ 2 ND ND All Others ND -- --
WͲϮ 2 ND ND All Others ND -- --
WͲϯ
2 5.2^J 14^J All others ND 0.023
sec-Butylbenzene = 0.0017J
n-Propylbenzene = 0.0038J
1,2,4-Trimethylbenzene = 0.025
1,3,5-Trimethylbenzene = 0.065
4 -- -- -- ND All others ND
WͲϱ 2 ND ND All others ND -- --
WͲϲ 2 5.6^J 23^ All others ND ND All others ND
WͲϳ 2 7.3^J 42^ All others ND -- --
WͲϴ 2 5.8^J 33^ All others ND -- --
WͲϵ 2 43^ 180^ All others ND -- --
10 20 Varies Varies
ϮϯϬͬϭ͕ϭϬϬ ϱ͕ϭϬϬͬϱ͕ϭϬϬ sĂƌŝĞƐ Ϭ͘ϬϯϯͬϬ͘Ϭϯϯ
sec-Butylbenzene = NE
n-Propylbenzene = NE
1,2,4-Trimethylbenzene = NE
1,3,5-Trimethylbenzene = NE
E
E
sĂƌŝĞƐ ϯ͘ϴͬϭϳ
sec-Butylbenzene = 7,800 / 120,000
n-Propylbenzene = NE
1,2,4-Trimethylbenzene = 58 / 240
1,3,5-Trimethylbenzene = 780 / 12,000
EŽƚĞƐ
ϭс
Ϯс
ND =
- =
J =
^ = K>с
* = K>с
ZĞŐŝŽŶĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ;ϮͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů

ŶǀŝƌŽŶŵĞŶƚĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
( Shallow Soils = < 10 ft )
WͲϰ
Laboratory's WƌĂĐƚŝĐĂůYƵĂŶƚŝƚĂƚŝŽŶ
>ŝŵŝƚ;WY>Ϳ
Note: DP-3 was not sampled due to access limitations
Analytical result above Commercial ESL.

Detection and Quantitation Limits are raised due to sample dilution Chromatograph is not typical of Diesel/Motor Oil
Analytical result above Residential ESL.

ŶǀŝƌŽŶŵĞŶƚĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ;
^>ƐͿ͗Regional Water Quality Control Board (San Francisco Bay Region) guideline document: ^ĐƌĞĞŶŝŶŐĨŽƌ ŶǀŝƌŽŶŵĞŶƚĂůŽŶĐĞƌŶƐĂƚ^ŝƚĞƐ
tŝƚŚŽŶƚĂŵŝŶĂƚĞĚ^ŽŝůĂŶĚ'ƌŽƵŶĚǁĂƚĞƌ (Final version, 2016). The ESLs are intended to provide quantitative risk-based guidance on whether further assessment or remediation of contamination is warranted < http://www.swrcb.ca.gov/rwqcb2/water_issues/programs/ESL/ESL%20Users%20Guide_22Feb16.pdf > h^
WZĞŐŝŽŶϵZĞŐŝŽŶĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ;Z^>ƐͿ͗ guideline tables presented at < http://www.epa.gov/region9/superfund/prg/ >). USPA Region 9 RSLs are based on Carcinogenic Target Risk (TR) =1E-6, Noncancer Hazard Index (HI) =1.0] November 2015.

Laboratory reports that the detection value is between MDL and PQL, and should be considered an estimate.

Analyte not detected above the laboratory Method Detection Limit (MDL).

Sample was not analyzed for this constituent
3 tĞďĞƌ͕,ĂǇĞƐĂŶĚƐƐŽĐŝĂƚĞƐ
ůĂƚŝůĞKƌŐĂŶŝĐŽŵƉŽƵŶĚƐΘ&ƵĞů&ŝŶŐĞƌƉƌŝŶƚ
Exhibit B

Page 134 of 468 ends

0.5 15,000 3.3 65 0.12J 1.7 24 12 140 63 2.3J 22 < 2.0 0.41J < 1.3 54 110 0.060J 2 15,000 6.7 170 0.5 0.29J 52 13 31 13 ND 98 ND 0.31J ND 33 66 0.056J

0.5 18,000 2.3 78 0.13J 1.8 28 9.7 690 ϭϭϬ 2.6 150 < 2.0 0.45J < 1.3 58 5,500 0.063J 2 17,000 11 120 0.49J 0.092J 62 14 41 9.9 ND 89 < 4.9 0.44J < 3.2 41 71 0.083J

0.5 17,000 4.1 100 0.19J 0.8 39 11 170 ϮϱϬ 1.0J 43 < 2.0 1 < 1.3 61 82 0.076J 2 22,000 1 130 0.48J 0.15J 75 11 35 17 ND 83 < 2.0 0.21J ND 23 71 0.21

0.5 18000^ 5.9 180 0.49J 0.62 51 12 35 52 ND 67 6.2 0.24J ND 43 61 0.044J 2 21000^ 6.2 160 0.51 0.13J 57 15 34 14 ND 80 7.7 0.33J ND 43 59 ND

0.5 17,000^ 5.3 110 0.29J 0.34J 48 8.8 51 23 1.3J 54 7 1.1 ND 48 71 0.052J 2 19,000^ 6.1 210 0.47J ND 53 7.5 22 6.9 ND 64 ND 0.23J ND 40 30 0.047J

0.5 17,000^ 3.1 100 0.25J 0.29J 30 9.8 210 32 0.21J 33 7.1 0.33J ND 47 77 0.070J 2 15,000^ 5.3 200 0.5 ND 46 11 20 7.5 ND 55 ND 0.18J ND 36 26 0.045J

0.5 12,000^ 4 76 0.20J 0.15J 46 7.5 50 13 0.34J 43 < 0.98 0.22J 0.50J 40 51 0.077J 2 16,000^ 6.3 170 0.43J 0.085J 53 9.6 25 11 ND 69 < 2.0 0.23J ND 41 40 0.045J

0.5 15,000^ 2.2 72 0.14J 0.25J 16 5.4 39 17 0.30J 18 < 2.0 0.26J ND 38 48 0.053J 2 16,000^ 5.8 130 0.46J ND 57 10 33 9.5 ND 79 < 2.0 0.24J ND 33 58 0.11J

5.0 1 0.5 0.5 0.5 0.5 2.5 1 2.5 2.5 0.5 1 0.5 5 0.5 2.5 0.16 E
Ϭ͘Ϭϲϳ ͬ Ϭ͘ϯϭ ϭϱϬ͕ϬϬϬ ͬ Ϯ͕ϮϬϬ͕ϬϬϬ ΎΎ ϭϱϬ ͬ Ϯ͕ϮϬϬ ΎΎ ϯϵ ͬ ϱϴϬ ϭϮϬ͕ϬϬϬ ͬ ϭ͕ϴϬϬ͕ϬϬϬ Ϯϯ ͬ ϯϱϬ ϯ͕ϭϬϬ ͬ ϰϳ͕ϬϬϬ ϴϬ ͬ ϯϮϬ ϯϵϬ ͬ ϱ͕ϴϬϬ ϴϮϬ ͬ ϭϭ͕ϬϬϬ ΎΎ ϯϵϬ ͬ ϱ͕ϴϬϬ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϭ͘ϳϴ ͬ ϭϮ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϯϯ͕ϬϬϬ ͬ ϯϱϬ͕ϬϬϬ ϭϯ ͬ ϭϵϬ ϳϳ͕ϬϬϬ
ͬ ϭ͕ϭϬϬ͕ϬϬϬ Ϭ͘ϲϴ ͬ ϯ͘Ϭ ϭϱ͕ϬϬϬ ͬ ϮϮϬ͕ϬϬϬ ϭϲϬ ͬ Ϯ͕ϯϬϬ ϳϭ ͬ ϵϴϬ ϭϮϬ͕ϬϬϬ ͬ ϭ͕ϴϬϬ͕ϬϬϬ Ϯϯ ͬ ϯϱϬ ϯ͕ϭϬϬ ͬ ϰϳ͕ϬϬϬ ϰϬϬ ͬ ϴϬϬ ϯϵϬ ͬ ϱ͕ϴϬϬ E ϯϵϬ ͬ ϱ͕ϴϬϬ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϭ͘ϳϴ ͬ ϭϮ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϯϯ͕ϬϬϬ ͬ ϯϱϬ͕ϬϬϬ ϭϭ ͬ ϰϲ dĂďůĞϮͲ^Žŝů^ĂŵƉůĞŶĂůǇƚŝĐĂůZĞƐƵůƚƐ
DĞƚĂůƐ
ϱϭϭKŚůŽŶĞWĂƌŬǁĂǇ͕tĂƚƐŽŶǀŝůůĞ͕
ůůƐŽŝůƌĞƐƵůƚƐĂƌĞŝŶŵŝůůŝŐƌĂŵƐƉĞƌ<ŝůŽŐƌĂŵ;ŵŐͬ<ŐͿ ^ĂŵƉůĞ/ŶĨŽƌŵĂƚŝŽŶ
ZĞŐŝŽŶĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
>ĂďŽƌĂƚŽƌǇZĞƐƵůƚƐ
DĞƚĂůƐ;dd>Ϳ
ďǇ
WDĞƚŚŽĚϲϬϭϬ
Laboratory's WƌĂĐƚŝĐĂůYƵĂŶƚŝƚĂƚŝŽŶ
>ŝŵŝƚ;WY>Ϳ

ŶǀŝƌŽŶŵĞŶƚĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
( Shallow Soils = < 10 ft )
^Ͳϭ^ͲϮ^Ͳϯ^Ͳϰ^Ͳϱ^Ͳϲ^Ͳϳ^Ͳϴ
1 tĞďĞƌ͕,ĂǇĞƐĂŶĚƐƐŽĐŝĂƚĞƐ
DĞƚĂůƐ
- Fifteen (15) shallow soil borings (SB-1 through SB-15) were sampled from throughout the Site via hand auger and power auger equipment. And, - Eight (8) deeper, driven probe soil borings (DP-1 through DP-9) were cored at locations throughout the Site via a direct push drill rig (note: DB-3 not installed to drill rig access limitations).

Exhibit B

Page 135 of 468 ends

Page 433 of 885 ends

0.5 22,000^ 2.8 71 0.19J 0.78 19 9.4 87 38 0.36J 28 < 2.0 0.28J ND 58 58 0.12J 2 16,000^ 5.4 170 0.52 ND 51 13 25 8 ND 69 < 2.0 0.20J ND 34 35 0.078J

0.5 19,000^ 6.4 180 0.48J 0.16J 76 13 37 15 0.067J 86 < 2.0 0.21J ND 36 98^ 0.15J 2 19,000^ 8 66 0.47J ND 71 10 35 8.6 ND 91 < 2.0 0.16J ND 42 74^ 0.15J

0.5 25,000^ 3.4 78 0.19J 0.78 27 11 72 24 0.41J 31 ND 0.27J ND 66 130^ 0.059J 2 19,000^ 8.4 190 0.49J 0.16J 68 14 34 12 0.088J 93 < 2.0 0.17J ND 51 73^ 0.23

0.5 17,000^ 4.8 85 0.23J 0.22J 50 11 59 25 0.18J 53 < 2.0 0.29J 0.68J 58 88^ 0.12J 2 15,000^ 4.7 89 0.26J 0.11J 54 10 59 15 1.7J 63 < 2.0 0.30J ND 48 60^ 0.089J

0.5 18,000^ 7.2 180 0.48J 0.087J 61 14 32 17 0.14J 88 < 2.0 0.20J ND 47 64^ 0.079J 2 21,000^ 7.8 180 0.5 0.34J 81 14 35 8.3 ND 95 < 2.0 0.26J ND 46 70^ 0.16

0.5 14,000^ 6.7 120 0.26J 0.077J 20 6.7 12 12 1.0J 13 < 2.0 0.11J 1.3J 45 63^ 0.044J 2 16,000^ 6.3 130 0.48J ND 55 11 23 13 ND 67 < 2.0 0.13J ND 37 43^ 0.069J

0.5 17,000^ 0.60J 3.7 0.052 0.64 ND 6.2 18 8.1 0.48J 0.76 < 2.0 ND ND 20 100^ 0.15J 2 15,000^ 6.2 100 0.42J ND 51 26 21 9.6 ND 64 2.4 0.27J ND 34 49^ 0.044J

5.0 1 0.5 0.5 0.5 0.5 2.5 1 2.5 2.5 0.5 1 0.5 5 0.5 2.5 0.16 E
Ϭ͘Ϭϲϳ ͬ Ϭ͘ϯϭ ϭϱϬ͕ϬϬϬ ͬ Ϯ͕ϮϬϬ͕ϬϬϬ ΎΎ ϭϱϬ ͬ Ϯ͕ϮϬϬ ΎΎ ϯϵ ͬ ϱϴϬ ϭϮϬ͕ϬϬϬ ͬ ϭ͕ϴϬϬ͕ϬϬϬ Ϯϯ ͬ ϯϱϬ ϯ͕ϭϬϬ ͬ ϰϳ͕ϬϬϬ ϴϬ ͬ ϯϮϬ ϯϵϬ ͬ ϱ͕ϴϬϬ ϴϮϬ ͬ ϭϭ͕ϬϬϬ ΎΎ ϯϵϬ ͬ ϱ͕ϴϬϬ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϭ͘ϳϴ ͬ ϭϮ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϯϯ͕ϬϬϬ ͬ ϯϱϬ͕ϬϬϬ ϭϯ ͬ ϭϵϬ ϳϳ͕ϬϬϬ
ͬ ϭ͕ϭϬϬ͕ϬϬϬ Ϭ͘ϲϴ ͬ ϯ͘Ϭ ϭϱ͕ϬϬϬ ͬ ϮϮϬ͕ϬϬϬ ϭϲϬ ͬ Ϯ͕ϯϬϬ ϳϭ ͬ ϵϴϬ ϭϮϬ͕ϬϬϬ ͬ ϭ͕ϴϬϬ͕ϬϬϬ Ϯϯ ͬ ϯϱϬ ϯ͕ϭϬϬ ͬ ϰϳ͕ϬϬϬ ϰϬϬ ͬ ϴϬϬ ϯϵϬ ͬ ϱ͕ϴϬϬ E ϯϵϬ ͬ ϱ͕ϴϬϬ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϭ͘ϳϴ ͬ ϭϮ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϯϯ͕ϬϬϬ ͬ ϯϱϬ͕ϬϬϬ ϭϭ ͬ ϰϲ ^Ͳϵ
^ͲϭϬ^Ͳϭϭ^ͲϭϮ^Ͳϭϯ^Ͳϭϰ^Ͳϭϱ
Laboratory's WƌĂĐƚŝĐĂůYƵĂŶƚŝƚĂƚŝŽŶ
>ŝŵŝƚ;WY>Ϳ

ŶǀŝƌŽŶŵĞŶƚĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
( Shallow Soils = < 10 ft )
ZĞŐŝŽŶĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
DĞƚĂůƐ
Exhibit B

Page 136 of 468 ends

dŽƚĂůDĞƌĐƵƌǇ
ďǇ
Wϳϰϳϭ
^ĂŵƉůĞ/
ĞƉƚŚ
;ĨĞĞƚďĞůŽǁ
ŐƌŽƵŶĚƐƵƌĨĂĐĞͿ
ůƵŵŝŶƵŵ ƌƐĞŶŝĐ;ϯͿ ĂƌŝƵŵ ĞƌǇůůŝƵŵ ĂĚŵŝƵŵ ŚƌŽŵŝƵŵΎ ŽďĂůƚ ŽƉƉĞƌ >ĞĂĚ DŽůǇďĚĞŶƵŵ EŝĐŬĞů ^ĞůĞŶŝƵŵ ^ŝůǀĞƌ dŚĂůůŝƵŵ sĂŶĂĚŝƵŵ ŝŶĐ DĞƌĐƵƌǇ dĂďůĞϮͲ^Žŝů^ĂŵƉůĞŶĂůǇƚŝĐĂůZĞƐƵůƚƐ
DĞƚĂůƐ
ϱϭϭKŚůŽŶĞWĂƌŬǁĂǇ͕tĂƚƐŽŶǀŝůůĞ͕
ůůƐŽŝůƌĞƐƵůƚƐĂƌĞŝŶŵŝůůŝŐƌĂŵƐƉĞƌ<ŝůŽŐƌĂŵ;ŵŐͬ<ŐͿ ^ĂŵƉůĞ/ŶĨŽƌŵĂƚŝŽŶ
>ĂďŽƌĂƚŽƌǇZĞƐƵůƚƐ
DĞƚĂůƐ;dd>Ϳ
ďǇ
WDĞƚŚŽĚϲϬϭϬ
WͲϭ 2 -- 7.2 260 0.55 0.35J 61 17 26 9.1 ND 77 ND 0.25J ND 48 40 ND WͲϮ 2 -- 6.6 190 0.61 0.083J 65 13 31 9.4 ND 92 ND 0.21J ND 46 49 NDWͲϯWͲϰ 2 -- 6.4 220 0.50 0.056J 59 13 29 9 ND 86 ND 0.24J ND 41 48 NDWͲϱ 2-- 4.1 11 0.35J ND 51 11 26 5.9 ND 70 ND ND ND 29 47 0.066J WͲϲ 2 -- 5.6 210 0.52 ND 57 15 25 7.5 ND 87 ND 0.18J ND 37 40 0.063JWͲϳ 2 -- 6.1 210 0.58 0.067J 58 16 26 8.8 ND 82 ND 0.15J ND 44 37 ND WͲϴ 2 -- 11 160 0.48J 0.24J 70 16 40 23 0.14J 100 ND 0.31J ND 42 72 0.078J WͲϵ 2 -- 5.6 160 0.44J 0.090J 60 12 31 14 0.55J 83 ND 0.21J ND 41 52 0.059J

5.0 1 0.5 0.5 0.5 0.5 2.5 1 2.5 2.5 0.5 1 0.5 5 0.5 2.5 0.16 E
Ϭ͘Ϭϲϳ ͬ Ϭ͘ϯϭ ϭϱϬ͕ϬϬϬ ͬ Ϯ͕ϮϬϬ͕ϬϬϬ ΎΎ ϭϱϬ ͬ Ϯ͕ϮϬϬ ΎΎ ϯϵ ͬ ϱϴϬ ϭϮϬ͕ϬϬϬ ͬ ϭ͕ϴϬϬ͕ϬϬϬ Ϯϯ ͬ ϯϱϬ ϯ͕ϭϬϬ ͬ ϰϳ͕ϬϬϬ ϴϬ ͬ ϯϮϬ ϯϵϬ ͬ ϱ͕ϴϬϬ ϴϮϬ ͬ ϭϭ͕ϬϬϬ ΎΎ ϯϵϬ ͬ ϱ͕ϴϬϬ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϭ͘ϳϴ ͬ ϭϮ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϯϯ͕ϬϬϬ ͬ ϯϱϬ͕ϬϬϬ ϭϯ ͬ ϭϵϬ ϳϳ͕ϬϬϬ
ͬ ϭ͕ϭϬϬ͕ϬϬϬ Ϭ͘ϲϴ ͬ ϯ͘Ϭ ϭϱ͕ϬϬϬ ͬ ϮϮϬ͕ϬϬϬ ϭϲϬ ͬ Ϯ͕ϯϬϬ ϳϭ ͬ ϵϴϬ ϭϮϬ͕ϬϬϬ ͬ ϭ͕ϴϬϬ͕ϬϬϬ Ϯϯ ͬ ϯϱϬ ϯ͕ϭϬϬ ͬ ϰϳ͕ϬϬϬ ϰϬϬ ͬ ϴϬϬ ϯϵϬ ͬ ϱ͕ϴϬϬ E ϯϵϬ ͬ ϱ͕ϴϬϬ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϭ͘ϳϴ ͬ ϭϮ ϯϵϬ ͬ ϱ͕ϴϬϬ Ϯϯ͕ϬϬϬ ͬ ϯϱϬ͕ϬϬϬ ϭϭ ͬ ϰϲ EŽƚĞƐ
ϭсϮсϯс
ND =
- =
J =
^ = Detection and Quantitation Limits are raised due to sample dilution * =
** = Note: Tier 1 Screening Threshold values for Barium, Beryllium, & Nickel are set at x,x and x, respectively, which are protective of Construction Worker healther and safety and are driven by inhalation risk, rather than direct exposure. K>с Analytical result above Residential ESL.K>с Analytical result above Commercial ESL.

Note: DP-3 was not sampled due to access limitations
h^
WZĞŐŝŽŶϵZĞŐŝŽŶĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ;Z^>ƐͿ͗ guideline tables presented at < http://www.epa.gov/region9/superfund/prg/ >). USPA Region 9 RSLs are based on Carcinogenic Target Risk (TR) =1E-6, Noncancer Hazard Index (HI) =1.0] November 2015.

ŶǀŝƌŽŶŵĞŶƚĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ;
^>ƐͿ͗Regional Water Quality Control Board (San Francisco Bay Region) guideline document: ^ĐƌĞĞŶŝŶŐĨŽƌ ŶǀŝƌŽŶŵĞŶƚĂůŽŶĐĞƌŶƐĂƚ^ŝƚĞƐtŝƚŚŽŶƚĂŵŝŶĂƚĞĚ^ŽŝůĂŶĚ'ƌŽƵŶĚǁĂƚĞƌ (Final version, 2016). The ESLs are intended to provide quantitative risk-based guidance on whether further assessment or remediation of contamination is warranted < http://www.swrcb.ca.gov/rwqcb2/water_issues/programs/ESL/ESL%20Users%20Guide_22Feb16.pdf > ZĞŐŝŽŶĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
Laboratory's WƌĂĐƚŝĐĂůYƵĂŶƚŝƚĂƚŝŽŶ
>ŝŵŝƚ;WY>Ϳ
Screening Limit for Chromium III is used, as there is no established screening limit for Total Chromium. Chromium IV screening level is 0.3 / 6.2 Sample was not analyzed for this constituentLaboratory reports that the detection value is between MDL and PQL, and should be considered to be an estimate.

ŶǀŝƌŽŶŵĞŶƚĂů^ĐƌĞĞŶŝŶŐ>ĞǀĞůƐ ;ϭͿ
ZĞƐŝĚĞŶƚŝĂůͬ/ŶĚƵƐƚƌŝĂů
( Shallow Soils = < 10 ft )
Analyte not detected above the laboratory Method Detection Limit (MDL).A 2003 background assessment for metals in shallow soil was completed for the Watsonville area by Uribe & Associates: ZĞŵĞĚŝĂů/ŶǀĞƐƚŝŐĂƚŝŽŶZĞƉŽƌƚ͕tĂƚƐŽŶǀŝůůĞϮ&ŽƌŵĞƌDĂŶƵĨĂĐƚƵƌĞĚ'ĂƐWůĂŶƚ^ŝƚĞ͕WĂĐŝĨŝĐ'ĂƐĂŶĚ ůĞĐƚƌŝĐŽŵƉĂŶǇ͕'zĂƌĚϭϭ͕tĂůŬĞƌ^ƚƌĞĞƚ͕tĂƚƐŽŶǀŝůůĞ͕ĂůŝĨŽƌŶŝĂ , September 4, 2003. Analysis of the 95% Upper Confidence Limit for arsenic in 14 shallow soil samples that were collected to establish background concentrations for metals in the Watsonville area yields a concentration of 7.48 mg/kg. 3 tĞďĞƌ͕,ĂǇĞƐĂŶĚƐƐŽĐŝĂƚĞƐ
DĞƚĂůƐ
Exhibit B

Page 137 of 468 ends

Page 435 of 885 ends

Benzene Toluene All other VOCs
GW-1 32-36 0.16J ND All others = ND
GW-2 28-32 0.21J 0.15J All others = ND
GW-3 28-32 0.10J ND All others = ND
GW-4 28-32 ND ND All others = ND
GW-5 28-32 0.19J 0.17J All others = ND
GW-6 32-36 0.19J 0.15J Styrene = 0.080J All others = ND PW-1
(drinking water well)
228-268 ND ND All others = ND

0.50 0.50 Varies
1 150 Styrene = 100
Notes:
1 =
bgs = below ground surface.

ND =
* = Groundwater depth not necessarily stabilized.

J = Estimated Value
NE = Not Established
-- = Not analyzed for in this sample
Table 3: Grab Groundwater Analytical Results
Volatile Organic Compounds (VOC)
511 Ohlone Parkway, Watsonville, CA
All groundwater analytical results presented in micrograms per liter (ug/L) Laboratory Practical Quantitation Limit:

22.621.2
Screened
Sampling Interval
(feet, bgs)
Sample
Identification

26.319.733.7
not measured

27.4 Sample Information
Not detected at or above the laboratory's practical quantitation limit Maximum Contaminant Levels (MCLs)1
Maximum Contaminant Levels (MCLs): the groundwater cleanup goals based on the Water Quality Control Plan (Basin Plan) established by the Central Coast Regional Water Quality Control Board (CCRWQCB). *Depth to Volatile Organic Compounds (VOCs by EPA 8260) Groundwater
(feet bgs)
Volatile Organic Compounds
Groundwater
26 3
Exhibit B

Page 138 of 468 ends

Analysis Units Results
7/1/2016 Maximum Contaminant Level (MCL)1
pH pH Units 7.6 Best between 6.5-8.5
Specific Conductance (EC) uS/cm 840 1,600
Hydroxide (as OH) mg/L ND Not Established
Carbonate Alk. (as CO 3) mg/L ND Not Established
Bicarbonate Alk. (as HCO 3) mg/L 280 Not Established
Total Alkalinity (as CaCO 3) mg/L 230 Not Established
Hardness mg/L 330 Not Established
Total Dissolved Solids mg/L 470 1,000
Nitrate (as N ) mg/L 2 45
Chloride (Cl) mg/L 93 500
Sulfate (SO 4) mg/L 63 500
Fluoride (F) mg/L 0.11 2
Calcium (Ca) mg/L 74 Not Established
Magnesium (Mg) mg/L 34 Not Established
Potassium (K) mg/L 2.6 Not Established
Sodium (Na) mg/L 26 Not Established
Total Iron (Fe) ug/L ND 300*
Manganese (Mn) ug/L ND 50*
Arsenic (As) ug/L ND 10
Barium (Ba) ug/L ND 1000
Boron (B) ug/L ND Not Established
Cadmium (Cd) ug/L ND 5
Total Chromium (Cr) ug/L 4.4 50
Copper (Cu) ug/L ND 1,000
Cyanide (CN) ug/L ND 200
Lead (Pb) ug/L ND 15
Mercury (Hg) ug/L ND 2
Selenium (Se) ug/L ND 50
Silver (Ag) ug/L ND 100*
Zinc (Zn) ug/L ND 5,000*
MBAS (Surfactants) mg/L ND 0.5
Aluminum (Al) ug/L ND 1,000
Antimony (Sb) ug/L ND 6
Beryllium (Be) ug/L ND 4
Nickel (Ni) ug/L ND 100
Thallium (Tl) ug/L ND 2
Nitrate + Nitrite (as N) mg/L 2 10
Nitrite (as N) mg/L ND 1
Color Color Units ND Not Established
Odor T.O.N. ND Not Established
Turbidity NTU 0.19 Not Established
Total Coliform Absent Not Established
E. coli Absent Not Established
NOTES:
1 =
Bold FONT =
* =
ND= Not Detected at or above the laboratory PQL.

TABLE 4
On-Site Production Well (PW-1) - Water Quality Monitoring Analytical Results (General Mineral, Physical, Inorgainic, and Bacteriological Parameters) 511 Ohlone Pkwy, Watsonville, CA
Indicates a secondary MCL. Secondary MCLs are not health related, but are based on aesthetics (i.e, taste, odor, color).
indicates concentration above the Standard for which this sample is compared against.

Title 22 Standards - California Administrative Code, Title 22, Chapter 15, Article 4, Primary Standards – Inorganic Chemicals/Maximum Contaminant Level (MCL) - The highest level of a contaminant that is allowed in drinking water. MCLs are set as close to MCLGs as feasible using the best available treatment technology and taking cost into consideration. MCLs are enforceable standards. Last Updated September 23, 2015.
e Production Well (PW-1) -
Exhibit B

Page 139 of 468 ends

437 f 885

Weber Hayes and Associates
September 2004:
Soil Quality Evaluation
Lowney Associates, and

Exhibit B

Page 140 of 468 ends

Exhibit B

Page 141 of 468 ends

Page 439 of 885 ends

80 Exhibit B

Page 142 of 468 ends

80 Exhibit B

Page 143 of 468 ends

Weber Hayes and Associates
February 2004:
Phase I/II Environmental Site Assessment
Weber, Hayes & Associates
Exhibit B

Page 144 of 468 ends

(

7

.+ 8 # ,+
90

(
!

" !
)#*

"#
$%$$&
0
' (0
&

,
+

2

+,*
- .ˆ/-
(11,
+
(11
,
+
(11,
+
&
4(11,
+

-./-
/
0 :

!!1
2
ˇ. ˇ.
3 4 0 "
0
5,

( /
%
' #
2
7
5;+%,141+
7 <"

&
71<
3)=
<

:1
)>#1"

,
+

?@"

'#1<
=
+%
,0
=
0"

0

#
1
,)

+>

$

".
A

'1
.:

+

)5 "
3)

"

+=#

9 B

+):

'

3,
3
ˇ.
˜,
˛,
"
.˛
.,

!

6

ˇ)
,.
"
4 0 "
4 0 "
4 0 "
,.
,.
˜,
˜,
˜,

33

.˛
.˛
.˛
3
3

"
˜,
˜,

6
6
.˛
.˛
.˛
.˛
.˛
.˛
.˛
.˛
.˛
.˛
!
! !

˜,
˜,
˜,
˜,
˜,
˜,
˜,
˜,
˜,
˜,
˜,
˜,
˜,
˜,
˜,
˜,
˜,
.˛
.˛
.˛
˜, ˇ)

˜,
˜,
˜,
˜,
˜,
˜,

˜,
˜,

6
3
.˛
.˛
.˛
.˛
.˛
.˛
.˛
.˛
.˛
.˛
.˛ .˛
.˛
.˛
.˛
.˛

.˛
.˛
.˛
3
3
6
6
3
3
3

˛,
6

ˇ)

"
˜,
˜,
˜,
˜,
3
3
3
3
3 3
ˇ)
ˇ)
ˇ)
ˇ)
ˇ)
3
3
ˇ)

˜,
.˛
.,
.,
3
3
3
3
3
3
˛,
˛, 3
ˇ)
3 "
˜,
"

˛,
3,
.˛ ˛,
3 ˇ)
ˇ)
3,
.˛
.˛
.˛
˛,
˛,
.˛
˜,
˜,
˜,
.˛
.˛
.˛
.˛
.˛
.˛
.˛ .˛ .˛
.˛
.˛
.˛
.˛
.˛
.˛
.˛

ˇ)

3 .˛

ˇ)

6
˜,
˜, ˜,
˜, .˛
,.
6
.˛
.˛
.˛
.˛
.˛
.˛
˜, ˜,
˜,
˜,
ˇ)
˜,
3
3
3
˛,

.˛
.˛
.˛
.˛
.˛

˜,

˜,
˜,
3
6
.,
ˇ)
ˇ.
ˇ.
ˇ.
ˇ.
ˇ.
ˇ.
ˇ.
ˇ.
ˇ.
ˇ.
ˇ.

,.
52165#

! #
5!
&&
!!1
2

6
3
3
)#
7

.#8

9#!
"
:
)
; "
<#

=
<! =
Exhibit B

Page 145 of 468 ends

+,*
- .ˆ/-

>
!

" !
" #6 " !*

"#
$%$$&
0
' (0
&

,
+

2

?%
C-@-
A@A?(
C-@-
A@A?%
C-@-
)
?@
C-@-

Exhibit B

Page 146 of 468 ends

A
&7°

"°D
ˆ. E1 +-
# 21

&/ .

4 = 1#
)
! ˛
:

')
#
:
- /-0 .).
- /-0 .).
---D-
---
-
°-°-
&/ .

"
F1

+

+%
G F1

8 #'1
+$

A )+8

A

0.(
4 1
1

(2 #
)+8

0.
+#8+
4

1+ 1
1
0
11

=

HG=&'5
°'3
) 2
2

11 (
(I°&

..
/0

1 #
4#

+2
0

1
2
0+

#
+
.

0 2

,)
10. , .
2
8
A )+8

+

+2 0"#
$$

$

10

)

4D
A
1
1

#+8
2
+
F

4
22
4 22'
+4
4
0+)0 22 22J2
J2
+
"
4A

++'
+J2
+J2
44' 4'
+0+)0 22 0+)0 +2
J2 0+)0
+
J2J
&K"F(H(= $GH

%2
) %(
(?1
9 B
'1
2

1#L
2
>
1
&/

5/

1#LD
2

B
!

ˆ

)

"
C 7
"#
$%$$&
0
' (0
&

,
+

2

Exhibit B

Page 147 of 468 ends

Page 445 of 885 ends

3-point Composite Discrete Sample Diesel Motor Oil Gasoline Benzene Toluene Ethylbenzene Xylene MTBE Cadmium Chromium Lead Nickel Zinc

0.5 68* (3) 310(3) ND ND ND ND ND ND 0.076 --- ND 65 49 93 99

2.0 ND ND ND ND ND ND ND ND --- --- ND 83(3) 70(3) 130 110 1a 2.0 --- --- --- --- --- --- --- --- --- --- --- 64 25 --- --- 1b 2.0 --- --- --- --- --- --- --- --- --- --- --- 85 89 --- --- 1c 2.0 --- --- --- --- --- --- --- --- --- --- --- 72 50 --- ---

0.5 25* 170(3) ND ND ND ND ND ND ND ND ND 50 40 70 93

2.0 110* (3) 360(3) ND ND ND ND ND ND --- --- ND 48 43 75 65 2a 2.0 19* 78 --- --- --- --- --- --- --- --- --- --- --- --- ---

2.0 11* 33 --- --- --- --- --- --- --- --- --- --- --- --- ---4.0 3.6*5 ND --- --- --- --- --- --- --- --- --- --- --- --- --- 2c 2.0 21* 86 --- --- --- --- --- --- --- --- --- --- --- --- ---

0.5 60* (3) 700(3) ND ND ND ND ND ND 0.065 ND ND 60 28 82 94

2.0 ND ND ND ND ND ND ND ND --- --- ND 71(3) 20 100 79
3a 2.0 --- --- --- --- --- --- --- --- --- --- --- 74 --- --- --- 3b 2.0 --- --- --- --- --- --- --- --- --- --- --- 53 --- --- --- 3c 2.0 --- --- --- --- --- --- --- --- --- --- --- 75 --- --- ---

0.5 620* (3) 3,300(3) 8.6*2 ND 0.085 0.12 0.82 ND --- --- ND 19 5,400(3) 28 370

2.0 ND ND ND ND ND ND ND ND --- --- ND 54 66(3) 77 2800.5 --- --- --- --- --- --- --- --- --- --- --- --- 100 --- ---2.0 --- --- --- --- --- --- --- --- --- --- --- --- 260(4) --- ---

0.5 --- --- --- --- --- --- --- --- --- --- --- --- 170 --- ---

2.0 --- --- --- --- --- --- --- --- --- --- --- --- 150(4) --- ---

0.5 --- --- --- --- --- --- --- --- --- --- --- --- 480 --- ---

2.0 --- --- --- --- --- --- --- --- --- --- --- --- 25 --- ---0.5 ND ND --- --- --- --- --- --- --- --- ND 50 32 67 752.0 ND ND --- --- --- --- --- --- --- --- ND 53 17 85 47 5a 0.5 --- --- --- --- --- --- --- --- --- --- --- --- 37 --- --- 5b 0.5 --- --- --- --- --- --- --- --- --- --- --- --- 33 --- --- 5c 0.5 --- --- --- --- --- --- --- --- --- --- --- --- 69 --- ---

0.5 110* 510 ND ND ND ND ND ND --- --- --- --- --- --- ---2.0 130* 980 ND ND ND ND ND ND --- --- --- --- --- --- ---4.0 1.5*6 ND --- --- --- --- --- --- --- --- --- --- --- --- ---

20.0 ND ND --- --- --- --- --- --- --- --- --- --- --- --- ---

40.0 1.1 ND --- --- --- --- --- --- --- --- --- --- --- --- ---

SOIL SAMPLE DETAILS
Current Business
at Sample
Location
General Land-Use
at Sample Location
Fluid Draining,
Parts Storage
&
Vehicle Inventory Storage
---
Halogenated Volatile Organic
Compounds (HVOC's)
ND
---
ND
Table 1
Sample Depth
(feet, bgs)
Solvent Compounds LUFT 5 Metals

LABORATORY RESULTS
Soil Sample Analytical Results
---------
Hazardous Materials Storage
&
Vehicle Inventory Storage
---------
ND
---
ND
------------------
600 Errington Road, Watsonville, California
G & G Auto Wreckers
All soil results are in parts per million (mg/kg).

Total Petroleum Hydrocarbons Volatile Organic Compounds (VOC's) Vehicle Dismantling,
Fluid Draining
&
Vehicle Inventory Storage
---------
2b
------------
Fluid Draining,
Parts Storage,
Vehicle Crushing
&
Off-Hauling
Vehicle Inventory Storage
------
4a
4b
4c
---------
Fluid Draining
&
Hazardous Materials Storage
Fluid Draining,
Parts Storage,
Vehicle Crushing
&
Off-Hauling
------
ND
Mercury Ethylene Glycol
Sample Identification
G&G# - 1a, b, c G&G# - 2a, b, c G&G# - 3a, b, c G&G# - 4a, b, c G&G# - 5a, b, c EB-1
G&G
Discrete #1
22023\Tables\Soil-Metals.xls Page 1 of 4 Weber, Hayes and Associates Soil Sample Analytical Results
Exhibit B

Page 148 of 468 ends

Page 446 of 885 ends

3-point Composite Discrete Sample Diesel Motor Oil Gasoline Benzene Toluene Ethylbenzene Xylene MTBE Cadmium Chromium Lead Nickel Zinc

SOIL SAMPLE DETAILS
Current Business
at Sample
Location
General Land-Use
at Sample Location
Halogenated Volatile Organic
Compounds (HVOC's)
Table 1
Sample Depth
(feet, bgs)
Solvent Compounds LUFT 5 Metals

LABORATORY RESULTS
Soil Sample Analytical Results
600 Errington Road, Watsonville, California
All soil results are in parts per million (mg/kg).

Total Petroleum Hydrocarbons Volatile Organic Compounds (VOC's) Mercury Ethylene Glycol
Sample Identification

0.5 6.1* 30 --- --- --- --- --- --- --- --- ND 43 17 67 452.0 1.6* ND --- --- --- --- --- --- --- --- ND 55 14 74 45

0.5 8.8* 58 ND ND ND ND ND ND 0.083 ND ND 58 100(3) 92 110

2.0 1.6* ND ND ND ND ND ND ND --- --- ND 61 16 88 50
2a 0.5 --- --- --- --- --- --- --- --- --- --- --- --- 33 --- --- 2b 0.5 --- --- --- --- --- --- --- --- --- --- --- --- 120 --- --- 2c 0.5 --- --- --- --- --- --- --- --- --- --- --- --- 85 --- ---

0.5 ND ND --- --- --- --- --- --- --- --- ND 63 16 100 542.0 6.4* 31 --- --- --- --- --- --- --- --- ND 59 20 79 64

0.5 3.2* 16 --- --- --- --- --- --- --- --- ND 61 16 120 58

2.0 ND ND --- --- --- --- --- --- --- --- ND 61 17 110 640.5 5.6* 57 --- --- --- --- --- --- --- --- ND 50 41 72 622.0 4.0* 39 --- --- --- --- --- --- --- --- ND 46 31 71 610.5 31* 250(3) --- --- --- --- --- --- --- --- ND 44 34 55 69

2.0 4.5* 35 --- --- --- --- --- --- --- --- 1.2 53 100(3) 77 160 1a 2.0 --- --- --- --- --- --- --- --- --- --- --- --- 280(4) --- --- 1b 2.0 --- --- --- --- --- --- --- --- --- --- --- --- 36 --- --- 1c 2.0 --- --- --- --- --- --- --- --- --- --- --- --- 19 --- ---

0.5 15* 130 --- --- --- --- --- --- --- --- ND 54 26 84 71

2.0 5.3* 48 --- --- --- --- --- --- --- --- ND 57 38 83 69

GONZALEZ
Towing Yard
& Autobody

CLUSTER'S
Vehicle Storage Yard
CHAZ
Towing Yard
---------------------------------------------------
ND
---
Hazardous Materials Storage,
Paint Shop
& Auto Body Shop
Vehicle Inventory Storage
---
Clusters# - 1a, b, c Chaz # - 1a, b, c
Vehicle Inventory Storage
Impound Yard
Chaz # - 2a, b, c
Gonzalez# - 1a, b, c
Gonzalez# - 2a, b, c Clusters# - 2a, b, c Clusters# - 3a, b, c Vehicle Inventory Storage
&
Misc. Debris Storage
Misc. Debris Storage
& Earthen Fill Area
Soil Sample Analytical Results
Exhibit B

Page 149 of 468 ends

3-point Composite Discrete Sample Diesel Motor Oil Gasoline Benzene Toluene Ethylbenzene Xylene MTBE Cadmium Chromium Lead Nickel Zinc

LABORATORY RESULTS
Soil Sample Analytical Results
600 Errington Road, Watsonville, California
All soil results are in parts per million (mg/kg).

Total Petroleum Hydrocarbons Volatile Organic Compounds (VOC's) Mercury Ethylene Glycol
Sample Identification

0.5 45* 200(3) ND ND ND ND ND ND 0.068 ND ND 43 29 66 81

2.0 12* 57 ND ND ND ND ND ND --- --- ND 46 28 74 53

0.5 ND ND ND ND ND ND ND ND 0.087 ND ND 51 17 100 61

2.0 62* 200(3) ND ND ND ND ND ND --- --- ND 56 21 83 67 2a 2.0 ND ND --- --- --- --- --- --- --- --- --- --- --- --- ---

2.0 190* 600 --- --- --- --- --- --- --- --- --- --- --- --- ---

4.0 2.0*6 ND --- --- --- --- --- --- --- --- --- --- --- --- --- 2c 2.0 3.2* 16 --- --- --- --- --- --- --- --- --- --- --- --- ---

0.5 170* (3) 670(3) --- --- --- --- --- --- --- --- ND 43 130(3) 75 130

2.0 ND ND --- --- --- --- --- --- --- --- ND 71(3) 19 110 67

0.5 --- --- --- --- --- --- --- --- --- --- --- --- 46 --- ---2.0 --- --- --- --- --- --- --- --- --- --- --- 79 --- --- ---0.5 --- --- --- --- --- --- --- --- --- --- --- --- 110 --- ---2.0 --- --- --- --- --- --- --- --- --- --- --- 72 --- --- ---0.5 --- --- --- --- --- --- --- --- --- --- --- --- 15 --- ---2.0 --- --- --- --- --- --- --- --- --- --- --- 71 --- --- ---0.5 33* 130 --- --- --- --- --- --- --- --- ND 50 47 87 862.0 ND ND --- --- --- --- --- --- --- --- ND 78(3) 20 120 78 4a 2.0 --- --- --- --- --- --- --- --- --- --- --- 97 --- --- --- 4b 2.0 --- --- --- --- --- --- --- --- --- --- --- 77 --- --- --- 4c 2.0 --- --- --- --- --- --- --- --- --- --- --- 77 --- --- ---

0.5 1.7* ND ND ND ND ND ND ND --- --- --- --- --- --- ---2.0 110 390 8.9 ND 0.51 0.19 0.99 ND --- --- --- --- --- --- ---4.0 4.5*6 ND --- --- --- --- --- --- --- --- --- --- --- --- ---

20.040.0

0.5 8.6* ND --- --- --- --- --- --- --- --- ND 49 60(3) 91 320

2.0 2.1* ND --- --- --- --- --- --- --- --- ND 49 22 77 58 1a 0.5 --- --- --- --- --- --- --- --- --- --- --- --- 48 --- --- 1b 0.5 --- --- --- --- --- --- --- --- --- --- --- --- 16 --- --- 1c 0.5 --- --- --- --- --- --- --- --- --- --- --- --- 17 --- --- Hazardous Materials Storage,
Parts Storage &
Vehicle Crushing Area
JV
Towing Yard
3c
------------------------------
JV # - 1a, b, c
---------
ND
---
Vehicle Dismantling,
Fluid Draining
&
Vehicle Inventory Storage
------
3b
------
3a

GERRY'S FOREIGN
Auto Wreckers and Transport
Vehicle Inventory Storage EB-2
------
Paint Shop
&
Auto Body Shop
---
2b
ND
------
Vehicle Inventory Storage
Impound Yard
------
Vehicle Dismantling,
Fluid Draining
&
Vehicle Inventory Storage
THERE WERE NO DETECTIONS IN THE EB-2 WATER SAMPLE, THEREFORE THESE SAMPLES ARE TO REMAIN ON HOLD ND
Gerry's # - 1a, b, c Gerry's # - 2a, b, c Gerry's # - 3a, b, c Gerry's # - 4a, b, c
Hazardous Materials Storage
&
Engine Block/Parts Storage
Gerry's Discrete
#1
---
22023\Tables\Soil-Metals.xls Page 3 of 4 Weber, Hayes and Associates Soil Sample Analytical Results
Exhibit B

Page 150 of 468 ends

Page 448 of 885 ends

3-point Composite Discrete Sample Diesel Motor Oil Gasoline Benzene Toluene Ethylbenzene Xylene MTBE Cadmium Chromium Lead Nickel Zinc

LABORATORY RESULTS
Soil Sample Analytical Results
600 Errington Road, Watsonville, California
All soil results are in parts per million (mg/kg).

Total Petroleum Hydrocarbons Volatile Organic Compounds (VOC's) Mercury Ethylene Glycol
Sample Identification

0.5 12* 56 --- --- --- --- --- --- --- --- ND 45 15 68 42

2.0 34* 140 --- --- --- --- --- --- --- --- ND 53 18 78 510.5 14*3 22*3 ND ND ND ND ND ND --- --- --- --- --- --- ---

2.0 500*3 1,400*4 ND ND ND ND ND ND --- --- --- --- --- --- ---4.0 1.5*6 ND --- --- --- --- --- --- --- --- --- --- --- --- ---

0.5 6.3* 33 --- --- --- --- --- --- --- --- ND 53 28 63 1102.0 1.5* 15 --- --- --- --- --- --- --- --- ND 56 18 65 500.5 8.9* 54 --- --- --- --- --- --- --- --- ND 46 44 56 1202.0 9.4* 64 --- --- --- --- --- --- --- --- ND 50 48 98 120 1 13 2.5 0.025 0.025 0.025 0.05 0.25 0.05 200 1 1 1 1 1 Residential Sites: 100 (2) 500(2) 100 (2) 0.6 520 8.9 270 17 23 100,000 37 210 150 1,600 23,000 Industrial Sites: 100 (2) 1000 (2) 100 (2) 1.3 520 20 420 36 310 100,000 450 460 750 20,000 100,000 33 165 33 0.2 173 3 90 5 7 33,000 12 70 50 533 7,666
NOTES:

All soil results are in parts per million (ppm), equivalent to milligrams per kilogram (mg/kg).

ND =
NA =
Bold FONT = Indicates analytical concentration is above ESL's (for TPH constituents), PRG's or SC-HSA Regulatory Action Levels. --- =
< # =
1 =2 =3 =4 =
* =
*2 = *3 = *4 = *5 = *6 =
Varies

BAY CITY
Towing Yard
Onsite Residence
(no business)
------
Bay City# - 1a, b, c
Bay City# - 1a, b, c
Batteries &
Used Motor Oil Storage
Batteries Storage
&
Misc. Parts Storage
ND
------
Varies
---
Varies
Detection limit elevated due to sample dilution and compound not detected at or above detection limit reported.Not Detected at or above the laboratory PQL.Not Applicable. No discrete soil samples were analyzed for Mercury, Ethylene Glycol, or LUFT 5 Metals.Sample not analyzed for these constituents.

Vehicle Inventory StorageVehicle Inventory Storage
Residence# - 1a, b, c
------
Residence #1
(discrete)
---
Laboratory indicates that the reported TPH-Diesel value is the result of discrete peak and overlapping Motor Oil into the Diesel quantitation range.Target Concentration Exceeded for Composite Samples: 3-point composite samples were selected for inital screening of this 10.9 acre industrial site for cost effective assessment (discrete analysis across the site would be cost prohibitive). Because a portion of the 3 samples that make up the "composite" are mixed at the lab for a single analysis, there is a potential dillution effect if one of the samples has an elevated concentration. We therefore use a "worst case" target concentration for these composite samples that works out to be one-third of the PRG value for residential sites. If this conservative, worst-case target concentration is exceeded in the composite sample, then each of the three samples that make up the composite sample are then individually analyzed as discrete samples and again checked against the PRG values to determine whether a health-risk exists in shallow soils. ANY COMPOSITE SAMPLE THAT EXCEEDS A TARGET CONCENTRATION IS HIGHLIGHTED IN ORANGE.

Preliminary Remediation Goals (PRGs)(1) :

Preliminary Remediation Goals (PRG's) for residential & industrial sites are listed. US-EPA Region 9 has provided these values for sites having elevated levels of contaminants in soil and tap-water. The PRGs are toxicological-based contaminant concentration limits which are used as a guidance to protect human health and safety, including sensitive groups, over a lifetime. PRGs are for relative comparison purposes (guidance) and should be evaluated using site-specific conditions.Environmental Screening Levels (ESL's) are used as a guidance value for Total Petroleum Hydrocarbon detections as there are no established PRG values for petroleum hydrocarbons. ESL's have been prepared by California Regional Water Quality Control Board (CRWQCB) - San Francisco Bay Region, entilted: Screening For Environmental Concerns at Sites With Contaminated Soil and Groundwater (Interim Final - July 2003). This document is a update to the December 2001 edition document entilted: Application of Risk-Based Screening Levels (RBSL's) and Decision Making to Sites With Impacted Soil and Groundwater. The ESL's are intended to provide guidance on whether or not a risk to human health exist and whether or not remediation should be warranted. The guidance values for TPH were obtained for "Shallow Soils ( < 3m) where groundwater is a current or potential source of drinking water" (Table A) .Laboratory indicates that the reported TPH-Diesel value is the result of overlapping Motor Oil into the Diesel quantitation range.Laboratory indicates that the reported TPH-Gasoline value is the result of heavy hydrocarbons within the TPH-Gasoline quantitation range.Laboratory indicates that the reported TPH-Diesel value is the result of overlapping Hydraulic / Motor Oil into the Diesel quantitation range.

Any Detection Target Concentration for the 3-point Composite Samples that would require Laboratory Analysis of the individual Discrete Samples (3) Laboratory indicates that although TPH-Motor Oil is present, a second fuel overlapping from the TPH-Hydraulic Oil range into the Motor Oil quantitation range, has resulted in an elevated final TPH-Motor Oil value.Laboratory indicates that the reported TPH-Diesel value is the result of discrete peak that is not typical of TPH-diesel but is within the Diesel quantitation range.

Laboratory Practical Quantitation Limit (PQL):

Concentration of Discrete Sample Remains above Residential Preliminary Remediation Goal for compound identified.

Soil Sample Analytical Results
Exhibit B

Page 151 of 468 ends

Diesel Motor Oil Gasoline Benzene Toluene Ethylbenzene Xylene MTBE General Mineral General Physical Inorganics E-Coli Total Coliforms Onsite Well 80.0 ND ND ND ND ND ND ND ND --- Absent Present EB-1 71.03 97* ND ND ND ND ND ND ND --- --- --- --- --- --- EB-2 71.67 ND ND ND ND ND ND ND ND --- --- --- --- --- --- DP-1 DRYDP-2 26.8' <63 <313 ND ND ND ND ND ND ND --- --- --- --- --- DP-3 25.9' ND ND ND ND ND ND ND ND ND --- --- --- --- --- DP-4 24.67' <82 <410 ND ND ND ND ND ND ND --- --- --- --- --- DP-5 24.74' <62 <309 ND ND ND ND ND ND ND --- --- --- --- --- DP-6 27.42' <82 <410 ND ND ND ND ND ND ND --- --- --- --- --- 50 250 50 0.5 0.5 0.5 1 1 NA
100(2) 1 150 700 1750 5(2) Not Established Absent1 Absent1 NOTES:

All grab groundwater analytical results are in micrograms per liter (ug/L) equivalent to parts per billion (ppb). 1 =2 =3 =
* =
ND =
NA =
Bold FONT =
--- =
< # =
NDND
All Concentrations Detected Are Below
Public Health Drinking Water Limits3
(see appropriate Appendix for details)
No Groundwater Sample Obtained
NDND
1,1,1-Trichloroethane @ 0.5 ppb
ND
Varies
NDND
Varies
Volatile Organic Compounds (VOC's) Title 22 Bacterialogical 1,000 Varies (2)
Not Detected at or above the laboratory PQL.Not Applicable. No grab groundwater samples were analyzed for Mercury, Ethylene Glycol, or Luft 5 Metals.

Analytical Results
Solvent
Compounds
(Halogenated VOC's)
Varies
(see appropriate Appendix for details)
Sampling Information
Sample Identification Sample Depth (ft, bgs) Ethylene Glycol Total Petroleum
Hydrocarbons
Table 2
Groundwater Grab Sample Analytical Results
600 Errington Road, Watsonville, California
(All groundwater results are in micrograms per liter (u g/L).

Absent/Present
California Administrative Code; Title 22.

Regulatory Action Levels (AL's)(1):

Laboratory Practical Quantitation Limit (PQL):

Regulatory Action Levels for groundwater are based on Primary or Secondary Maximum Contaminant Levels (MCL's) or Action Levels. These levels have been established in the California Code of Regulations (Title 22) set by Department of Health Services (DHS), or Water Quality Goals (WQG's) established by the Central Coast Region of the California Regional Water Quality Control Board (CRWQCB).All compounds have MCL's except Lead, Zinc, MTBE and Total Petroleum Hydrocarbons (i.e. Extractables/Purgeables). Total Petroleum Hydrocarbons are Water Quality Goals; Lead is an Action Level; MTBE and Zinc are Secondary MCL's.Detectino Limit Reported (DLR): Detection limit elevated due to sample dilution or limited sample volume and, compound not detected at or above detection limit reported.Sample not analyzed for these constituents. Indicates analytical concentration is above ESL's (for TPH constituents), PRG's or SC-HSA Regulatory Action Levels.Laboratory indicates that the reported TPH-Diesel value is the result of overlapping Stoddard into the Diesel quantitation range.

Groundwater
Exhibit B

Page 152 of 468 ends

Renewed Remedial Action Plan
511 Ohlone Parkway, Watsonville
Weber, Hayes and Associates

APPENDIX C
Leachability & Health-Based Risk Evaluations
Technical Reference Documents
Sub-Section
Risk Assessment Document/Reference
(Thomas Harder & Company)
(Response Date)
Appendix C-1: Transport (leachability) Modeling Report May 20, 20211 Appendix C-2: Response to SC-HSA's Follow-up Technical Comments, (to Technical Comments dated December 5, 2017), April 19, 2018 Appendix C-3:

Response to SC‐HSA's Initial Comments
(to Technical Comments dated September 29, 2017), October 26, 2017 Exhibit B

Page 153 of 468 ends

Exhibit B

Page 154 of 468 ends

Appendix C-1
.

Transport (leachability) Modeling Report
.

Source: Thomas Harder & Company, May 20, 2021

Page 452 of 885 ends

Thomas Harder & Co.
1260 N. Hancock St., Suite 109
Anaheim, California 92807
(714) 779-3875
May 20, 2021
Mr. Pat Hoban, PG, QSD
Principal Geologist
Weber, Hayes & Associates
120 Westgate Drive
Watsonville, California 95076
Re: Transport Modeling
Former Clusters Storage Yard
Watsonville, California
Dear Mr. Hoban,
The transport modeling presented here presents forecasts of both travel time and future concentrations of lead, total petroleum hydrocarbons as diesel (TPH-d), total petroleum hydrocarbons as motor oil (TPH-mo), and naphthalene (the ‘chemicals of interest’ or ‘COIs’) in groundwater at the subject property located at 511 Ohlone Parkway in Watsonville, California (see Figure 1 and Figure 2 in Attachment A).

It is our understanding that the current redevelopment plan for the property includes the burial of soil impacted with the COIs (‘the burial envelope’; see Attachment B) and subsequent installation of an engineered clean cap/cover at the ground surface. Based on the configuration of the burial envelope and groundwater levels at a nearby site, it is our understanding that the base of the burial envelope will be 15 to 20 feet above the water table[1] (i.e., ‘the separation distance’ or ‘travel distance’).

Modeling Approach
The transport modeling accounts for migration from the base of the burial envelope through the underlying 15- to 20-foot thick unsaturated zone due to advection and dispersion and subsequent dilution in the saturated zone due to groundwater advection. This is accomplished by linking an unsaturated zone transport model to a saturated zone dilution model. Although the impacted soils 1 It is our further understanding that groundwater occurs under unconfined conditions.

Exhibit B

Page 155 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
2 will extend laterally (in plan-view) over an “L-shaped” area of approximately 17,000 square feet (i.e., approximately 0.4 acres; Weber, Hayes & Associates, Inc. [WH&A, 2021] and as shown herein in Attachment B), a one-dimensional approach is used to provide a conservative analysis and for the sake of simplicity.

Model Equations
The unsaturated zone model is the solution to the advection-dispersion equation provided by Ogata and Banks (1961).

𝐶ሺ𝑧,𝑡ሻ ൌ ஼బ
ଶ ൬𝑒𝑟𝑓𝑐 ൤௭ି௩೥௧
ଶඥ஽೥௧
൨ ൅ 𝑒𝑥𝑝 ቂ௩೥௭
஽೥
ቃ 𝑒𝑟𝑓𝑐 ൤௭ା௩೥௧
ଶඥ஽೥௧
൨൰ [Eqn. 1]
where:

C(z,t) = concentration at distance ‘z’ from the source at time ‘t’ after COI-impacted soils are buried and capped (COI-specific value in micrograms per liter [g/L]); C0 = source concentration (COI-specific value in g/L); erfc = complimentary error function (mathematical operator); z = vertical distance (feet [ft]);
vz = advective flow rate (ft/year);
t = time (years);
Dz = dispersion coefficient (ft2/year); and
exp = exponential function (mathematical operator).

This widely-used solution is published in numerous hydrogeologic textbooks (e.g., Fetter, 1993; Freeze and Cherry, 1979; Domenico and Schwartz, 1990; and Weidemeier et al., 1999, to list just a few) and assumes a constant (non-depleting) aqueous-phase source (the impacted soils containing the COIs) that impinges over time on the initially unimpacted unsaturated zone soils separating the overlying impacted soils from the underlying water table.

Because z is chosen to be the distance between the bottom of the source and the water table for this analysis, C(z,t) is the concentration in unsaturated zone pore water at the unsaturated zone/saturated zone interface (i.e., C(z,t) = Cwt) and, because the source is assumed to be constant, Cwt = C0 for large values of t. The value of Cwt is then used to calculate the concentration in groundwater (Cgw) using the U.S. Environmental Protection Agency (USEPA) dilution-attenuation factor (DAF) method (USEPA, 1996a):

𝐶௚௪ ൌ ஼ೢ೟
஽஺ி [Eqn. 2]
where:

Exhibit B

Page 156 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
3 Cgw = concentration in groundwater directly beneath the source (COI-specific value in g/L);
Cwt = concentration in unsaturated zone pore water directly beneath the source at the unsaturated zone/saturated zone interface at time ‘t’ after COI-impacted soils are buried and capped (COI-specific value in micrograms per liter [g/L]); and DAF = saturated zone dilution attenuation factor (unitless).

Model Inputs
C0 (source concentration): The concentrations of the COIs in soil have been the subject of numerous investigations documented by Weber, Hayes & Associates (WH&A, 2021). Based on information provided by WH&A regarding the planned grading and filling, and associated removal of impacted soils, Table 1 was prepared to list the samples and COI concentrations representative of soils that will comprise the burial envelope. Using the USEPA statistical software ProUCL (USEPA, 2015), the 95% upper confidence level (95% UCL) of the mean wet weight concentrations in soil within the burial envelope are as follows:
 Lead: 140 milligrams per kilogram (mg/kg);
 TPH-d: 71 mg/kg;
 TPH-mo: 496 mg/kg; and
 Naphthalene: 0.008 mg/kg.

Geotechnical laboratory reports are included as Attachment C. Based on the results shown in these reports, the average moisture content and associated percent solids were calculated to be

0.195 gram/gram and 83.7%, respectively.[2] The 95% UCLs on a dry weight basis, as required for the model, are therefore:
 Lead: 168 milligrams per kilogram (mg/kg);
 TPH-d: 85 mg/kg;
 TPH-mo: 593 mg/kg; and
 Naphthalene: 0.009 mg/kg.

These dry weight concentrations in soil are used to derive the COI-specific values for C0 as follows:

𝐶଴ ൌ ஼ೞ೚೔೗
௄೏
ൈ 𝐶𝐹 [Eqn. 3]
2 The average moisture content and porosity on a volumetric basis are 31.1% and 42.2%, respectively. The average saturation is therefore 74.2%, which is reasonable given the generally fine-grained nature of Site soils and the proximity of the Site to the adjacent Watsonville Slough immediately to the east and the Struve Slough approximately

0.3 miles to the west.

Exhibit B

Page 157 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
4 where:

C0 = aqueous-phase source concentration (COI-specific value in g/L); Csoil = sorbed-phase source concentration (concentration in soil) (COI-specific value in mg/kg);
Kd = soil-water partition coefficient (L/kg); and
CF = conversion factor (1000 g/mg).

The mean Kd value for soil/soil water from USEPA (2005) for lead is 5012 cm3 /g (log Kd = 3.7).

For the organic COIs (i.e., TPH-d, TPH-mo, and naphthalene), Kd is calculated as the product of Koc (the organic carbon-water partition coefficient) and foc (fraction organic carbon). The Koc values for TPH-d, TPH-mo, and naphthalene based on USEPA (2021a) are as follows:
 TPH-d: 1,265 cm3
/g;
 TPH-mo: 16,345 cm3/g; and
 Naphthalene: 1,544 cm3/g.

The Koc value for TPH-d is based on the log average value for ‘Total Petroleum Hydrocarbons (Aliphatic Medium)’ (i.e., log 796 cm3/g = ~2.9) and ‘Total Petroleum Hydrocarbons (Aromatic Medium)’ (i.e., log 2011 cm3/g = ~3.3) consistent with USEPA (2021b) with the assumption that TPH-d contains approximately 12 to 20 carbon atoms. The Koc value for TPH-mo is based on the log average value for ‘Total Petroleum Hydrocarbons (Aliphatic High)’ (i.e., log 4818 cm3 /g =
~3.7) and ‘Total Petroleum Hydrocarbons (Aromatic High)’ (i.e., log 55450 cm3/g = ~4.7) consistent with USEPA (2021b) with the assumption that TPH-mo contains approximately 18 to 34 carbon atoms.

Using an average foc value (see Attachment C[3]) of 0.0036 g/g, the Kd values for TPH-d, TPH-mo, and naphthalene are as follows:
 TPH-d: 4.6 cm3
/g;
 TPH-mo: 59 cm3/g; and
 Naphthalene: 5.6 cm3
/g.

Substituting the Csoil and Kd values for each COI into Eqn. 3 yields the following values of C0 used in the model:
 Lead: 33 g/L;
 TPH-d: 18,700 g/L;
 TPH-mo: 10,100 g/L; and
3 The laboratory report from Waypoint Analytical included in Attachment C reports ‘organic matter’ as a percent.

The foc as used in transport modeling is adjusted (scaled down) by a factor of 1.724 consistent with Fetter (1993).

Exhibit B

Page 158 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
5  Naphthalene: 1.6 g/L.
z (vertical distance): This is the distance between the bottom of the COI-impacted soils and the underlying water table. Based on the proposed burial envelope and historical depths to groundwater, the value of z used as input to the model is the average of 15 and 20 feet (i.e., 17.5 feet).
vz (advective flow rate): This value is based on a conservative precipitation-based model, the conservative assumption that the proposed cap/cover will impede only 50% of the precipitation, and accounts for the widely accepted concept that the COIs strongly sorb to soil.

The precipitation-based model of Connor et al. (1997) as presented in Weidemeier et al.(1999) is as follows:

𝐼௦௔௡ௗ ൌ 0.0018𝑃ଶ [Eqn. 4a]
𝐼௦௜௟௧ ൌ 0.0009𝑃ଶ [Eqn. 4b]
𝐼௖௟௔௬ ൌ 0.00018𝑃ଶ [Eqn. 4c]
where:

Isand, Isilt, and Iclay = infiltration rate for sand, silt, and clay soil types, respectively (centimeter/year [cm/yr]); and
P = annual precipitation (cm/yr).

Given the average annual precipitation for Watsonville of 23.5 inches per year as reported at www.usclimatedata.com and equally weighting the sand, silt, and clay fractions based on review of the boring logs (Attachment A) for the soils to be buried and capped, the infiltration rate is calculated to be 0.7 inches per year. This value is equivalent to roughly 3% of the annual rainfall, which is in reasonable agreement with values reported by Wood (1999) and Maxey and Eakin (1949) as cited by Dettinger (1989).

The infiltration rate is then used to calculate vz, which accounts for the tendency of the COIs to sorb to soil as follows:
𝑣௭ ൌ ூ
ோ [Eqn. 5a]
where:

I = infiltration rate (cm/yr); and
R = retardation factor (unitless);
Exhibit B

Page 159 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
6 𝑣௭ ൌ ூ
ଵାഐ್
ഇೢ௄೏
[Eqn. 5b]
where:
b = dry bulk density (g/cm3);
w = moisture content (water-filled porosity) (cm3/cm3); and I and Kd are as defined above.

The values for b and w (1.59 g/cm3 and 0.311 cm3/cm3, respectively) are average values based on site-specific data for unsaturated zones soils between the COI-impacted soils and the water table (Attachment C). When these values are used along with the COI-specific Kd values and the value of I above, the COI-specific values of R for the COIs are calculated to be:
 Lead: 26,000;
 TPH-d: 24;
 TPH-mo: 300; and
 Naphthalene: 30.

Thus, the COIs are predicted to migrate downward towards the water table at rates ranging from 24 to 26,000 times slower than the rate of the conservatively calculated infiltration rate. To put these values in perspective, plots of travel distance versus time for each of the COIs are presented in Figure 1. As shown in this figure, the time required for the COIs to migrate from the base of the impacted zone over the 17.5-foot distance to the underlying water table (i.e., the ‘travel time’)[4] is predicted to exceed 1,000 years for all COIs. While predictions this far into the future are of course uncertain, the overriding point is that the COIs are predicted to migrate at a rate so low as to not warrant concern.
t (time): Given the slow migration rates presented above, the values of t are set to large values (i.e., greater than 1,000 years) for all COIs so that model-predicted concentrations can be readily viewed on concentration versus time graphs.

Dz (dispersion coefficient): The value of Dz accounts for the combined effect of mechanical dispersion, which is due to contaminant spreading due to advection, and molecular diffusion, which is contaminant spreading due to concentration gradients as follows:

𝐷௭ ൌ𝐷௘௙௙
∗ ൅𝐷௠ [Eqn. 6a]
where:

Dm = mechanical dispersion (ft2
/yr); and
4 The travel time (ttrav) can be calculated as z/vz. It is also the time at which C(z,t)/C0 = 0.5 as predicted using Eqn. 1.

Exhibit B

Page 160 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
7 D*eff = retardation factor (unitless).

The expanded form of Eqn. 6a that shows how D*eff and Dm and are calculated in the model is:

𝐷௭ ൌ ஽ೢ
ഇೢ
భబ/య
೙మ
ᇣᇤோ ᇥ
஽೐೑೑
∗
൅∝𝑣 ถ௭
஽೘
[Eqn. 6b]
where w, R, and vz are previously defined and:

Dw = aqueous-phase diffusion coefficient (ft2
/yr);
n = porosity (ft3
/ft3); and
 = dispersivity (ft).

USEPA lists values of Dw in their regional screening level database (USEPA, 2021a) for all COIs except for lead. Given the generally narrow range of this parameter for all compounds listed in USEPA’s database, a conservatively high upward rounded average value of 0.34 ft2/year (1E-05 cm2/sec) is used for all COIs. The value of n (0.422 ft3/ft3) is an average value based on site-specific data for unsaturated zones soils between the COI-impacted soils and the water table (Attachment C).  is a scale-dependent parameter and is calculated as follows (Xu and Eckstein, 1995) as cited in Weidemeier et al. (1999) and USEPA (1996b):
∝ൌ 3.2808 ൈ 0.83 ൈ 𝑙𝑜𝑔ሾ𝑧ሿଶ.ସଵସ [Eqn. 6c]
where z (17.5 ft) is defined as above thus resulting in a value of  of 1.3 ft.

Using these equations, the values of D*eff, Dm, and Dz are calculated to be 1.5E-06 ft2/year,

2.9E-06 ft2
/year, and 4.4E-06 ft2/year, respectively.

DAF (saturated zone dilution attenuation factor): The DAF is calculated using the equation provided by USEPA (USEPA, 1996a):

𝐷𝐴𝐹 ൌ 1 ൅ ௄ൈ௜ൈெ௓஽
ூൈ௅ [Eqn. 7a]
where:

K = hydraulic conductivity of the saturated zone (ft/year); i = hydraulic gradient (ft/ft);
MZD = mixing zone depth (ft);
I = infiltration rate (ft/year; defined above in units of cm/year); L = source length parallel to direction of groundwater flow (ft); Exhibit B

Page 161 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
8 where:

𝑀𝑍𝐷 ൌ √0.0112𝐿ଶ ൅𝑏ቀ1 െ 𝑒𝑥𝑝 ቂି௅ூ
௄௜௕ቃቁ [Eqn. 7b]
where b is the thickness of the saturated zone in meters. In fact, Eqn. 7b requires that all parameters be expressed in meters and years. The values of the Eqn. 7b parameters are as follows:
 L = 40 meters based on the 17,000 square foot area to be backfilled with COI-impacted soil;
 b = 3.05 meters (10 ft) based on professional judgment;  I = 0.018 meters/year based on the value of I presented previously (0.7 inches/year);  K = 560 meters/year (5 ft/day) based on professional judgment for the fine-grained sands generally identified in the deeper soil samples (Attachment C); and  i = 0.028 meter/meter based on an approximate mid-range value[5] reported for the MF Farming site, which is located immediately south of the Site and on the same side of the Watsonville Slough (Trinity Source Group, 2015).

When these values are used as input and with the restriction that MZD must be < b as noted by USEPA, MZD is calculated to be 3.05 meters and the DAF is calculated to be 68.

Model Results
Using Eqn. 2 along with the C0 values listed above (33 g/L, 18700 g/L, 10100 g/L, and

1.6 g/L for lead, TPH-d, TPH-mo, and naphthalene, respectively) as the Cwt values because the source is conservatively assumed to be constant and transport is conservatively assumed to be exclusively one-dimensional in the downward direction, the maximum model-predicted values of Cgw (at very large values of t as shown below) are as follows:

Lead: 𝐶௚௪,௠௔௫ ൌ ଷଷ ఓ௚/௅
଺଼ ൌ 0.5 ఓ௚௅ [Eqn. 8a]
TPH-d: 𝐶௚௪,௠௔௫ ൌ ଵ଼,଻଴଴ ఓ௚/௅
଺଼ ൌ 275 ఓ௚௅ [Eqn. 8b]
TPH-mo: 𝐶௚௪,௠௔௫ ൌ ଵ଴,ଵ଴଴ ఓ௚/௅
଺଼ ൌ 149 ఓ௚௅ [Eqn. 8c]
Naphthalene: 𝐶௚௪,௠௔௫ ൌ ଵ.଺ ఓ௚/௅
଺଼ ൌ 0.02 𝜇𝑔/𝐿 [Eqn. 8d]
5 Reported hydraulic gradient values range from 0.02 (February 2014) to 0.056 (maximum value reported in June 2015). The value of 0.028 used here was the most recent minimum value reported in June 2015. The MF Farming site was closed by the Santa Cruz County Health Services Agency on October 23, 2015.

Exhibit B

Page 162 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
9 The ‘MCL Priority’[6] values for lead, TPH-d, and naphthalene as published by the Regional Water Quality Control Board in their Environmental Screening Level (ESL) Summary Table[7] are 15 g/L, 200 g/L, and 0.17 g/L, respectively. There is no value published for TPH-mo but the TPH-HOP ESL of 410 g/L is used here as a surrogate for the sake of comparison as shown in the table below.

COI
Maximum model-predicted
concentration in groundwater
(Cgw,max; g/L)
‘MCL Priority’ ESL (g/L)
Lead 0.5 15
TPH-d 275 200
TPH-mo 149 410
Naphthalene 0.02 0.17
The fact that the values of Cgw,max are all less than the MCL Priority ESLs and/or that these concentrations will not occur until an inordinantly long time into the future as shown on Figure 2 (lead), Figure 3a and Figure 3b (TPH-d), Figure 4 (TPH-mo), and Figure 5 (naphthalene) are compelling lines of evidence that the proposed plan to bury and cap/cover COI-impacted soils to the prescribed depth above the water table is protective of groundwater.

Closing
The proposed burial and engineered cap/cover system as modeled herein shows that migration of the COIs towards the water table will occur at exceedingly slow rates thus leading to exceedingly long times for which the system will not impact groundwater. Given that MCLs will not be exceeded for all COIs except for TPH-d, and then only after the very long model-predicted travel times presented herein, any impact is projected to be inconsequential.

While we recognize that uncertainties undoubtedly exist when projecting where a solute will be located so far into the future, following the reasoning used by USEPA as cited in National Research Council (1990), the modeling here puts some reasonable bounds on where the solute will not be located. As such, it is reasonable to conclude that any engineered system that will not adversely impact the resource of interest (i.e., groundwater) for so many years should be considered sufficiently designed and protective.

6 ‘MCL Priority’ values as listed in the ESL Summary Table provides all available California maximum contaminant level (MCL) values. If no MCL values are available, the lower of the cancer and noncancer tapwater direct exposure levels is listed.
7 https://www.waterboards.ca.gov/sanfranciscobay/water_issues/programs/esl.html Exhibit B

Page 163 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
10 We appreciate the opportunity to provide consulting services to Weber, Hayes & Associates. If you have any questions, please contact me at 949 795-0855 (cell), 714 779-3875 (office), or via electronic mail at [email protected].

Sincerely,
Jim Van de Water, P.G., C.HG.

Principal Hydrogeologist
Table
1: COI Concentrations
Figures
1: Model-Predicted Travel Distances for COIs vs. Time
2: Model-Predicted Concentration of Lead vs. Time and Model-Predicted Travel Time 3a: Model-Predicted Concentration of TPH-d vs. Time and Model-Predicted Travel Time 3b: Model-Predicted Concentration of TPH-d vs. Time
4: Model-Predicted Concentration of TPH-mo vs. Time and Model-Predicted Travel Time 5: Model-Predicted Concentration of Naphthalene vs. Time and Model-Predicted Travel Time Attachments
A: Location Map and Vicinity Map
B: Location of Burial Envelope
C: Geotechnical Soil Analysis

Exhibit B

Page 164 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
11 REFERENCES CITED
Connor, J.A., Bowers, R.L., Paquette, S.M., and C.J. Newell, 1997. Soil attenuation model (SAM) for derivation of risk-based soil remediation standards, in National Groundwater Association Proceedings of the Petroleum Hydrocarbons and Organic Chemicals in Ground Water Conference, Houston, Texas. November.

Dettinger, M.D., 1989. Reconnaissance Estimates of Natural Recharge to Desert Basins in Nevada, U.S.A., by Using Chloride-Balance Calculations. Journal of Hydrology, 106 (1989) pp. 55-78.

Domenico, P.A. and F.W. Schwartz, F.W., 1990. Physical and Chemical Hydrogeology. John Wiley & Sons. 824 p.

Fetter, C.W., 1993. Contaminant Hydrogeology. MacMillan Publishing Company. Prentice-Hall, Inc. 458 p.

Freeze, R.A. and J.A. Cherry, 1979. Groundwater. Prentice-Hall, Inc. 604 p.

Maxey, G.B. and T.E. Eakin, 1949. Ground water in White River Valley, White Pine, Nye, and Lincoln Counties, Nevada. Nev. State Eng., Bull. 8, 59 p.

National Research Council, 1990. Ground Water Models: Scientific and Regulatory Applications.

National Academy Press, 303 p.

Ogata, A. and R.B. Banks, 1961. A solution to the differential equation of longitudinal dispersion in porous media. U.S. Geological Survey Professional Paper 411-1. https://pubs.usgs.gov/pp/0411a/report.pdf
Trinity Source Group, LLC, 2015. First Quarter 2015 Groundwater Monitoring Report and Request for Closure, MF Farming Company, 1773 Santa Victoria Avenue, Watsonville, California. June 24th.

USEPA, 1996a. Soil Screening Guidance: User’s Guide. Office of Solid Waste and Emergency Response. July. https://semspub.epa.gov/work/HQ/175238.pdf USEPA, 1996b. BIOSCREEN: Natural Attenuation Decision Support System; User’s Manual, Version 1.3. Office of Research and Development, Washington, D.C. EPA 600/R-96/087.

USEPA, 2015. ProUCL Version 5.1.002 User Guide: Statistical Software for Environmental Applications for Data Sets with and without Nondetect Observations. October (updated May-June 2016).
https://www.epa.gov/land-research/proucl-software
Exhibit B

Page 165 of 468 ends

Former Clusters Storage Yard
Transport Modeling May 20, 2021
12 USEPA, 2005. Partition Coefficients for Metals in Surface Water, Soil, and Waste. EPA/600/R05/074. July.

USEPA, 2021a. Regional Screening Levels – Generic Tables (“Chemical Specific Parameters” Table). May.
https://www.epa.gov/risk/regional-screening-levels-rsls-generic-tables USEPA, 2021b. Regional Screening Levels – User’s Guide. May. https://www.epa.gov/risk/regional-screening-levels-rsls-users-guide#tphs Weber, Hayes & Associates, 2021. Updated Remedial Action Plan, 511 Ohlone Parkway, Watsonville, California. January.

Weidemeier, T.H., Rifai, H.S., Newell, C.J., and J.T. Wilson, 1999. Natural Attenuation of Fuels and Chlorinated Solvents in the Subsurface. John Wiley & Sons. 617 p.

Wood, W.W. 1999. Use and Misuse of the Chloride-Mass Balance Method in Estimating Ground Water Recharge. Groundwater, Volume 37, Number 1. January-February.

Xu, M. and Y. Eckstein, 1995. Use of weighted least-squares method in evaluation of the relationship between dispersivity and scale. Ground Water, vol. 33, no. 6, pp. 905-908.

Exhibit B

Page 166 of 468 ends

TABLE
Exhibit B

Page 167 of 468 ends

TABLE 1
COI Concentrations
~ within burial envelope ~

UPDATED
Sample ID Depth (ft) Lead (mg/kg) TPH-diesel (mg/kg)
TPH-motor oil
(mg/kg)
Naphthalene
(mg/kg)
B-2(t) 0.5 -- -- -- --
B-3(t) 2.5 -- -- -- --
B-3(t) 4 -- -- -- --
B-6(t) 0.75 -- -- -- --
B-7(t) 0.5 -- -- -- --
B-8(t) 1.5 -- -- -- --
B-8(t) 2.5 -- -- -- --
B-8(t) 4 -- -- -- --
B-9(t) 0.5 40 -- -- --
B-9(t) 1.5 -- -- -- --
B-9(t) 2.5 -- -- -- --
B-9(t) 4 -- -- -- --
T-1(t) T4 4 -- -- -- --
T-2(t) T6 3.5 20 <1.2 85 <0.005
T-3(t) T9 2 29 94 240 <0.005
T-4(t) T10 1 6.8 <1.2 32 <0.005
T-5(t) T11 1.5 -- -- -- --
T-6(t) T12 1 76 <1.2 250 <0.005
T-7(t) T6 1 8.6 <1.2 <6.5 <0.005
T-8(t) T12 2 22 <2.4 400 <0.005
T-9(t) T15 2 55 <2.4 510 <0.005
T-10(t) Area 3 T1 3 -- -- -- --
T-11(t) T1 6 3,200 <6 680 <0.005
T-12(t) T3 2 1,100 <2.4 800 <0.005
T-13(t) T5 3 -- -- -- --
T-14(t) T10 4 16 <1.2 18 <0.005
T-17(t) Area 8 T1 2 120 <2.3 51 <0.005
B-10(w) 2 13 <1.2 22 --
B-11(w) 0.5 110 670 5500 --
B-11(w) 2 9.9 4.8 39 <0.005
B-12(w) 2 17 <1.2 29 --
B-13(w) 2 14 6.2 38 <0.005
B-14(w) 0.5 23 60 820 <0.005
B-14(w) 2 6.9 8.9 63 <0.005

0.5 32 15 170 <0.005
2 7.5 <1.2 <6.5 <0.005

0.5 13 6.5 63 --
2 11 <1.2 <6.5 --

0.5 17 53 750 --

29.5 4.9 51 --

0.5 38 110 1300 --
2 8 10 98 --

0.5 15 7.1 48 --
2 8.6 <1.2 <6.5 --

0.5 24 12 150 --
212 <1.2 21 --

0.5 17 7.1 64 --
2 8.3 <1.2 19 --

0.5 12 150 1600 --
2 13 <1.2 <6.5 --

0.5 8.1 10 140 --
2 9.6 <1.2 28 --
B-22(w) SB-13
B-23(w) SB-14
B-24(w) SB-15
B-18(w) SB-9
B-19(w) SB-10
B-20(w) SB-11
B-15(w) SB-6
B-16(w) SB-7
B-17(w) SB-8
SB-2
SB-3
SB-4
SB-5
SB-5
TB-9
Area 1
Area 2
Area 5
SB-1
SB-2
TB-8
TB-8
TB-8
TB-9
TB-9
TB-9

ORIGINAL
Consultant ID
TB-2
TB-3
TB-3
TB-6
TB-7

Page 1 of 4 ends

COI Concentrations for Source Term | Pb, TPH-d, TPH-mo, NAPH Exhibit B

Page 168 of 468 ends

TABLE 1
COI Concentrations
~ within burial envelope ~

UPDATED
Sample ID Depth (ft) Lead (mg/kg) TPH-diesel (mg/kg)
TPH-motor oil
(mg/kg)
Naphthalene
(mg/kg)

ORIGINAL
Consultant ID
B-25(w) 2 9.1 <1.2 <6.5 --
B-26(w) 2 9.4 <1.2 <6.5 --
B-27(w) 2 9 5.2 14 0.023
B-28(w) 2 5.9 <1.2 <6.5 --
B-29(w) 2 7.5 5.6 23 <0.0050
B-30(w) 2 8.8 7.3 42 --
B-31(w) 2 23 5.8 33 --
1 9.9 -- -- --
3 6.2 -- -- --
2 9.8 -- -- --
3 7.7 -- -- --
2 5.7 -- -- --
3 5.9 -- -- --
B-36(L) 4 7.1 -- -- --

0.5 8.6 -- -- --
2 7.8 -- -- --
B-41(L) 0.5 6.9 -- -- --
B-41(L) 2 5.5 -- -- --
B-41(L) 3 5.2 -- -- --
B-42(L) 1 5.4 -- -- --
B-42(L) 3 5.9 -- -- --
B-43(L) 2 9.4 -- -- --
B-43(L) 3 5.1 -- -- --
1 44 -- -- --
3 9.8 -- -- --
3 13 -- -- --
5 9 -- -- --
7 33 -- -- --
3 21 -- -- --
5 25 -- -- --
7 8.9 -- -- --
3 11 -- -- --
5 9.3 -- -- --
7 17 -- -- --
3 17 -- -- --
5 6.5 -- -- --
7 7.6 -- -- --
2 1 -- -- --
4 10 -- -- --
1 6.9 -- -- --
3 6.8 -- -- --
7 7.7 -- -- --
11 7.9 -- -- --
B-51(L) 2 8.2 -- -- --
2 8 <1 <50 --
4 10 <1 <50 --
6 77 160 1200 --
2 6.8 -- -- --
4 6.5 -- -- --
6 3.9 -- -- --

0.5 7 -- -- --
2 6.4 -- -- --
CL-4
B-40(L) R-1
DP-8
B-33(L) CL-1
B-34(L) CL-2
B-35(L) CL-3
DP-1
DP-2
DP-4
DP-5
DP-6
DP-7
B-54(L) G+G-3
B-50(L) CZ-2
CZ-3
B-52(L) G+G-1
B-53(L) G+G-2
B-47(L) BC-3
B-48(L) BC-4
B-49(L) CZ-1
B-44(L) GZ-2
B-45(L) BC-1
B-46(L) BC-2
R-2
R-2
R-3
R-3
GZ-1
GZ-1
R-2

Page 2 of 4 ends

COI Concentrations for Source Term | Pb, TPH-d, TPH-mo, NAPH Exhibit B

Page 169 of 468 ends

TABLE 1
COI Concentrations
~ within burial envelope ~

UPDATED
Sample ID Depth (ft) Lead (mg/kg) TPH-diesel (mg/kg)
TPH-motor oil
(mg/kg)
Naphthalene
(mg/kg)

ORIGINAL
Consultant ID
B-55(L) 2 6 1.7 <50 --
B-55(L) 3 9.1 <1 <50 --
2 5.1 -- -- --
4 5.1 -- -- --
2 7.2 -- -- --
4 5.3 -- -- --
2 8.2 -- -- --

3.5 11 -- -- --
2 42 -- -- --
3 5.2 -- -- --
2 14 -- -- --
3 14 -- -- --

0.5 11 -- -- --
2 11 -- -- --
3 13 -- -- --
2 9 -- -- --
3 7.4 -- -- --
2 16 -- -- --
4 15 -- -- --
6 6.2 -- -- --
2 6.1 -- -- --
4 24 -- -- --
6 10 -- -- --

0.5 49 68* 310 --
2 70 <1 <13 --
B-65a(w) 2 25 110 360 --
B-65b(w) 2 89 19 78 --
B-65c(w) 2 50 11 33 --

0.5 40 -- -- --
2 43 21 86 --
B-67(w) 2 20 <1 <13 --
B-68(w) 2 66 <1 <13 --
B-68a(w) 2 260 -- -- --
B-68b(w) 2 150 -- -- --
B-68c(w) 2 25 -- -- --
B-69(w) 0.5 32 <1 <13 --
B-69(w) 2 17 <1 <13 --
B-69a(w) 0.5 37 -- -- --
B-69c(w) 0.5 69 -- -- --
B-70(w) 0.5 -- 110 510 --
B-70(w) 2 -- 130 980 --
B-70(w) 4 -- 1.5 <13 --
B-71(w) 20 -- <1 <13 --
B-71(w) 40 -- 1.1 <13 --

0.5 17 6.1 30 --
2 14 1.6 <13 --

0.5 100 8.8 58 --
2 16 1.6 <13 --
B-73a(w) 0.5 33 -- -- --
B-73b(w) 0.5 120 -- -- --
B-73c(w) 0.5 85 -- -- --

0.5 16 <1 <13 --
2 20 6.4 31 --
G&G# - 4a,4b,4c
G&G 4a
G&G 4b
G&G 4c
G&G 1a
G&G 1b
G&G 1c
B-66(w) G&G# - 2a,2b,2c
G&G# - 3a,3b,3c
B-63(L) G-5
B-64(L) G-6
B-65(w) G&G# - 1a,1b,1c
B-60(L) G-2
B-61(L) G-3
B-62(L) G-4
B-58(L) G+G-7
B-59(L) G-1
B-73(w) Gonzalez# - 2a, 2b, 2c
Gonzalez 2a
Gonzalez 2b
Gonzalez 2c
B-74(w) Clusters# - 1a,1b,1c
G&G (discrete #1)
G&G (discrete #1)
G&G (discrete #1)
EB-1
EB-1
B-72(w) Gonzalez# - 1a, 1b, 1c
B-57(L) G+G-6
G&G# - 5a,5b,5c
G&G# - 5a,5b,5c
G&G 5a
G&G 5c
G+G-4
G+G-4
B-56(L) G+G-5

Page 3 of 4 ends

COI Concentrations for Source Term | Pb, TPH-d, TPH-mo, NAPH Exhibit B

Page 170 of 468 ends

TABLE 1
COI Concentrations
~ within burial envelope ~

UPDATED
Sample ID Depth (ft) Lead (mg/kg) TPH-diesel (mg/kg)
TPH-motor oil
(mg/kg)
Naphthalene
(mg/kg)

ORIGINAL
Consultant ID

0.5 16 3.2 16 --
217 <1 <13 --

0.5 34 31 250 --
2 100 4.5 35 --
B-77a(w) 2 280 -- -- --
B-77b(w) 2 36 -- -- --
B-77c(w) 2 19 -- -- --

0.5 26 15 130 --
238 5.3 48 --

0.5 29 45 200 --
228 12 57 --

0.5 17 <1 <13 --
2 21 62 200 --
B-80a(w) 2 -- <1 <13 --
2 -- 190 600 --
4-- 2 <13 --
B-80c(w) 2 -- 3.2 16 --

0.5 130 170 670 --
219 <1 <13 --

0.5 46 -- -- --
2-- -- -- --

0.5 110 -- -- --
2-- -- -- --

0.5 15 -- -- --
2-- -- -- --

0.5 47 33 130 --
220 <1 <13 --
B-82a(w) 2 -- -- -- --
B-82b(w) 2 -- -- -- --
B-82c(w) 2 -- -- -- --
B-83(w) 0.5 -- 1.7 <13 --
B-83(w) 2 -- 110 390 --
B-83(w) 4 -- 4.5 <13 --
B-84(w) 20 -- -- -- --
B-84(w) 40 -- -- -- --

0.5 60 8.6 <13 --
222 2.1 <13 --
B-85a(w) 0.5 48 -- -- --
B-85b(w) 0.5 16 -- -- --
B-85c(w) 0.5 17 -- -- --

0.5 15 12 56 --
2 18 34 140 --
B-87(w) 0.5 -- 14 22 --
B-87(w) 2 -- 500 1400 --
B-87(w) 4 -- 1.5 <13 --

0.5 28 6.3 33 --
218 1.5 15 --

0.5 44 8.9 54 --
248 9.4 64 --
"<" denotes COI not detected at reporting limit shown
"--" Sample not analyzed for the given COI
B-80b(w) Gerrys 2b
Gerrys 2c
Gerrys 2a
Residence # (discrete)
Residence # (discrete)
Residence # (discrete)
B-88(w) Bay City # - 1a,1b,1c
B-89(w) Bay City # - 2a,2b,2c
B-85(w) JV # - 1a,1b,1c
JV 1a
JV 1b
JV 1c
B-86(w) Residence #- 1a,1b,1c
Gerrys 4c
Gerry's Discrete
Gerry's Discrete
Gerry's Discrete
EB-2
EB-2
B-81c(w) Gerrys 3c
B-82(w) Gerrys # - 4a,4b,4c
Gerrys 4a
Gerrys 4b
B-81(w) Gerrys # - 3a,3b,3c
B-81a(w) Gerrys 3a
B-81b(w) Gerrys 3b
Chaz 1c
B-78(w) Chaz # - 2a,2b,2c
B-79(w) Gerrys #- 1a,1b,1c
B-80(w) Gerrys #- 2a,2b,2c
B-75(w) Clusters# - 2a,2b,2c
B-77(w) Chaz #- 1a,1b,1c
Chaz 1a
Chaz 1b

Page 4 of 4 ends

COI Concentrations for Source Term | Pb, TPH-d, TPH-mo, NAPH Exhibit B

Page 171 of 468 ends

FIGURES
Exhibit B

Page 172 of 468 ends

Transport Model | Travel Distances
1E-071E-061E-051E-041E-031E-021E-01
1E+001E+011E+02
1 10 100 1,000 10,000 100,000 1,000,000 10,000,000 100,000,000 Travel distance (ft)
Time (years)
Figure 1: Model-Predicted Travel Distances for COIs vs. Time Lead TPH-d TPH-mo Naphthalene Source-to-groundwater distance 'z' (17.5 ft) Travel time (Lead) > 1E+6 yearsTravel time (TPH‐d) > 1E+3 yearsTravel time (TPH‐mo) ~ 1E+5 years Naphthalene > 1E+3 years
Exhibit B

Page 173 of 468 ends

Page 471 of 885 ends

Transport Model | Lead
05 10152025303540
0 5,000,000 10,000,000 15,000,000 20,000,000 25,000,000 30,000,000 Concentration (g/L)
Time (years)
Figure 2: Model-Predicted Concentration of Lead vs. Time and Model-Predicted Travel Time
Concentration at base of unsaturated zone Concentration in saturated zone (groundwater)Maximum Contaminant Level (MCL) Unsaturated zone source concentrationC/Co=0.5 Travel time Travel time = time for concentration
at base of unsaturated zone to reach
one‐half of unsaturated zone source
concentration
Maximum concentration in
groundwater is less than MCL
Exhibit B

Page 174 of 468 ends

Page 472 of 885 ends

Transport Model | TPH‐d
0 2,0004,0006,0008,000
10,00012,00014,00016,00018,00020,000
0 5,000 10,000 15,000 20,000 25,000 30,000
Concentration (g/L)
Time (years)
Figure 3a: Model-Predicted Concentration of TPH-d vs. Time and Model-Predicted Travel Time
Concentration at base of unsaturated zone Concentration in saturated zone (groundwater)Maximum Contaminant Level (MCL) Unsaturated zone source concentrationC/Co=0.5 Travel time Travel time = time for concentration
at base of unsaturated zone to reach
one‐half of unsaturated zone source
concentration
Exhibit B

Page 175 of 468 ends

Page 473 of 885 ends

Transport Model | TPH‐d
0 50
100150200250300
0 5,000 10,000 15,000 20,000 25,000 30,000
Concentration (g/L)
Time (years)
Figure 3b: Model-Predicted Concentration of TPH-d vs. Time Concentration in saturated zone (groundwater) Maximum Contaminant Level (MCL) Maximum concentration in
groundwater exceeds MCL
after ~9000 years
Exhibit B

Page 176 of 468 ends

Page 474 of 885 ends

Transport Model | TPH‐mo
0 3,0006,0009,000
12,00015,000
0 50,000 100,000 150,000 200,000 250,000
Concentration (g/L)
Time (years)
Figure 4: Model-Predicted Concentration of TPH-mo vs. Time and Model-Predicted Travel Time
Concentration at base of unsaturated zone Concentration in saturated zone (groundwater)Maximum Contaminant Level (MCL) Unsaturated zone source concentrationC/Co=0.5 Travel time Travel time = time for concentration
at base of unsaturated zone to reach
one‐half of unsaturated zone source
concentration
Maximum concentration in
groundwater is less than MCL
Exhibit B

Page 177 of 468 ends

Page 475 of 885 ends

Transport Model | Naphthalene

0.000.250.500.751.001.251.501.752.00
0 5,000 10,000 15,000 20,000 25,000 30,000
Concentration (g/L)
Time (years)
Figure 5: Model-Predicted Concentration of Naphthalene vs. Time and Model-Predicted Travel Time
Concentration at base of unsaturated zone Concentration in saturated zone (groundwater)Maximum Contaminant Level (MCL) Unsaturated zone source concentrationC/Co=0.5 Travel time Travel time = time for concentration
at base of unsaturated zone to reach
one‐half of unsaturated zone source
concentration
Maximum concentration in
groundwater is less than MCL
Exhibit B

Page 178 of 468 ends

Page 476 of 885 ends

ATTACHMENT A
Figure 1: Location Map
Figure 2: Vicinity Map
~ from Weber, Hayes & Associates (2021) ~
Exhibit B

Page 179 of 468 ends

t

Z͕,z
^ Θ^^K/d
^
,ǇĚƌŽŐĞŽůŽŐǇ ĂŶĚ
ŶǀŝƌŽŶŵĞŶƚĂů
ŶŐŝŶĞĞƌŝŶŐ
120 Westgate Drive, Watsonville, CA
831.722.3580 / www.weber-hayes.com
>Kd/KE DW
Z
D
/> d/KE W>E &/'hZ

ϭ
WƌŽũĞĐƚ
ϮyϲϮϯ
SITE:CLUSTERS STORAGE YARD
ADDRESS: 511 OHLONE PARKWAY,WATSONVILLE, CA
DATE:JULY 2017 REVISIONS/NOTES:

SUBJECT SITE
0' 2,000'

APPROXIMATE SCALE
ĂƐĞ DĂƉ ĨƌŽŵ h^'^ dŽƉŽsŝĞǁ
ŚƚƚƉ͗ͬͬŶŐŵĚď͘ƵƐŐƐ͘ŐŽǀ
Exhibit B

Page 180 of 468 ends

t

Z͕,z
^ Θ^^K/d
^
,ǇĚƌŽŐĞŽůŽŐǇ ĂŶĚ
ŶǀŝƌŽŶŵĞŶƚĂů
ŶŐŝŶĞĞƌŝŶŐ
120 Westgate Drive, Watsonville, CA
831.722.3580 / www.weber-hayes.com
s//E/dzDW
Z
D
/>d/KEW>E
&/'hZ
Ϯ
WƌŽũĞĐƚ
ϮǆϲϮϯ
SITE:CLUSTERSJUNKYARD
ADDRESS: 511 OHLONEPARKWAY,WATSONVILLE, CA
DATE:JULY 2017

REVISIONS/NOTES
:

SUBJECT SITE
Ramsay Park
DĂŝŶ ^ƚ͘
Coast Auto Supplies & Dismantiling
ϭϭϮ >ĞĞ ZĚ.

OHLONE

PARKWAY

HARKINS SLOUGH ROAD
A & S Metals
ϭϬϴϬ t ĞĂĐŚ ^ƚ͘
Residential Landmark Elementary School
Ϯϯϱ KŚůŽŶĞ WŬǁǇ͘
Residential

CABRILLOHIGHWAY

MAIN STREET
Central Electric Co
ϰϯϬ tĂůŬĞƌ ^ƚ͘
Residential
Residential
Granite Construction Inc.
ϱϴϬ t ĞĂĐŚ ^ƚ.

WESTBEACHSTREET
Watsonville Public Works
320 Harvest Dr͘
0' 380'

APPROXIMATE SCALE
^
DW &ZKD
'KK'>

Zd,
Exhibit B

Page 181 of 468 ends

Page 479 of 885 ends

ATTACHMENT B
Location of Burial Envelope
~ provided by Weber, Hayes & Associates ~
Exhibit B

Page 182 of 468 ends

HATCH LEGEND

ASPHALT
3" AC / 10" CLASS 2 AGGREGATE
BASE R.C. 95% (TI5.5)
NOTE:

1. CONCRETE AT DRIVEWAY APRON AND SIDEWALKS WITHIN DRIVE AISLE, SHALL BE 6.5" PCC / 6" CL 2 AGG BASE COMPACTED TO 95% R.C.

CONCRETE
4" CONCRETE / 6"" CL2 AGG.

BASE COMPACTED TO 95% R.C.

PERVIOUS PAVERSPER MANUFACTURER DETAILS

SOIL BURIAL AREA

CONTAMINATED SOIL BURIAL AREA

SWM MITIGATION AREA - RAINGARDEN

BIORETENTION SOIL MIXTURE OVERPERMEABLE STONE MATERIAL

PARK AREA

OPEN SPACE PARK AREA
SB-1 Sample Depths: 11', 16', and 22'
SB-2 Sample Depths: 10', 15', and 21'
SB-3 Sample Depths: 10', 15', and 21'
SB-4 Sample Depths: 16', 20', and 27'
Exhibit B

Page 183 of 468 ends

Soil Burial
Location
(topographic trough)
Exhibit B

Page 184 of 468 ends

Page 482 of 885 ends

STOP
STOP
STOP
STOP
OHLONE PARKWAY (A CITY STREET 92' WIDE)
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT A
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT A
UNIT C2
UNIT C2 UNIT C2
UNIT C2
UNIT A
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT A
UNIT C2
UNIT C2
UNIT C2
UNIT A
UNIT C2
UNIT C2
UNIT C2
UNIT A
UNIT G
UNIT D
UNIT F
UNIT F
UNIT D
UNIT D
UNIT G
UNIT G
UNIT D
UNIT G
UNIT G
UNIT D
UNIT D
UNIT F
UNIT G
UNIT G
UNIT D
UNIT D
UNIT G
UNIT F
UNIT F
UNIT F
UNIT C2
UNIT C2
UNIT F
UNIT G
UNIT F
UNIT G
UNIT G
UNIT D
UNIT D
UNIT D
UNIT G
UNIT G
UNIT D
UNIT C2
UNIT G
UNIT C2
UNIT F
UNIT F
UNIT G
UNIT F
UNIT D
UNIT G
UNIT F
UNIT G
UNIT D
UNIT D
UNIT D
UNIT C2
UNIT C2
UNIT C2
UNIT C2
UNIT F
UNIT D
UNIT F
UNIT G
UNIT D
UNIT D
UNIT F
UNIT F
UNIT D
UNIT F
UNIT G
UNIT D
UNITD
UNIT G
UNIT C2
UNIT C2
UNIT D
UNIT G
UNIT G
UNIT F
UNIT D
UNIT G
UNIT F
UNIT D
UNIT G
UNIT C2
UNIT C2
UNIT C2
UNIT D
UNITD
UNIT C2
UNIT C2
UNIT F
UNIT G
UNIT F
UNIT D
UNIT G OPEN SPACE AREA C (4,734 SF) OPEN SPACE AREA A (4,575 SF) OPEN SPACE AREA D (2,673 SF) OPEN SPACE AREA B (5,575 SF) FIRE ACCESS #2
ERRINGTON RD.:ONE WAY (22' WIDE)
LOMA VISTA: ONE-WAY
(30' WIDE)
UNIT G
UNIT C2
UNIT C2
STREET B: ONE-WAY (20' WIDE)
STREET A: (24' WIDE)
STREET A: (26' WIDE)
STREET C: ONE-WAY (20' WIDE)
STREET A: (24' WIDE)
STREET A: (24' WIDE)
STREET A: (34' WIDE) SHADED AREA - CONTAMINATED SOIL BURIAL SITE (17,100± SF @ 35±' DEPTH) GROUND WATER AT ELEV 11' MSL PERVIOUS PARKING AREA, TYP. RAMP SYSTEM FOR TRAIL ACCESS FIRE TRUCK TURN AROUND AREAPAVED NATURE TRAIL STORMWATER MITIGATION FACILITY STORMWATER MITIGATION FACILITY 10' FIRE LANE

20.00'

22.00'

16.00'

34.00'

10.0'

10.0' VE 1.0
SITE PLAN: PHASING & UNIT LAYOUT DRAWN BY:

BY DATE DESCRIPTION
REVISION BLOCK DESIGNED BY: DATE: SCALE: PROJECT NO: SHEET: DMR DMR 12/14/2020 AS NOTED 20-021 NUMBER CIVIL ENGINEERING LAND PLANNING PROJECT MANAGEMENT CONSTRUCTION SUPPORT QSD AND QSP SERIVCES 2905 KRISTIE COURT SANTA CRUZ, CA 95065 TEL (831) 462-2905 www.ramseycivilengineering.com DAVID RAMSEY DATE RCE# 73735 APN# 018-372-14 PLAN TYPE RESIDENTIAL SUBDIVISION

HILLCREST SUBDIVISION
510 OHLONE PARKWAY, WATSONVILLE, CA 95076
DAV I D RAMS E Y NO. C73735

R GE I ST ERED

PROFESS IONAL

ENGI NEER

S TAT E

OF CAL I FORNIA
CIVI L PLAN VIEW CUBIC YARDS CONTAMINATED FILL CUBIC YARDS EXCAVATION TO BOTTOM BURIAL (ELEV. 26) ESTIMATED BURIAL VOLUMES 18,111 7,724 NOTES: 1. BURIAL AREA = 17,088 SQUARE FEET (ALL UNDER IMPERVIOUS SURFACES) 2. DEPTH FROM BOTTOM OF CONTAMINATED SOILS TO HIGH WATER MARK (ELEV 11) = 15' MIN. 3. TOP BURIAL TAKEN TO BOTTOM ROAD SUBBASE. 4. ASSUMES 15% COMPACTION FACTOR AT 6" LIFTS COMPACTED TO 90% MIN. 5. CUT MATERIAL (NON CONTAMINATED), NOTED BELOW, TO BE USED ELSEWHERE ONSITE. PHASE 1 - 30 UNITS LOMA VISTA /STREET A (STA: 1+00 - 16+43) STREET C (STA:7+00 - 10+56) PHASE 2 - 29 UNITS STREET B (STA: 5+00 - 7+29) PHASE 3 - 27 UNITS PHASE 4 - 27 UNITS STREET B (STA: 1+00 - 5+00) PHASE 5 - 30 UNITS STREET A (STA: 1+00 - 7+00) PHASING PLAN NOTES: 1. PERVIOUS PAVER AREA TAKEN AT 50% FOR TOTAL BREAKDOWN. 2. DOWNSPOUTS WILL DISCHARGE AT GRADE OR BE HARD PIPED TO LOW LYING LANDSCAPED AREAS, AND OR PAVER SYSTEMS. 3. LOW LYING LANDSCAPE AREAS WILL OVERFLOW TO STORM DRAIN SYSTEM WITHIN ROADWAYS 4. TOTAL MITIGATION FACILITIES SHOULD EQUAL 10% OF IMPERVIOUS SURFACES @ 28,954 SF IMPERVIOUS AREA BREAKDOWN STRUCTURE AREA CONCRETE/HARDSCAPE ASPHALT PERVIOUS PAVERS ON-SITE EXISTING (SF) NEW/REPLACED (SF) TOTAL 0000 131,442 51,831 102,563 7,4020 289,537 UNIT BREAKDOWN PER PHASE PHASE 1 PHASE 2 PHASE 3 PHASE 4 PHASE 5 TOTAL/UNIT UNIT A 2 2 0 0 2 6 UNIT C2 14 12 13 10 12 61 UNIT G 5 6 4 6 6 27 UNIT F 3 5 4 5 4 20 UNIT D 6 4 6 6 6 29 TOTALS 30 29 27 27 30 143 12345
1 2
4 3
5 Exhibit B

Page 185 of 468 ends

Page 483 of 885 ends

ATTACHMENT C
Geotechnical Soil Analysis
~ provided by Weber, Hayes & Associates ~
Exhibit B

Page 186 of 468 ends

Weber, Hayes & Associates
Geotechnical Soil Analysis for Leachability Modeling
510 Ohlone Parkway, Watsonville
Geotechnical Soil Quality
Laboratory Analytical Results and Chain of Custody
• Particle Size Distribution Report Cooper Testing Laboratory • Waypoint Analytical
• Moisture-Density-Porosity Report
• Specific Gravity by Pycnometer
• Corrosivity Tests
• Chain of Custody
Exhibit B

Page 187 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

Remarks
Classification
Coefficients
Atterberg Limits
Soil Description
*
USCS= AASHTO=
Cu= Cc=
D30= D15= D10=
D85= D60= D50=
PL= LL= PI=
Particle Size Distribution Report
10 20
30 40
50 60
70 80
90 0
100

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 9.7 38.9 51.4
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
11'
SB-1-d11 2/23/21

0.0503 0.0052 0.0016
Olive Gray CLAY
(no specification provided)

COOPER TESTING LABORATORY
100.0
100.0
100.0

99.9 97.5

90.3 85.6

79.9 75.3

70.2 66.1

61.1 57.6

54.1 51.5

48.5 #10
#30
#40
#50
#100
#200
#270

0.0288 mm.

0.0186 mm.

0.0109 mm.

0.0079 mm.

0.0057 mm.

0.0040 mm.

0.0028 mm.

0.0020 mm.

0.0011 mm.

Exhibit B

Page 188 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 43.3 25.9 30.8
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
16'
SB-1-d16 2/23/21

0.0013

0.174 0.0848 0.0519
Dark Yellowish Brown Sandy CLAY
(no specification provided)

COOPER TESTING LABORATORY
100.0
100.0

99.8 98.4

79.7 56.7

50.3 44.5

42.0 38.7

37.3 35.4

33.2 31.4

30.8 29.7
#10
#30
#40
#50
#100
#200
#270

0.0287 mm.

0.0185 mm.

0.0110 mm.

0.0078 mm.

0.0056 mm.

0.0040 mm.

0.0028 mm.

0.0020 mm.

0.0011 mm.

Exhibit B

Page 189 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.1 80.7 6.3 12.9
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
22'
SB-1-d22 2/24/21

0.157 0.0070

0.455 0.249 0.216
Dark Yellowish Brown Silty SAND
(no specification provided)

COOPER TESTING LABORATORY
100.0

99.9 99.1

90.9 83.3

71.1 27.9

19.2 17.5

17.1 16.5

16.1 15.5

14.8 14.1

13.4 13.1

11.5 3/8 in.
#4
#10
#30
#40
#50
#100
#200
#270

0.0350 mm.

0.0221 mm.

0.0127 mm.

0.0089 mm.

0.0063 mm.

0.0045 mm.

0.0031 mm.

0.0022 mm.

0.0014 mm.

Exhibit B

Page 190 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 5.7 38.5 55.8
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
10'
SB-2-d10 2/25/21

0.0331 0.0030
Very Dark Brown CLAY
(no specification provided)

COOPER TESTING LABORATORY
100.0
100.0
100.0

99.9 99.0

94.3 90.2

83.8 81.1

77.3 72.3

67.9 63.8

59.2 55.8

51.1 #10
#30
#40
#50
#100
#200
#270

0.0288 mm.

0.0183 mm.

0.0106 mm.

0.0077 mm.

0.0055 mm.

0.0039 mm.

0.0028 mm.

0.0020 mm.

0.0012 mm.

Exhibit B

Page 191 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 10.3 45.8 43.9
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
15'
SB-2-d15 2/25/21

0.0557 0.0082 0.0037
Very Dark Grayish Brown CLAY
(no specification provided)

COOPER TESTING LABORATORY
100.0

99.9 99.8

99.5 97.2

89.7 84.1

73.9 70.8

64.6 59.7

55.9 51.5

47.0 44.2

39.6 #10
#30
#40
#50
#100
#200
#270

0.0297 mm.

0.0188 mm.

0.0111 mm.

0.0080 mm.

0.0057 mm.

0.0041 mm.

0.0029 mm.

0.0021 mm.

0.0013 mm.

Exhibit B

Page 192 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 13.0 48.8 38.2
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
21'
SB-2-d21 2/25/21

0.0664 0.0125 0.0056
Dark Grayish Brown CLAY
(no specification provided)

COOPER TESTING LABORATORY
100.0

99.9 99.7

99.2 95.3

87.0 81.4

74.0 65.9

59.1 56.2

50.4 46.9

41.9 38.6

34.9 #10
#30
#40
#50
#100
#200
#270

0.0296 mm.

0.0192 mm.

0.0113 mm.

0.0081 mm.

0.0058 mm.

0.0041 mm.

0.0029 mm.

0.0021 mm.

0.0013 mm.

Exhibit B

Page 193 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 2.5 38.7 58.8
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
10'
SB-3-d10 2/25/21

0.0215 0.0023
Very Dark Grayish Brown CLAY
(no specification provided)

COOPER TESTING LABORATORY
100.0
100.0
100.0
100.0

99.7 97.5

93.9 87.7

83.4 79.0

74.4 71.0

66.4 61.6

58.7 53.4
#10
#30
#40
#50
#100
#200
#270

0.0282 mm.

0.0180 mm.

0.0105 mm.

0.0076 mm.

0.0054 mm.

0.0039 mm.

0.0027 mm.

0.0020 mm.

0.0012 mm.

Exhibit B

Page 194 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 6.2 41.4 52.4
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
15'
SB-3-d15 2/25/21

0.0378 0.0041 0.0016
Dark Grayish Brown CLAY
(no specification provided)

COOPER TESTING LABORATORY
100.0
100.0
100.0

99.9 97.7

93.8 89.9

81.3 77.6

72.3 68.0

64.7 59.3

55.7 52.4

47.8 #10
#30
#40
#50
#100
#200
#270

0.0285 mm.

0.0182 mm.

0.0107 mm.

0.0077 mm.

0.0055 mm.

0.0039 mm.

0.0028 mm.

0.0020 mm.

0.0012 mm.

Exhibit B

Page 195 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 11.1 47.3 41.6
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
21(Tip-6")
SB-3-d21 2/24/21

0.0565 0.0110 0.0048
Dark Brown CLAY
(no specification provided)

COOPER TESTING LABORATORY
100.0

99.9 99.7

98.8 93.7

88.9 84.1

75.9 67.8

60.2 56.8

52.4 48.4

45.9 42.1

36.0 #10
#30
#40
#50
#100
#200
#270

0.0289 mm.

0.0189 mm.

0.0112 mm.

0.0080 mm.

0.0057 mm.

0.0041 mm.

0.0029 mm.

0.0021 mm.

0.0013 mm.

Exhibit B

Page 196 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 92.1 3.5 4.4
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
16'
SB-4-d16 2/24/21

2.11 1.10

0.173 0.135 0.114

0.326 0.240 0.216
Dark Yellowish Brown Poorly Graded SAND w/ Silt
(no specification provided)

COOPER TESTING LABORATORY
100.0

99.7 96.7

79.3 20.0

7.9 6.7

6.3 6.2

6.1 6.0

5.8 5.4

5.0 4.7

3.6 #10
#30
#40
#50
#100
#200
#270

0.0373 mm.

0.0235 mm.

0.0135 mm.

0.0095 mm.

0.0067 mm.

0.0047 mm.

0.0032 mm.

0.0023 mm.

0.0014 mm.

Exhibit B

Page 197 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 96.1 3.9
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
20'
SB-4-d20 2/24/21

1.70 1.05

0.180 0.156 0.135

0.288 0.229 0.212
Dark Yellowish Brown Poorly Graded SAND
(no specification provided)

COOPER TESTING LABORATORY
100.0
100.0

99.5 88.2

11.8 3.9

3.3 3.0

2.7 2.5

2.4 2.3

2.1 2.0

1.7 #10
#30
#40
#50
#100
#200
#270

0.0376 mm.

0.0237 mm.

0.0136 mm.

0.0095 mm.

0.0067 mm.

0.0047 mm.

0.0033 mm.

0.0023 mm.

Exhibit B

Page 198 of 468 ends

SIZE FINER PERCENT (X=NO)
SIEVE PERCENT SPEC.* PASS?
Project No:

Project:

Client:

Location: Elev./Depth:

Sample No.: Source of Sample: Date:

PERCENT FINER
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY 6 in. 3 in. 2 in. 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200

0.0 0.0 87.5 7.0 5.5
407-024 Figure
510 Ohlone Parkway, Watsonville, CA. - 2t038
Weber, Hayes & Associates
27'
SB-4-d27 2/24/21

12.73 6.72

0.161 0.118 0.0175

0.297 0.222 0.201
Dark Yellowish Brown Sandy SILT
(no specification provided)

COOPER TESTING LABORATORY
100.0

99.7 98.2

85.7 24.8

12.5 10.6

10.6 10.2

9.8 9.2

7.8 7.3

6.4 5.9

4.2 #10
#30
#40
#50
#100
#200
#270

0.0366 mm.

0.0230 mm.

0.0133 mm.

0.0093 mm.

0.0066 mm.

0.0047 mm.

0.0032 mm.

0.0023 mm.

0.0014 mm.

Exhibit B

Page 199 of 468 ends

21-057-0009
Account Number15024Report Number
Cooper Testing Labs, Inc.937 Commercial StPalo Alto, CA 94303 Send To:
510 Ohlone ParkwayWatsonville, CA
Analysis Result
Quantitation
Limit Method
Date and Time
Test Started Analyst
Project #: 407-024
Lab Number: 22539
Sample ID: SB-1-d11
Project:

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 1 of 12
Organic Matter (Titration) , % 0.90 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 200 of 468 ends

Page 498 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 2 of 12
Organic Matter (Titration) , % 0.46 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 201 of 468 ends

Page 499 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 3 of 12
Organic Matter (Titration) , % 0.27 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 202 of 468 ends

Page 500 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 4 of 12
Organic Matter (Titration) , % 1.89 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 203 of 468 ends

Page 501 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 5 of 12
Organic Matter (Titration) , % 0.60 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 204 of 468 ends

Page 502 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 6 of 12
Organic Matter (Titration) , % 0.71 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 205 of 468 ends

Page 503 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 7 of 12
Organic Matter (Titration) , % 0.80 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 206 of 468 ends

Page 504 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 8 of 12
Organic Matter (Titration) , % 0.47 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 207 of 468 ends

Page 505 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 9 of 12
Organic Matter (Titration) , % 0.75 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 208 of 468 ends

Page 506 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 10 of 12
Organic Matter (Titration) , % 0.18 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 209 of 468 ends

Page 507 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 11 of 12
Organic Matter (Titration) , % 0.25 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 210 of 468 ends

Page 508 of 885 ends

Date Sampled:
02/26/2021
Purchase Order:

Date Received:

REPORT OF ANALYSIS
Report Date: 03/02/2021
Page: 12 of 12
Organic Matter (Titration) , % 0.23 WALK-BLACK 03/02/2021 12:53 AAB Method Reference:

Methods of Soil Analysis, Part 3 - Chemical Methods, 2nd Ed. Rev. Soil Science Society of America, Black, C.A et al. 1982, pages 995-996.

Comments:

Exhibit B

Page 211 of 468 ends

Page 509 of 885 ends

CTL Job No: Project No. 2t038 By: RU
Client: Date: 02/19/21
Project Name: Remarks:

Boring: SB-1-d11 SB-1-d16 SB-1-d22 SB-2-d10 SB-2-d15 SB-2-d21 SB-3-d10 SB-3-d15 Sample:

Depth, ft: 11 16 22 10 15 21 10 15
Visual
Description:

Actual Gs 2.77 2.74 2.72 2.71 2.72 7.74 2.74 2.75
Assumed Gs
Moisture, % 26.3 23.6 11.7 27.2 21.6 17.3 29.6 25.1
Wet Unit wt, pcf 124.3 124.7 122.7 114.7 126.9 127.0 118.6 124.4 Dry Unit wt, pcf 98.4 100.9 109.9 90.2 104.4 108.3 91.6 99.4 Dry Bulk Dens.ρb, (g/cc) 1.58 1.62 1.76 1.44 1.67 1.73 1.47 1.59 Saturation, % 95.8 92.7 58.1 84.1 93.4 38.6 93.1 94.6
Total Porosity, % 43.2 41.1 35.3 46.7 38.6 77.6 46.6 42.2 Volumetric Water Cont,Өw,% 41.4 38.1 20.5 39.3 36.1 30.0 43.4 39.9 Volumetric Air Cont., Өa,% 1.8 3.0 14.8 7.4 2.5 47.6 3.2 2.3 Void Ratio 0.76 0.70 0.55 0.88 0.63 3.46 0.87 0.73
Series 1 2 3 4 5 6 7 8
Weber, Hayes & Associates
407-024a
510 Ohlone Parkway, Watsonville, CA.

Dark
Grayish
Brown
CLAY
Very Dark
Grayish
Brown
CLAY
Dark
Grayish
Brown
CLAY
Note: All reported parameters are from the as-received sample condition unless otherwise noted. If an assumed specific gravity (Gs) was used then the saturation, porosities, and void ratio should be considered approximate.

Olive Gray
CLAY
Dark
Yellowish
Brown
Sandy
CLAY
Dark
Yellowish
Brown Silty
SAND
Very dark
Brown
CLAY
Very Dark
Grayish
Brown
CLAY

70.0 80.0

90.0 100.0
110.0
120.0
130.0
140.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0
Density, pcf
Moisture Content, %
Moisture-Density
Series 1
Series 2
Series 3
Series 4
Series 5
Series 6
Series 7
Series 8
Zero Air-voids Curves, Specific Gravity

2.6 2.7

2.8 The Zero Air-Voids curves
represent the dry density at
100% saturation for each value
of specific gravity
Moisture-Density-Porosity Report
Cooper Testing Labs, Inc. (ASTM D7263b)
Exhibit B

Page 212 of 468 ends

Date: 2/19/21
By: RU
Project No.:

SB-1-d11 SB-1-d16 SB-1-d22 SB-2-d10 SB-2-d15 SB-2-d21 SB-3-d10 SB-3-d15 11 16 22 10 15 21 10 15

2.96 2.97 2.98 2.96 2.96 2.96 2.97 2.96

2.86 2.84 2.88 2.87 2.87 2.82 2.87 2.86

2.774 2.743 2.719 2.709 2.723 7.737 2.744 2.753

2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7
888.63 884.17 893.76 844.95 906.36 884.64 866.65 889.05 Tare, g: 268.41 268.41 268.31 268.26 268.26 268.22 268.23 268.26 620.22 615.76 625.45 576.69 638.1 616.42 598.42 620.79
176.43 193 160.76 182.01 175.99 185.3 197.04 167.83
143.4 159.16 145.7 146.69 147.71 165.6 164.56 137.54

17.9 15.86 16.61 16.98 16.86 51.75 54.82 16.66
CTL Job No.:

Client:

Project Name: 510 Ohlone Parkway, Watsonville, CA.

Wet Wt. Of Soil & Tare, g:

Tare, g:

Visual Classification:

Weber, Hayes & Associates
Height, in.:

Determined Sp. Grav.:

Density Data
2t038
Dry Wt of Soil & Tare, g:

Total Wt of Soil& Tare, g:

Total Wet Wt of Soil, g:

Moisture Content Data
Tare No.:

Moisture-Density Lab Worksheet
Very Dark
Grayish
Brown
CLAY
Dark
Grayish
Brown
CLAY
Very Dark
Grayish
Brown
CLAY
Dark
Grayish
Brown
CLAY
Olive Gray
CLAY
Dark
Yellowish
Brown
Sandy
CLAY
Dark
Yellowish
Brown Silty
SAND
Very dark
Brown
CLAY
407-024a
Boring:

Assumed Sp. Grav.:

Diameter, in.:

Sample:

Depth, ft.:

Exhibit B

Page 213 of 468 ends

The following information is intended to provide some more detailed information about each of the parameters presented in the accompanying report. For additional information on this subject we recommend a general soil mechanics text book.

SATURATION - The degree of saturation (S) is defined as the ratio of the volume of water in a sample to the volume of voids (pore space). It can be expressed either as a percentage or as a decimal. A saturation of zero would indicate an oven-dry state. All of the voids are filled with air. A saturation of 100% would indicate that all of the voids in the sample are filled with water and there is no air in the soil. It is theoretically impossible to have saturation values greater than 100%. If a specific gravity test is not run on a sample then an assumed specific gravity value is used to calculate an estimated saturation.

SPECIFIC GRAVITY - The specific gravity is equivalent to the particle density. It is defined as the ratio of the density of the soil solids to the density of water at 20°C. It is used to calculate the phase relationships of soils, such as void ratio and degree of saturation. If a specific gravity test was not run on a sample then an assumed specific gravity value is used to calculate an estimated saturation.

WET UNIT WEIGHT - The wet unit weight is equivalent to the total unit weight or the wet bulk density and is typically reported in units of pounds per cubic foot (pcf) although it can also be reported in units of grams per cubic centimeter (g/cm3). It is defined as the total wet weight of the sample (wt. of soil plus wt. of water) divided by the total volume (volume of solids plus the volume of voids).

MOISTURE CONTENT - The moisture content as reported here is based on a gravimetric measurement and not a volumetric measurement. The moisture content is defined as the weight of water in a specimen (g) divided by the oven-dry weight of the specimen (g) and expressed as a percentage.

DRY UNIT WEIGHT - The dry unit weight is equivalent to the dry bulk density and is typically reported in units of pounds per cubic foot (pcf) although it can also be reported in units of grams per cubic centimeter (g/cm3). It is defined as the total dry weight of the sample divided by the total volume (volume of solids plus the volume of voids).

VOLUMETRIC WATER CONTENT - Volumetric Water Content (θw) is the same as Water-filled Porosity. It is defined simply as the percent of the total volume of the sample that is occupied by water.

SAMPLE DISTURBANCE - Some soil parameters are significantly affected by the density and arragement of the soil particles. These parameters include density, porosity(total and effective), volumetric air and water contents, hydraulic conductivity, air permeability, strength, void ratio etc. For these analyses the goal is to test samples that are as representative of the in-situ soil conditions as possible. The way in which samples are collected determines the degree of disturbance the sample experiences. Typically, the larger the sample diameter the less disturbed the sample is and the more representative it is of the in-situ condition. Cooper Testing Labs recommends a minimum sample diameter of 2 inches for any testing that calls for undisturbed specimens such as those listed above. Although we recommend against using direct push sampling to obtain undisturbed samples we realize that there are time when there are no other options. In this case we recommend limiting the push length to a maximum of 12 inches when "undisturbed" samples are desired. This will help to minimize the sample disturbance.

INITIAL and FINAL SAMPLE STATES - For some tests such as the hydraulic conductivity or triaxial shear tests the sample is saturated as part of the test procedure. The reports for these types of tests will provide results for sample parameters in both the "Initial" and "Final" sample conditions.

These parameters include wet and dry densities, moisture contents, porosities etc. The "Initial" state is the as-received state. If the sample was undisturbed then the intitial sample parameters will reflect the condition of the in-situ condition of the soil. The "Final" state is the at-test state. In this state, water may have been added to the sample to saturate it. The sample may have also been consolidated as part of the test (hydraulic conductivity, air permeability and triaxial/direct shear strength testing only). This would cause an increase in sample density and related values from the as-received state. If the sample was consolidated the report would indicate this as well as the consolidation stress applied.

TOTAL POROSITY - The total porosity is a measure of how porous the sample is or how much of the bulk sample volume is pore space. It is defined as the ratio of the volume of voids (pore space) to the total volume (volume of solids plus the volume of voids). It can be expressed either as a percentage or as a decimal.

Interestingly, clays typically have a higher porosity than sands although the size of the voids tends to be much smaller in clays resulting in the typically very low hydraulic conductivity values for clays relative to sands VOID RATIO - The void ratio is related to the porosity as a measure of how much void space is in the sample. It is defined as the ratio of the volume of void space in a sample to the total volume (volume of solids plus the volume of voids).

TOTAL POROSITY vs. EFFECTIVE POROSITY - While the total porosity is defined as the volume of voids/ the bulk volume of the sample(volume of voids plus volume of solids) not all of the void space contributes in a significant way to the flow of water. Some of the voids are isolated, are too small or are filled with water which is adsorbed to the clay minerals or other grains. Effective porosity is basically defined as the volume of voids that contribute in a significant way to the flow of water divided by the bulk volume of the soil. The effective porosity can approach the total porosity in the case of clean coarse sands and can approach zero in the case of clays but it is always less than the total porosity.

VOLUMETRIC AIR CONTENT - Volumetric Air Content (θa) is the same as Air-filled Porosity. It is defined simply as the percent of the total volume of the sample that is occupied by air.

Exhibit B

Page 214 of 468 ends

Watsonville City CouncilApril 26, 2022

Watsonville City Council
April 26, 2022