Pender County Agenda Technical Review Committee Regular Meeting Thursday, July 2, 2026 at 9:00 AM Pender County Public Assembly Room 805 South Walker Street Burgaw, NC 28425 Presenter Page 1. CALL TO ORDER 2. CASES 2.1 MDP 2026-94 Timeless Properties Master Sean Olds Development Plan 2.2 MDP 2026-95 Hampstead Walmart Master Sean Olds Development Plan 2.3 MDP 2026-96 Mann Branch Duplex Master Madelynn Development Plan Spencer 2.4 MDP 2026-97 Wyndwater Mixed-Use Master Madelynn Development Plan Revision Spencer 2.5 SDP 2026-586 Coastal Beverage Expansion Major Site Sean Olds Development Plan 2.6 SDP 2026-587 Scotts Hill Publix Major Site Marcy Waters Development Plan 2.7 REZONE 2026-99 Riley's Creek Single Family Justin Brantley Conditional Rezoning 2.8 REZONE 2026-100 Sidbury Road Single Family Justin Brantley Conditional Rezoning 2.9 SUP 2026-58 Blakes Bridge Campground Special Use Madelynn Permit Spencer 3. DISCUSSION 4. NEXT MEETING DATE 5. ADJOURNMENT Page 1 of 344 Pender County MDP 2026-94 Timeless Properties Master Development Plan Update TO: Technical Review Committee FROM: Sean Olds DATE: July 2, 2026 SUBJECT: MDP 2026-94 Timeless Properties Master Development Plan SUMMARY: • Greg A. Wayne, applicant, on behalf of 17930 US Hwy 17 LLC, owner, is requesting approval for a Master Development Plan consisting of seven commercial units ranging in size from 6,600 sq. ft., at smallest to 19.250 sq. ft. at largest. Potential uses within the development include restaurant, retail, and office. The property is zoned PD, Planned Development, zoning district, in the Topsail Township. • Location: The property is located on US Hwy 17 at the northeast intersection of US Hwy 17 and Transfer Station Rd. within the Topsail Township. The parcel may be further identified by Pender County PIN: 4203-18-4890-0000. • Address: 17930 US Hwy 17 • Applicant: Greg A. Wayne • Owner: 17930 US Hwy 17 LLC • Case Planner: Sean Olds, solds@pendercountync.gov , 910-259-0231 • Included Documents: o Application o Site Plan ACTION REQUESTED: To review and provide comment on the request Page 2 of 344 Pender County Planning and Community Development Planning Division 805 S. Walker Street Phone: 910-259-1202 PO Box 1519 Fax: 910-259-1295 Burgaw, NC 28425 www.pendercountync.gov Application Information 17930 US Hwy 17 LLC Commercial Master Development Plan Case Number: MDP 2026-94 Application Type: Master Development Plan Applicant: Greg A. Wayne, PLS Owners: 17930 US Hwy 17 LLC Location: Located on the northeastern corner of US Highway 17 and Transfer Station Rd. within the Topsail Township. Property ID: 4203-18-4890-0000 Description: Application for the approval of a Master Development Plan that consists of clearing, grading, utility installation, parking and drive construction for seven commercial units. The units are intended for restaurant, retail, and office use and vary in size from 6,500 sq. ft. to 19,250 sq. ft. Current Zoning: PD, Planned Development Technical Review Committee Meeting: Thursday, July 2nd, 2026 Board of County Commissioners/Planning Board Meeting: N/A Application Materials Application Package Site Plan Page 3 of 344Page 5 of 344Page 6 of 344MDP 2026-94 Site Plan Page 7 of 344Page 8 of 344Page 9 of 344Page 10 of 344 Pender County MDP 2026-95 Hampstead Walmart Master Development Plan Update TO: Technical Review Committee FROM: Sean Olds DATE: July 2, 2026 SUBJECT: MDP 2026-95 Hampstead Walmart Master Development Plan SUMMARY: • Wal-mart Real Estate Business Trust, applicant and owner, is requesting approval for a Master Development Plan consisting of a 171,128 sq. ft. box store and 6 separate outparcels for commercial development on 51 acres with 50.1 acres being developable. Potential uses for the shopping center include department stores, sit-down restaurants, gas stations, fast food, and coffee shops. The property is zoned PD, Planned Development, zoning district, in the Topsail Township. • Location: The project is located on the western side of US Hwy 17 approximately 1,282 ft. southwest of the US Hwy 17 and NC Hwy 210 intersection. The parcel may be further identified by Pender County PIN: 3282-65-9723-0000. • Address: PIN • Applicant: Wal-Mart Real Estate Business Trust • Owner: Wal-Mart Real Estate Business Trust • Case Planner: Sean Olds, solds@pendercountync.gov, 910-259-0231 • Included Documents: o Application o Site Plan ACTION REQUESTED: To review and provide comment on the request Page 11 of 344 Pender County Planning and Community Development Planning Division 805 S. Walker Street Phone: 910-259-1202 PO Box 1519 Fax: 910-259-1295 Burgaw, NC 28425 www.pendercountync.gov Application Information Walmart Master Development Plan Case Number: MDP-2026-95 Application Type: Master Development Plan Applicant: Wal-Mart Real Estate Business Trust Owners: Wal-Mart Real Estate Business Trust Location: The project is located on the west side of US Hwy 17 approximately 1,800 ft. south of the intersection of US Hwy 17 and NC Hwy 210 in the Topsail township. Property ID: 3282-65-9723-0000 Description: The applicant requests to construct a commercial retail center with associated parking, utilities, stormwater, and offsite improvements. Current Zoning: GB, General Business Technical Review Committee Meeting: July 2nd, 2026 Application Materials Application Package Site Plan Page 12 of 344Page 14 of 344Page 15 of 344Page 16 of 344Page 17 of 344Page 18 of 344Page 19 of 344Page 20 of 344MDP-2026-95 Site Plan Page 21 of 344 BY MASTER DEVELOPMENT PLANS FOR DATE HAMPSTEAD WALMART 14303 US HWY 17 REVISIONS HAMPSTEAD, PENDER COUNTY, NORTH CAROLINA No. UTILITY AND GOVERNING AGENCIES CONTACT LIST: PEANUT ROAD NC HIGHWAY 210 W WATER COMPANY DEPARTMENT OF TRANSPORTATION PANSY LANE SHEET INDEX PENDER COUNTY UTILITIES & SOLID WASTE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION REV. KATRYNE LEUBNER KRISTEN SPIRAKIS FACTORY ROAD Sheet No. Sheet Title No. NC LICENSE #F-0102 605 E. FREMONT STREET PHONE: 704-333-5131 (910) 467-0500 C001 COVER SHEET BURGAW, NORTH CAROLINA 28425 WWW.KIMLEY-HORN.COM (910) 610-9176 C101 EXISTING CONDITIONS DAN OWEN DRIVE KIMLEY-HORN AND ASSOCIATES, INC. C102 EXISTING CONDITIONS 2026 C103 EXISTING CONDITIONS SANITARY SEWER COMPANY PLANNING DEPARTMENT © C201 CONCEPT SITE PLAN 200 SOUTH TRYON ST, SUITE 200, CHARLOTTE, NC 28202 PLURIS, LLC PENDER COUNTY PLANNING AND COMMUNITY C301 STORMWATER & UTILITY PLAN KAARIN WILLIAMS JUSTIN BRANTLEY 1095 HWY 210 805 S. WALKER STREET PO BOX 1519 SITE C901 SUPPLEMENTAL INFORMATION SNEADS FERRY, NORTH CAROLINA 28460 BURGAW, NORTH CAROLINA 28425 HEADWATERS DRIVE (888) 758-7471 (910) 259-1529 DEERFIELD DRIVE FIRE MARSHAL WILDLIFE US HIGHWAY 17 PENDER COUNTY FIRE MARSHALS OFFICE NC WILDLIFE TOMMY BATSON MARIA DUNN NOT FOR 805 RIDGEWOOD AVENUE (252) 495-5554 HUGHES ROAD BLUEBERRY CONSTRUCTION BURGAW, NORTH CAROLINA 28425 LANE (910) 259-1210 NE CENTER EROSION CONTROL DRIVE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES JLH JLH (910) 796-7215 SITE LOCATION MAP AMR SCALE: 1" = 1,000' AS SHOWN DATE 015476541 06/05/2026 KH PROJECT SCALE DESIGNED BY DRAWN BY CHECKED BY KIMLEY-HORN SHALL HAVE NO LIABILITY WHATSOEVER FOR ANY COSTS ARISING OUT OF THE CLIENT'S DECISION TO OBTAIN BIDS OR PROCEED WITH CONSTRUCTION BEFORE KIMLEY-HORN HAS ISSUED FINAL, FULLY-APPROVED PLANS AND K:\CHL_PRJ\015476 walmart\439 hampstead sup\02 - DWG\001-master development plan\plansheets\C001 COVER SHEET.dwg SPECIFICATIONS. THE CLIENT ACKNOWLEDGES THAT ALL PRELIMINARY PLANS ARE SUBJECT TO SUBSTANTIAL REVISION UNTIL PLANS ARE FULLY APPROVED AND ALL PERMITS OBTAINED. June 02, 2026 01:48:53pm APPROVED BY PENDER COUNTY UNIFIED DEVELOPMENT ORDINANCE ADMINISTRATOR: COVER SHEET C001 - COVER SHEET ADMINISTRATOR PRINTED NAME: ___________________________________ Layout: ADMINISTRATOR SIGNATURE: ___________________________________ APPROVAL DATE: ___________________________________ *SITE PLAN VALID FOR TWO (2) YEARS FROM APPROVAL DATE* NORTH CAROLINA RALEIGH PROJECT OWNER AND CONSULTANT INFORMATION PREPARED FOR HAMPSTEAD WALMART - MASTER DEVELOPMENT PLANS DEVELOPER: ENGINEER: SURVEYOR: ARCHITECT: CHARLOTTE WALMART, INC. KIMLEY-HORN AND ASSOCIATES, INC. ATWELL, LLC SGA DESIGN GROUP 814 RESPECT DRIVE 200 SOUTH TRYON STREET 1850 PARKWAY PLACE 105 NW 2ND STREET WALMART WALMART, INC. BENTONVILLE, ARKANSAS 72716 SUITE 200 SUITE 650 SUITE 307 HAMPSTEAD Sheet Set: (479) 466-7571 CHARLOTTE, NORTH CAROLINA 28202 MARIETTA, GEORGIA 30067 BENTONVILLE, ARKANSAS 72712 (704) 333-5131 (770) 423-0807 (479) 254-3773 GEOMETRIC SITE CONTROL CONTACT: SHELENA TAYLOR CONTACT: ALEX RODRIGUEZ, P.E. CONTACT: WAYNE POWERS, P.L.S. CONTACT: HEATH MINYARD HORIZONTAL DATUM: NAD 83 (2011) R NOT FOR PENDER COUNTY VERTICAL DATUM: Rodriguez, Alex M. CONSTRUCTION NAVD 88 SHEET NUMBER DRAWING UNITS: Know what's below. U.S. SURVEY FEET Callbefore you dig. C001 Plotted By: This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. Page 22 of 344 Plotted By:Rodriguez, Alex M. Sheet Set:HAMPSTEAD WALMART - MASTER DEVELOPMENT PLANS Layout:C101 EXISTING CONDITIONS June 02, 2026 01:49:03pm K:\CHL_PRJ\015476 walmart\439 hampstead sup\02 - DWG\001-master development plan\plansheets\C101 - EXST COND PLAN.dwg 06/05/2026 EXISTING CONDITIONS KHA PROJECT C101 015476541 FOR REFERENCE ONLY Page 23 of 344 Plotted By:Rodriguez, Alex M. Sheet Set:HAMPSTEAD WALMART - MASTER DEVELOPMENT PLANS Layout:C102 EXISTING CONDITIONS June 02, 2026 01:49:13pm K:\CHL_PRJ\015476 walmart\439 hampstead sup\02 - DWG\001-master development plan\plansheets\C101 - EXST COND PLAN.dwg 06/05/2026 EXISTING CONDITIONS KHA PROJECT C102 015476541 FOR REFERENCE ONLY Page 24 of 344 Plotted By:Rodriguez, Alex M. Sheet Set:HAMPSTEAD WALMART - MASTER DEVELOPMENT PLANS Layout:C103 EXISTING CONDITIONS June 02, 2026 01:49:28pm K:\CHL_PRJ\015476 walmart\439 hampstead sup\02 - DWG\001-master development plan\plansheets\C101 - EXST COND PLAN.dwg 06/05/2026 EXISTING CONDITIONS KHA PROJECT C103 015476541 FOR REFERENCE ONLY Page 25 of 344 BY SITE DATA TABLE REQUIRED BUFFERS TRAFFIC DATA TABLE PROJECT TITLE: HAMPSTEAD WALMART BUFFER A DATE WEEKDAY AM PEAK WEEKDAY PM PEAK HOUR WAL-MART REAL ESTATE BUSINESS 15 FOOT WIDE STRIP WITH 3 CANOPY TRESS, 2 DAILY HOUR TRIPS (VPH) TRIPS (VPH) APPLICANT(S): TRUST UNDESTORY TREES AND A GRASS COVER OF AT LAND USE INTENSITY TRAFFIC LEAST 98 % COVERAGE ( EXCEPT WITHIN 4 FEET OF (VPD) WAL-MART REAL ESTATE BUSINESS OWNER(S): A-1: THE BASE OF ANY TREE) , PER 100 LINEAR FEET ( ENTER EXIT ENTER EXIT TRUST WIDTH MAY BE REDUCED TO; 10 ' FOR EXISTING CIVIL ENGINEER: KIMLEY HORN & ASSOCIATES, INC DEVELOPED LOTS THAT ARE SUBJECT TO NEW 810 TRACTOR 30.000 SF 0 0 0 21 21 BUFFER REQUIREMENTS) SUPPLY STORE 3282-65-9723-0000, 3282-16-6025-0000, TAX PARCEL ID 3282-77-7165-0000, 3282-87-0471-0000 BUFFER B 813 FREE-STANDING TOTAL SITE AREA: 51 AC 176,000 SF 8,906 184 144 374 389 MATCHLINE A R 10 FOOT WIDE STRIP WITH 3 CANOPY TREES, 4 DISCOUNT H DEVELOPABLE LAND AREA: 50 AC UNDERSTORY TREES AND A GRASS COVER OF AT SUPERSTORE B-1: REVISIONS ZONING: GB LEAST 98% COVERAGE (EXCEPT WITHIN 4 FEET OF 932 THE BASE OF ANY TREE), PER 100 LINEAR FEET. HIGH-TURNOVER EXISTING USE: VACANT 5,000 SF 538 27 21 27 18 (SIT DOWN) PROPOSED USE: COMMERCIAL BUFFER C RESTAURANT MAX. ALLOWABLE BLDG. 40' 10 FOOT WIDE STRIP WITH A 6 FOOT HIGH WOOD HEIGHT: 934 FAST-FOOD STOCKADE, BASKET WEAVE, OR OTHER SOLID WOOD RESTAURANT WITH 6,000 SF 2,806 137 131 103 95 NUMBER OF HISTORICAL FENCE AND 2 CANOPY TREES AND A GRASS COVER 0 C-1: DRIVE-THROUGH STRUCTURES OR SITES: OF AT LEAST 98% COVERAGE (EXCEPT WITHIN 4 SETBACKS/BUFFERS No. FEET OF THE BASE OF ANY TREE), PER 100 LINEAR 937 COFFEE SHOP FRONT: 25' FEET. WITH 2,000 SF 1,068 88 84 39 39 SETBACKS (GB): SIDE: 10' DRIVE-THROUGH REAR: 10' 944 ACCESS DRIVES FROM US HWY 17 SHOW 10' TYPE B-1 BUFFER ADJACENT GASOLINE/SERVICE 20 VFP 3,440 103 103 139 139 UE BSL STATION UE LSB BSL TOTALS 16,758 539 483 703 701 I UE UE LSB LSB UE BSL UE LSB Ø130' PARCEL UE BSL NAICS CODE UE ID: UE UE G LSB UE BSL UE DOCK DOCK BSL LSB PARCEL 1 455211 NC LICENSE #F-0102 WELL WELL PHONE: 704-333-5131 BSL UE WWW.KIMLEY-HORN.COM UE 1 STORAGE LSB 455211, 455110, 455219, 444110, 444240, 449210, 25 24 2 PARCEL 2 KIMLEY-HORN AND ASSOCIATES, INC. BSL 26 23 3 J 449110, 459110, & 445110 LSB UE 27 22 4 2026 LSB UE 45 28 21 5 © 44 29 20 457110, 445131, 722513, 722511, 722515, 522110, BSL ±10,000 S.F. PARCEL 3 UE 6 OPD UE 446110, 459420, 459910, 445110, & 445298 200 SOUTH TRYON ST, SUITE 200, CHARLOTTE, NC 28202 43 30 19 7 LSB UE I UE 42 31 18 8 BSL 41 32 17 9 UE 457110, 445131, 722513, 722511, 722515, 522110, 40 33 16 10 PARCEL 4 BSL LSB UE 446110, 459420, 459910, 445110, & 445298 11 39 34 15 G BSL 38 35 14 12 UE 37 36 13 PARCEL #1 457110, 445131, 722513, 722511, 722515, 522110, G LSB UE PARCEL 5 446110, 459420, 459910, 445110, & 445298 BSL UE LSB Y Y Y LSB UE Y Y C-171-SGL-QL Y PARCEL 6 457110 & 457120 Y PARCEL #2 PROTO DATE 07/25/2025 BRR E Y T.B.A.= 176,128 SF Y K UE NOT FOR LSB BSL MATCHLINE A UE BSL 30' G.L.A.= 171,128 SF LSB UE 457110, 445131, 722513, 722511, 722515, 522110, BSL BSL UE PARCEL 7 Y Y [732] SPACES ([4.15] SPACES/1,000 SF) UE 446110, 459420, 459910, 445110, & 445298 CONSTRUCTION UE H H OPEN Y Y UE Y UE GARDEN Y GROCERY VESTIBULE GM VESTIBULE & CENTER Y Y LSB & CART STORAGE UE CART STORAGE Y Y UE Y Y 26' Y SITE PLAN KEY NOTES Y UE Y K Y UE Y Y Y Y Y LSB UE Y Y JLH JLH UE Y Y A COMMERCIAL PYLON SIGN AMR Y Y Y UE BSL UE Y Y B EXISTING PUMP STATION TO REMAIN Y 20' D UE Y Y BSL UE AS SHOWN DATE Y M Y E Y C EXISTING WETLANDS UE Y 015476541 06/05/2026 KH PROJECT Y UE D Y Y K LSB UE Y D PROPOSED STORMWATER CONTROL MEASURE SCALE DESIGNED BY DRAWN BY CHECKED BY Y Y UE BSL Y BSL J UE LSB LSB Y E EXISTING PROPERTY LINE Y Y UE Y Y UE Y LSB Y Y Y F PROPOSED PROPERTY LINE UE Y Y Y Y Y Y Y Y BSL Y K:\CHL_PRJ\015476 walmart\439 hampstead sup\02 - DWG\001-master development plan\plansheets\C301 SITE OA.dwg BSL Y C Y G 10' RESIDENTIAL ADJACENT BUFFER C-1 C COMMERCIAL BUFFER B-1 EXEMPT FROM PARCEL 20' Y Y DIVISION LINE SHOWN HERE PER DISCUSSIONS Y UE Y Y Y Y WITH PENDER COUNTY PLANNING DEPT. X BSL H 10' COMMERCIAL ADJACENT BUFFER B-1 BSL L LSB LSB B LSB X LSB J I 10' REAR BUILDING SETBACK L M H UE J 10' SIDE BUILDING SETBACK M H BSL J H H 20' UE UE UE BSL UE BSL UE K EXISTING 10' AT&T EASEMENT TO BE RELOCATED. COORDINATION WITH AT&T. LSB LSB 30' June 02, 2026 01:50:48pm UE UE BSL F L PROPOSED UTILITY ACCESS EASEMENT C BSL H UE M 25' FRONT BUILDING SETBACK UE LSB LSB LSB LSB LSB M LSB LSB M N PROPOSED FULL ACCESS WITH TRAFFIC LIGHT LSB PARCEL±1,618 S.F. #6 UE LSB UE LSB BSL LSB LSB LSB O PROPOSED RIGHT IN / RIGHT OUT ACCESS PARCEL #5 PARCEL #4 J LSB CONCEPT F PARCEL #3 SITE PLAN BSL UE 38' P 15' STREET ADJACENT BUFFER A-1 BSL UE F UE PARCEL #7 LSB F L C201 CONCEPT SITE PLAN Q EXISTING SEWER EASEMENT TO BE RELOCATED 51' 52' H 1440-8 STACK FUEL R PROPOSED RIGHT IN / RIGHT OUT / LEFT IN ACCESS LSB UE Layout: Q UE 45' LSB LSB M A LSB LSB UE UE UE UE LSB UE UE PROPOSED SITE IMPROVEMENTS UE BSL BSL BSL BSL UE BSL UE BSL BSL UE UE UE UE UE UE UE UE P LSB LSB LSB LSB LSBUE UELSB UE UE UE UE UTILITY ACCESS ROW/E UE UE ROW/E ROW/E UE ROW/E ROW/E ROW/E ROW/E ROW/E BUILDING FOOTPRINT ROW/E UE EASEMENT ROW/E ROW/E A M BSL BUILDING SETBACK M Y Y Y Y Y STORMWATER BMP Y Y Y Y O Y N AREA LSB LANDSCAPE BUFFER PROPOSED PROPERTY WETLAND AREA LINE ROW/E ROW/E ROW/E ROW/E ROW/E ROW/E ROW/E NORTH CAROLINA ROW/E EXISTING PROPERTY LINE ROW/E EXISTING RIGHT-OF-WAY PROPOSED ADA PARKING STALL WITH PAVEMENT Y Y Y TOP OF POND ROW/E MARKINGS, AND SIGNS ABBREVIATIONS ROW - RIGHT OF WAY ROW/E ROW/E UE - UTILITY EASEMENT LSB - LANDSCAPE SETBACK BUFFER BSL - BUILDING SETBACK LINE PREPARED FOR HAMPSTEAD WALMART - MASTER DEVELOPMENT PLANS SITE NOTES ACCESS DRIVES FROM US HWY 17 SHOW 10' TYPE B-1 BUFFER ADJACENT WALMART TO THE PROPERTY LINE IN LIEU OF ONE ON EACH SIDE OF THE PARCEL WALMART, INC. HAMPSTEAD Sheet Set: DIVISION LINE. NORTH R PENDER COUNTY Rodriguez, Alex M. SHEET NUMBER Know what's below. Callbefore you dig. C201 Plotted By: This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. Page 26 of 344 BY PHASING LEGEND PHASE 1 DATE INFRASTRUCTURE, WAL-MART, AND FUEL CENTER CONSTRUCTION PHASE 2 OUTPARCEL CONSTRUCTION MATCHLINE A REVISIONS No. BSL UE BSL UE LSB LSB BSL UE BSL UE LSB LSB LSB LSB BSL UE BSL UE LSB LSB UE BSL UE BSL UE UE LSB LSB BSL UE BSL BSL UE BSL LSB LSB NC LICENSE #F-0102 PHONE: 704-333-5131 BSL BSL UE WWW.KIMLEY-HORN.COM UE LSB LSB KIMLEY-HORN AND ASSOCIATES, INC. BSL BSL LSB UE LSB 2026 LSB LSB UE © BSL BSL UE UE 200 SOUTH TRYON ST, SUITE 200, CHARLOTTE, NC 28202 LSB LSB UE UE BSL BSL UE BSL BSL LSB LSB UE BSL BSL UE LSB LSB UE BSL BSL UE LSB LSB Y Y Y Y Y Y LSB LSB Y UE Y Y Y Y Y Y Y Y Y Y Y UE NOT FOR LSB LSB BSL BSL MATCHLINE A BSL UE BSL LSB LSB UE BSL BSL BSL UE Y Y Y UE CONSTRUCTION UE Y Y Y UE Y UE Y Y LSB UE Y Y Y Y UE Y Y Y Y Y UE Y Y UE Y Y Y Y Y Y LSB UE Y Y JLH JLH UE Y Y AMR Y Y Y Y UE BSL UE Y Y Y Y UE YY Y BSL UE AS SHOWN DATE Y Y Y YY UE Y 015476541 06/05/2026 KH PROJECT Y Y UE Y EXISTING WETLAND YY LSB UE Y SCALE DESIGNED BY DRAWN BY CHECKED BY YY Y UE BSL Y BSL UE LSB LSB Y Y Y Y UE Y Y Y Y UE Y Y LSB Y UE Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y BSL BSL Y BSL Y Y Y Y UE Y Y Y Y Y UE K:\CHL_PRJ\015476 walmart\439 hampstead sup\02 - DWG\001-master development plan\plansheets\C401 - SITE PHASING PLAN.dwg - SITE plan\plansheets\C401 development sup\02 - DWG\001-master hampstead walmart\439 K:\CHL_PRJ\015476 X BSL BSL LSB LSB X LSB X LSB UE BSL SSFM SSFM UE UE UE UE UE UE BSL BSL UE BSL UE UE SSFM SSFM SSFM SSFM SSFM SSFM LSB LSB UE UE BSL BSL BSL BSL June 02, 2026 01:51:20pm June 02, UE UE UE UE LSB LSB LSB LSB LSB LSB LSBLSB SSFM SSFM SSFM SSFM LSB LSB UE LSB UE LSB BSL LSB LSB LSBLSB LSB BSL UE BSLBSL UE UE UE SSFM SSFM LSB SSFM SSFM C401 PHASING PLAN C401 PHASING LSBLSB UE UE Layout: UE UE SITE PHASING PLAN LSBLSB LSBLSB LSBLSB LSB UE UE SSFM SSFM UE SSFM SSFM UE UE UE UE UE LSB LSB UE UE UE UE UE UE BSL BSL BSL BSL UE BSL UE BSL UE BSL UE UE UE UE UE UE UE UE UE UE UE UE UE LSB LSB UE LSB LSB LSBUE UELSB UE UE UE ROW/E UE SSFM SSFM ROW/EUE SSFM UE ROW/E SSFM SSFM ROW/E SSFM SSFM ROW/E ROW/E ROW/E ROW/E SSFM SSFM SSFM ROW/E SSFM ROW/E ROW/E U.S. HIGHWAY 17 100' R.O.W. VPD = 44,000 ROW/E ROW/E ROW/E ROW/E ROW/E ROW/E ROW/E NORTH CAROLINA ROW/E ROW/E VPD = 3,600 3,600 = = VPD VPD ROW/E ROW/E ROW/E PREPARED FOR HAMPSTEAD WALMART - MASTER DEVELOPMENT PLANS - MASTER DEVELOPMENT WALMART HAMPSTEAD WALMART WALMART, INC. HAMPSTEAD Sheet Set: NORTH R PENDER COUNTY Rodriguez, Alex M. Rodriguez, SHEET NUMBER Know what's below. Callbefore you dig. C401 Plotted By: This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. Page 27 of 344 Plotted By:Rodriguez, Alex M. Sheet Set:HAMPSTEAD WALMART - MASTER DEVELOPMENT PLANS Layout:C901 SUPPLEMENTAL INFORMATION June 02, 2026 01:51:48pm K:\CHL_PRJ\015476 walmart\439 hampstead sup\02 - DWG\001-master development plan\plansheets\C501 - SUPP INFORMATION.dwg This document, togetherwith theconceptsand designspresented herein,asaninstrument ofservice,is intendedonlyfor thespecificpurpose andclientforwhich itwasprepared. Reuseofandimproper relianceon this documentwithout writtenauthorization andadaptation byKimley-Horn andAssociates,Inc. shallbewithout liabilitytoKimley-Horn andAssociates, Inc. KH PROJECT CONSTRUCTION 015476541 SHEET NUMBER HAMPSTEAD NOT FOR C901 DATE WALMART SUPPLEMENTAL 06/05/2026 SCALE AS SHOWN PREPARED FOR © 2026 KIMLEY-HORN AND ASSOCIATES, INC. DESIGNED BY JLH 200 SOUTH TRYON ST, SUITE 200, CHARLOTTE, NC 28202 INFORMATION PHONE: 704-333-5131 WALMART, INC. DRAWN BY JLH WWW.KIMLEY-HORN.COM NC LICENSE #F-0102 PENDER COUNTY NORTH CAROLINA CHECKED BY AMR No. REVISIONS DATE BY Page 28 of 344 Pender County MDP 2026-96 Mann Branch Duplex Master Development Plan Update TO: Technical Review Committee FROM: Madelynn Spencer DATE: July 2, 2026 SUBJECT: MDP 2026-96 Mann Branch Duplex Master Development Plan SUMMARY: • The applicant and owner, Trent Talbert, Managing Member Mann Branch Holdings, LLC, is requesting approval to construct a 10-lot duplex subdivision. Resulting in 20 dwelling units on 8.75 acres. • The subject property is located on the eastern side of Shaw Highway approximately 430 feet Northeast of Marble Drive and Shaw Highway intersection in the Holly township and may be further identified by Pender County PIN 3256-37-2447-0000. • Applicant/Owner: Trent Talbert, Managing Member Mann Branch Holdings, LLC • Case Planner: Madelynn Spencer, mspencer@pendercountync.gov, 910-259-1408 • Included Documents: 1. Application 2. Narrative 3. Site Plan ACTION REQUESTED: To review and provide comment on the request. Page 29 of 344 Pender County Planning and Community Development Planning Division 805 S. Walker Street Phone: 910-259-1202 PO Box 1519 Fax: 910-259-1295 Burgaw, NC 28425 www.pendercountync.gov Mann Branch Duplex Application Information Master Development Plan Case Number: MDP 2026-96 Application Type: Master Development Plan Applicant: Trent Talbert, Managing Member Mann Branch Holdings, LLC Owners: Trent Talbert, Managing Member Mann Branch Holdings, LLC Location: The subject property is located on the eastern side of Shaw Highway approximately 430 feet Northeast of Marble Drive and Shaw Highway intersection in the Holly township and may be further identified by Pender County PIN 3256-37-2447-0000. Property ID: 3256-37-2447-0000 Description: The applicant is requesting to construct a 10-lot duplex subdivision. Resulting in 20 dwelling units on 8.75 acres. Current Zoning: RP, Residential Performance Technical Review Committee Meeting: July 2nd, 2026 Application Materials Application Package Narrative Site Plan Page 30 of 344APPLICATION Page 31 of 344Page 32 of 344Page 33 of 344NARRATIVE Page 34 of 344 NC Firm C-1989, AL Firm CA - 4338 – E NC Reg. No. - 25572, AL Reg. No. - 32178 Mann Branch Residential Subdivision Project Narrative Project Data Project Name: Mann Branch SD Parcel No.: 3256-37-2447-0000 Parcel Size: 8.75 Acres Location: Shaw Highway, Rocky Point, NC Current Land Use: Vacant Proposed Use: Residential Sub Division Current Zoning: RP Applicant: Mann Branch Holdings, LLC 14889 US Hwy 17, Suite C Hampstead, NC 28443 Property Owner: Same Page 35 of 344 NC Firm C-1989, AL Firm CA - 4338 – E NC Reg. No. - 25572, AL Reg. No. - 32178 Project Description The applicant wishes to construct a 10-lot residential subdivision in the RP zoning district. The lots will have duplexes built on them and by the UDP the minimum lot size is 22,000 sf. The total number of dwelling units is 20. Lots will be served by individual wells (1 per duplex) and on-site septic systems. The allowable density is 3 dwelling units per acre. The plan proposes a density of 2.8 dwelling units per acre. The project will be a low-density stormwater project with vegetated swales. The total Built Upon Area will be less than the 24% NCDEQ threshold. A single pave cul-de-sac is planned as a private street in a 50 dedicated right of way. The cul-de- sac dimensions meet NCDOT and UDO dimensional requirements. Open space has been accounted for on the plan and totals 0.95 acres. The required open space is 0.6 acres. The estimated trip calculations show that the project is well below the threshold for a TIA. The project will require the following permits and approvals; 1. Pender County Planning Department MDP Approval 2. NCDOT Driveway Permit 3. NCDEQ Low Density Stormwater Permit 4. Erosion Control Permit Well and septic system approvals will follow MDP approval. A soils specialist has already been engaged, and the location and sizes of septic disposal areas follows his recommendations. The property is currently zoned RP and this is a BY Right Subdivision. Page 36 of 344SITE PLAN Page 37 of 344 MANN BRANCH SD ROCKY POINT, NC PENDER COUNTY LINE LEGEND LINE TYPE EXAMPLE EX. PROPERTY LINE LOT LINE RIGHT OF WAY ROW ROAD CENTERLINE EDGE OF PAVEMENT BACK OF CURB EXISTING TOPO PROPOSED TOPO R LIMITS OF DISTURBANCE LOD SEDIMENT FENCE SF Know what's below. WETLANDS WET Callbefore you dig. SS GRAVITY MAIN STORM DRAIN MAIN SS FORCE MAIN FM WATER LINE W SETBACK LINE ACCESS/UTILITY/DRAINAGE EASEMENT SM NC FIRM C-1989 AL FIRM CA-4338- E NC REG NO. 25572 AL REG NO. 32178 PRELIMINARY PLAN NOT FOR CONSTRIUCTION CAR TH OL R SSI IN O FE ON A N O A R L P SEAL M 025572 T I E C N R N SYMBOL LEGEND H G E A A INE L EL AL SYMBOL EXAMPLE C. G 5/18/26 LOT NUMBER 1 FIRE HYDRANT ASSEMBLY SS MANHOLE STORM DRAIN MANHOLE STORM DRAIN CURB INLET STORM DRAIN CATCH BASIN BEARING AND DISTANCE N 90°00'00" E 58.99' MICHAEL C. GALLANT, PE, PA SPOT ELEVATION ??? PO BOX 4039 -4.43% SURF CITY, NC 28445 SHEET FLOW ARROW 910-448-1046 INLET PROTECTION gallantmc@yahoo.com CHECK DAM NC FIRM#: C-1989 ENERGY DISSAPATER Sheet List Table Sheet Sheet Title SKIMMER BASIN PROJECT: Number MANN BRANCH SD C1.0 COVER PAGE FLARED END SECTION ROCKY POINT, NC C1.0 EXISTING COND AIR RELIEF VALVE C1.1 SITE PLAN GATE VALVE CLIENT: C2.0 GRADING PLAN MANN BRANCH HOLDINGS, LLC CHECK VALVE 14889 US HWY 17, SUITE C C2.1 ROAD PROF HAMPSTEAD, NC 28443 C2.2 BY-PASS SWALE PFROFILE TEMPORARY BLOW OFF C4.0 PAVING DETAILS C4.1 PAVING PLAN C6.2 MCG STANDARDS WET POND - EC SKIMMER BASIN AND CALCS C6.3 MCG STANDARDS WET POND - EC CALC SPR SHT 5/18/26 C1.0 PROJECT INFORMATION Page 38 of 344 0 50' 100' L2 OHP 0.01 ACRES WETLAND AREA DELINEATETION APPROVED BY USACE, GARY BEECHER 8//26/25 SM NC FIRM C-1989 AL FIRM CA-4338- E NC REG NO. 25572 AL REG NO. 32178 PRELIMINARY PLAN NOT FOR CONSTRIUCTION CAR TH OL R SSI IN O FE ON A N O A R L P SEAL M 025572 T I E C N R N H GINEE A AE LL L C. GA 5/18/26 MICHAEL C. GALLANT, PE, PA PO BOX 4039 SURF CITY, NC 28445 910-448-1046 gallantmc@yahoo.com NC FIRM#: C-1989 PROJECT: MANN BRANCH SD ROCKY POINT, NC CLIENT: MANN BRANCH HOLDINGS, LLC 14889 US HWY 17, SUITE C HAMPSTEAD, NC 28443 5/18/26 C1.0 EXISTING CONDITIONS Page 39 of 344 0 50' 100' L2 OHP 0.01 ACRES WETLAND AREA DELINEATETION APPROVED BY USACE, GARY BEECHER 8//26/25 361.63' 171.03' W 161.30' 25.17' 103.59' 216.42' W W N 3°21'08" W W 5 329.98' 111.32' OFF SITE SEPTIC/ 40,145 SF COMMON AREA N 3°55'07" W 75.55' 0.92 AC 136.52' S 2°59'43" E 4 136.88' S 21°40'21" W S 2°12'10" E 3 LOT 3 & 9 LOT 3 & 9 22,454 SF REPAIR AREA SEPTIC AREA 137.39' 2 12 22,198 SF 0.52 AC SM LOT 4 & 5 270.13' 26,582 SF 6,681 SF 0.51 AC NC FIRM C-1989 AL FIRM CA-4338- E SEPTIC AREA S 2°59'43" E S 85°38'31" W W 0+00 0.61 AC 0.15 AC 0' R:5 NC REG NO. 25572 AL REG NO. 32178 68.26' 0 0 0. .0 :5 2' L:5 0 SEPTIC AREA SEPTIC ' LOT 6 & 7 & 6 LOT REPAIR AREA REPAIR 7 3 LOT 6 & 7 & 6 LOT R . . 100.00' LOT 4 & 5 ' REPAIR AREA 1 1 SEPTIC AREA SEPTIC 9 306.30' 8 & 2 LOT COMMON 0 :4 1 REPAIR AREA REPAIR LOT 2 & 8 & 2 LOT N 58°25'08" E 1+00 .0 L ' 55.94' N 78°30'13" W 34,743 SF AREA 5 ' R:2 2 113.95' .0 0.80 AC 1 R 6 N 87°00'17" E L:2 L S 87°00'17" W : : 2+00 5 N 87°00'17" E 9+75.61 5 30,784 SF PRELIMINARY PLAN 2 186.79' 163.50' 9+00 0 . R:3 . 9 5 6.87' 56.70' 8+00 0 0.71 AC NOT FOR CONSTRIUCTION 4 S 87°05'32" W 7+00 0 ' 3+00 L:50.20' 6+00 ' S 87°03'09" W 5+00 H CARO T LI 4+00 9.44' L:2 R ESSIO N 1.0 45.14' O F N A N 87°00'13" E 3 ' N 61°46'39" W N O A ' 284.36' R L :2 4 P 147.07' R 5.0 L 6 SEAL 118.95' 0 :4 9. ' 152.20' 3 :4 0 S 85°38'39" W 025572 S 87°00'21" W ' R .34' L .0 W M : 0 T N 87°00'17" E 5 :5 IC E S 87°00'17" W 0.0 R N R N 5' H GINEE A 105.50' AE LL L C. GA 132.87' 5/18/26 N 3°00'37" W N 3°00'37" W S 2°59'43" E W 150.85' 7 8 125.80' S 2°59'43" E 150.95' 9 25,744 SF 47,834 SF 150.95' 10 22,196 SF 1.10 AC 11 0.59 AC 22,974 SF 0.51 AC SEPTIC AREA LOT 10 & 11 25,732 SF 0.53 AC 164.62' 0.59 AC W 367.32' LOT 10 & 11 176.12' REPAIR AREA 147.11' MICHAEL C. GALLANT, PE, PA W W 152.20' PO BOX 4039 200.11' SURF CITY, NC 28445 S 86°59'37" W W 910-448-1046 gallantmc@yahoo.com NC FIRM#: C-1989 PROJECT: MANN BRANCH SD ROCKY POINT, NC CLIENT: MANN BRANCH HOLDINGS, LLC 14889 US HWY 17, SUITE C HAMPSTEAD, NC 28443 5/18/26 C1.1 SITE PLAN Page 40 of 344 0 50' 100' L2 OHP 0.01 ACRES WETLAND AREA DELINEATETION APPROVED BY USACE, GARY BEECHER 8//26/25 361.63' 171.03' W 161.30' 25.17' 103.59' 3+76.39 LOD 216.42' W W LOD SF N 3°21'08" W LOD SF W LOD SF 5 329.98' SF 111.32' OFF SITE SEPTIC/ LODSF LODSF 40,145 SF COMMON AREA N 3°55'07" W LOD 75.55' 0.92 AC 136.52' SF SF S 2°59'43" E 4 136.88' S 21°40'21" W S 2°12'10" E 3 LOT 3 & 9 LOT 3 & 9 22,454 SF REPAIR AREA SEPTIC AREA 137.39' 2 12 22,198 SF 0.52 AC SM LOD LOT 4 & 5 3+00 270.13' SF 26,582 SF 6,681 SF 0.51 AC NC FIRM C-1989 AL FIRM CA-4338- E S 2°59'43" E SEPTIC AREA LOD TEMPORARY SKIMMER BASIN S 85°38'31" W WLOD 0+00 LOD SF 0.61 AC 0.15 AC 0' R:5 NC REG NO. 25572 AL REG NO. 32178 68.26' SKB 1 - SEE C6.0 FOR DETAIL 0 0 SF 0. .0 :5 2' L:5 0 SEPTIC AREA SEPTIC ' LOT 6 & 7 & 6 LOT REPAIR AREA REPAIR 7 3 LOT 6 & 7 & 6 LOT R . . 100.00' LOT 4 & 5 ' REPAIR AREA 1 1 SEPTIC AREA SEPTIC 9 306.30' LOD 8 & 2 LOT COMMON 0 :4 1 REPAIR AREA REPAIR (2) 24" HDPE N 12 LOT 2 & 8 & 2 LOT N 58°25'08" E 1+00 SF .0 L ' 55.94' N 78°30'13" W 34,743 SF AREA 5 ' CULVERTS R:2 2 113.95' .0 0.80 AC LOD 1 R 6 SF INV = 18.65 N 87°00'17" E L:2 L : : S 87°00'17" W SF 2+00 5 N 87°00'17" E 9+75.61 5 30,784 SF PRELIMINARY PLAN 2 SF 186.79' 163.50' 9+00 0 . R:3 . 9 5 6.8 56.70' 8+00 0 LOD 7' 0.71 AC NOT FOR CONSTRIUCTION 4 S 87°05'32" W 7+00 0 ' 3+00 L:50.20 ' SF ' 6+00 S 87°03'09" W 5+00 CAR TH OL LOD 2+00 I 4+00 9.44' L:2 R ESSIO N 1.0 45.14' O F N A N 87°00'13" E 3 ' N 61°46'39" W N O A SF ' 284.36' LOD R L :2 4 P 147.07' R 5.0 L 6 SEAL LOD 118.95' 0 :4 9. ' 152.20' 3 :4 0 S 85°38'39" W 025572 S 87°00'21" W ' R .34' L .0 W M SF : 0 T N 87°00'17" E 5 :5 IC E S 87°00'17" W 0.0 R N R N 5' H GINEE A 105.50' AE LL L C. GA (2) 24" HDPE N 12 SF CULVERTS 132.87' 5/18/26 INV = 18.75 N 3°00'37" W N 3°00'37" W S 2°59'43" E W 150.85' 7 8 125.80' S 2°59'43" E 150.95' 9 25,744 SF 47,834 SF 1+00 150.95' 10 SF 22,196 SF 1.10 AC LOD 11 0.59 AC 22,974 SF SF 0.51 AC SF LOD SEPTIC AREA LOT 10 & 11 25,732 SF 0.53 AC SF LOD SF LOD 164.62' 0.59 AC SF LOD SF LOD SF LOD SF LOD LOD 367.32' SF LOD W LOT 10 & 11 176.12' REPAIR AREA 147.11' MICHAEL C. GALLANT, PE, PA W W 152.20' PO BOX 4039 200.11' 0+00 SURF CITY, NC 28445 S 86°59'37" W W 910-448-1046 gallantmc@yahoo.com NC FIRM#: C-1989 PROJECT: PLURIS HAMPSTEAD WWTP NORTH WOLF POND RD HAMPSTEAD, NC 28443 CLIENT: PLURIS HAMPSTEAD, LLC PO BOX 297 HAMPSTEAD, NC 28443 5/18/26 C2.0 GRADING PLAN Page 41 of 344 L2 OHP 0.01 ACRES WETLAND AREA DELINEATETION APPROVED BY USACE, GARY BEECHER 8//26/25 361.63' 171.03' W 161.30' 25.17' 103.59' 3+76.39 LOD 216.42' W W LOD SF N 3°21'08" W LOD SF W LOD SF 5 329.98' SF 111.32' OFF SITE SEPTIC/ LODSF LODSF 40,145 SF COMMON AREA N 3°55'07" W LOD 75.55' 0.92 AC 136.52' SF SF S 2°59'43" E 4 136.88' S 21°40'21" W S 2°12'10" E 3 LOT 3 & 9 LOT 3 & 9 22,454 SF REPAIR AREA SEPTIC AREA 137.39' 2 12 22,198 SF 0.52 AC LOD LOT 4 & 5 3+00 270.13' SF 26,582 SF 6,681 SF 0.51 AC S 2°59'43" E SEPTIC AREA LOD TEMPORARY SKIMMER BASIN S 85°38'31" W WLOD 0+00 LOD SF 0.61 AC 0.15 AC 0' R:5 68.26' SKB 1 - SEE C6.0 FOR DETAIL 0 0 SF 0. .0 :5 2' L:5 0 SEPTIC AREA SEPTIC ' LOT 6 & 7 & 6 LOT REPAIR AREA REPAIR 7 3 LOT 6 & 7 & 6 LOT R . . 100.00' LOT 4 & 5 ' REPAIR AREA 1 1 SEPTIC AREA SEPTIC 9 306.30' LOD 8 & 2 LOT COMMON 0 :4 1 REPAIR AREA REPAIR (2) 24" HDPE N 12 LOT 2 & 8 & 2 LOT N 58°25'08" E 1+00 SF .0 L ' 55.94' N 78°30'13" W 34,743 SF AREA 5 ' CULVERTS R:2 2 113.95' .0 0.80 AC LOD 1 R 6 SF INV = 18.65 N 87°00'17" E L:2 L : : S 87°00'17" W SF 2+00 5 N 87°00'17" E 9+75.61 5 30,784 SF 2 SF 186.79' 163.50' 9+00 0 . R:3 . 9 5 6.8 56.70' 8+00 0 LOD 7' 0.71 AC 4 S 87°05'32" W 7+00 0 ' 3+00 L:50.20' 6+00 ' SF S 87°03'09" W 5+00 LOD 4+00 9.44' 2+00 L:21.0 45.14' N 87°00'13" E 3 ' N 61°46'39" W SF ' 284.36' LOD 147.07' R:25. 4 118.95' 0 L: .6 ' LOD 0 43 49 0 152.20' ' .3 L: 0 S 85°38'39" W S 87°00'21" W R 4' 0. W SF N 87°00'17" E :50 :5 S 87°00'17" W .05' R 105.50' (2) 24" HDPE N 12 SF CULVERTS 132.87' INV = 18.75 N 3°00'37" W N 3°00'37" W S 2°59'43" E W 150.85' 7 8 125.80' S 2°59'43" E 150.95' 9 25,744 SF 47,834 SF 1+00 150.95' 10 SF 22,196 SF 1.10 AC LOD 11 0.59 AC 22,974 SF SF 0.51 AC SF LOD SEPTIC AREA LOT 10 & 11 25,732 SF 0.53 AC SF LOD SF LOD 164.62' 0.59 AC SF LOD SF LOD SF LOD SF LOD LOD 367.32' SF LOD W LOT 10 & 11 176.12' REPAIR AREA 147.11' W W 152.20' 200.11' 0+00 S 86°59'37" W W SM NC FIRM C-1989 AL FIRM CA-4338- E NC REG NO. 25572 AL REG NO. 32178 PRELIMINARY PLAN NOT FOR CONSTRIUCTION MANN BRANCH COURT CARO TH L R SSI IN O FE ON A N O A R L 50 50 P SEAL M 025572 T I E C N R N H GINEE A AE LL L C. GA 5/18/26 45 45 PVI STA: 2+68.86 PVI ELEV: 30.56 A.D.: -1.67% 40 K: 89.69 40 150.00' FINISHED ROAD SURFCAE (CROWN) ELEV: 34.00 STA: 0+00.58 MICHAEL C. GALLANT, PE, PA 35 35 PVI STA: 5+30.19 PO BOX 4039 -1.28% BVCE: 31.52 BVCS: 1+93.86 PVI ELEV: 22.85 SURF CITY, NC 28445 A.D.: 3.18% 910-448-1046 EVCE: 28.35 EVCS: 3+43.86 K: 76.52 gallantmc@yahoo.com 243.08' 30 LP STA: 6+34.65 30 NC FIRM#: C-1989 LP ELEV: 23.10 -2.95% FINISHED ROAD SURFCAE (CROWN) 0 50' 100' EXISTING GRADE ELEV: 23.84 STA: 9+75.61 BVCE: 26.44 BVCS: 4+08.65 PROJECT: EVCE: 23.12 25 EVCS: 6+51.73 25 MANN BRANCH SD 0.22% ROCKY POINT, NC CLIENT: 20 20 MANN BRANCH HOLDINGS, LLC EXISTING GRADE 14889 US HWY 17, SUITE C HAMPSTEAD, NC 28443 (2) 24" HDPE N 12 CULVERTS 15 INV. IN = 18.75 15 INV. OUT = 18.65 5/18/26 C2.1 10 10 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 -1+00 ROAD PROFILE Page 42 of 344 L2 OHP 0.01 ACRES WETLAND AREA DELINEATETION APPROVED BY USACE, GARY BEECHER 8//26/25 361.63' 171.03' 161.30' 25.17' 103.59' 3+76.39 LOD 216.42' LOD SF N 3°21'08" W LOD SF LOD SF 5 329.98' SF 111.32' OFF SITE SEPTIC/ LODSF LODSF 40,145 SF COMMON AREA N 3°55'07" W LOD 75.55' 0.92 AC 136.52' SF SF S 2°59'43" E 4 136.88' S 21°40'21" W S 2°12'10" E 3 22,454 SF 137.39' 2 12 22,198 SF 0.52 AC LOD 3+00 270.13' SF 26,582 SF 6,681 SF 0.51 AC S 2°59'43" E LOD TEMPORARY SKIMMER BASIN S 85°38'31" W LOD 0+00 LOD SF 0.61 AC 0.15 AC 0' R:5 SF 68.26' SKB 1 - SEE C6.0 FOR DETAIL 0.0 0. :5 ' L 00 R 72 :53 ' . 100.00' 1 COMMON ' 1 .9 306.30' LOD (2) 24" HDPE N 12 0 :4 1 N 58°25'08" E 1+00 SF .0 L ' 55.94' N 78°30'13" W 34,743 SF AREA 5 ' CULVERTS R:2 2 113.95' .0 0.80 AC LOD 1 R 6 SF INV = 18.65 N 87°00'17" E L:2 L : : S 87°00'17" W SF 2+00 5 N 87°00'17" E 9+75.61 5 30,784 SF 2 SF 186.79' 163.50' 9+00 0 . R:3 . 9 5 6.8 56.70' 8+00 0 LOD 7' 0.71 AC 4 S 87°05'32" W 7+00 0 ' 3+00 L:50.20' 6+00 ' SF S 87°03'09" W 5+00 LOD 4+00 9.44' 2+00 L:21.0 45.14' N 87°00'13" E 3 ' N 61°46'39" W SF ' 284.36' LOD 147.07' R:25. 4 118.95' 0 L: .6 ' LOD 0 43 49 0 152.20' ' .3 L: 0 S 85°38'39" W S 87°00'21" W R 4' 0. SF N 87°00'17" E :50 :5 S 87°00'17" W .05' R 105.50' (2) 24" HDPE N 12 SF CULVERTS 132.87' INV = 18.75 N 3°00'37" W N 3°00'37" W S 2°59'43" E 150.85' 7 8 125.80' S 2°59'43" E 150.95' 9 25,744 SF 47,834 SF 1+00 150.95' 10 SF 22,196 SF 1.10 AC LOD 11 0.59 AC 22,974 SF SF 0.51 AC SF LOD 25,732 SF 0.53 AC SF LOD SF LOD 164.62' 0.59 AC SF LOD SF LOD SF LOD SF LOD LOD 367.32' SF LOD 176.12' 147.11' 152.20' 200.11' 0+00 S 86°59'37" W SM NC FIRM C-1989 AL FIRM CA-4338- E NC REG NO. 25572 AL REG NO. 32178 PRELIMINARY PLAN NOT FOR CONSTRIUCTION H CARO BY-PASS SWALE PROFILE T LI R SSI N O FE ON A N O A R L P SEAL 025572 40 40 M T I E C N R N H GINEE A AE LL L C. GA 5/18/26 35 35 30 30 MANNS BRANCH COURT PAVEMENT SURFACE MICHAEL C. GALLANT, PE, PA 25 25 PO BOX 4039 BY-PASS SWALE BOTTOM BY-PASS SWALE BOTTOM SURF CITY, NC 28445 910-448-1046 gallantmc@yahoo.com 20 20 NC FIRM#: C-1989 (2) 24" HDPE N 12 EXISTING GRADE CULVERTS PROJECT: 15 INV. IN = 18.75 15 MANN BRANCH SD INV. OUT = 18.65 ROCKY POINT, NC CLIENT: 10 10 MANN BRANCH HOLDINGS, LLC 14889 US HWY 17, SUITE C HAMPSTEAD, NC 28443 0 50' 100' 5 5 5/18/26 C2.2 0 0 0+00 1+00 2+00 3+00 4+00 5+00 -1+00 BY-PASS SWALE PROFILE Page 43 of 344PAVEMENT CROSS SECTION NOTES: FOR ROAD AREAS AS SHOWN ON THE PLAN A MINIMUM BASE COURSE OF 8" STBC, TYPE B COURSE SHALL BE USED. A PRELIMINARY MINIMUM PAVEMENT COURSE OF 1.5" S9.5B WILL BE INSTALLED AND A SECONDARY MINIMUM PAVEMENT COURSE OF 1.5" S9.5B WILL BE INSTALLED WHEN HEAVY CONSTRUCTION IS COMPLETE AT THE END OF THE PROJECT. IF SITE SOILS ARE OF A POOR QUALITY THEN THE THICKNESS AND TYPE OF BASE COURSE AND ASPHALT THICKNESS SHOULD BE INCREASED PER THE GUIDELINES IN THE NCDOT SUBDIVISION MANUAL. ALL SUBGRADE PERPARATION, BASE COURSE PLACEMENT AND COMPACTION AND ASPHALT PAVING SHALL ADHERE TO THE STANDARDS OF " DIVISION OF HIGHWAYS, BOARD OF TRANSPORTATION, SUBDIVISION ROADS MINIMUM CONSTRUCTION STANDARDS, JANUARY 1, 2010" OR THE MOST RECENT REVISION OF SAID DOCUMENT. THE PAVING CONTRACTOR IS RESPONSIBLE FOR ALL TESTING AND DATA ACCUMULATION FOR SUBGRADE, BASE AND PAVEMENT COMPACTION, DENSITY AND THICKNESS FOR THE PROJECT. THE CONTRACTOR WILL PRESENT ALL TESTING RESULTS AND DATA TO THE PROJECT ENGINEER FOR REVIEW PRIOR TO THE EXCEPTION OF THE WORK DONE. IF ANY PORTION OF THE PAVING DOES NOT MEET THE STANDARDS OUTLINED ABOVE, THAT PORTION OF THE PAVEMENT SHALL BE REPAIRED AND OR REPLACED TO THE ENGINEER'S SATISFACTION. THE PAVING CONTRACTION WILL WARRANTY THE PAVEMENT AGAISNTS CRACKING AND UNREASONABLE WEARING FOR ONE YEAR. ALL REPAIRS DURING THE WARRANTY PERIOD SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. COMPACTION REQUIRED FOR SUBGRADE IS 100%, COMPACTION REQUIRED FOR ABC BASE IS 98%. ALL SIDEWALKS TO BE 3000 PSI 28 DAY CONCRETE WITH COMPACT STONE UNDERLAYMENT SEE DETAIL ON THIS SHEET. DETECTABLE WARNING PLATES TO BE PLACED AT THE END OF ALL SIDEWALKS AND AT ALL SIDEWALK APRONS WHERE THEY INTERSECT ANY ROADWAY. ALL CURBING TO BE TYPE "STANDARD" CURB OF 3000 PSI 28 DAY CONCRETE PER DETAIL ON THIS SHEET. SM NC FIRM C-1989 AL FIRM CA-4338- E NC REG NO. 25572 AL REG NO. 32178 PRELIMINARY PLAN NOT FOR CONSTRIUCTION CAR TH OL R SSI IN O FE ON A N O A R L P SEAL M 025572 T I E C N R N H GINEE A AE LL L C. GA 3/20/26 MICHAEL C. GALLANT, PE, PA PO BOX 4039 MTP_SYMBOL MTP_SYMBOL SURF CITY, NC 28445 910-448-1046 MTP_SYMBOL MTP_SYMBOL gallantmc@yahoo.com MTP_SYMBOL MTP_SYMBOL NC FIRM#: C-1989 MTP_SYMBOL MTP_SYMBOL MTP_SYMBOL MTP_SYMBOL MTP_SYMBOL MTP_SYMBOL PROJECT: MTP_SYMBOL MTP_SYMBOL NORTH TOPSAIL LANDING PH I NC 210 SNEADS FERRY, NC 28460 CLIENT: TOPSAIL LANDING, LLC 5950 BERKSHIRE LANE, SUITE 800 DALLAS, TX 75225 3/20/26 C4.0 PAVING DETAILS Page 44 of 344 L2 0 50' 100' OHP 0.01 ACRES WETLAND AREA DELINEATETION APPROVED BY USACE, GARY BEECHER 8//26/25 361.63' 171.03' 161.30' 25.17' 103.59' 216.42' N 3°21'08" W 5 329.98' 111.32' OFF SITE SEPTIC/ 40,145 SF COMMON AREA N 3°55'07" W 75.55' 0.92 AC 136.52' S 2°59'43" E 4 136.88' S 21°40'21" W S 2°12'10" E 3 22,454 SF 137.39' 2 12 22,198 SF 0.52 AC 270.13' 26,582 SF 6,681 SF 0.51 AC S 2°59'43" E S 85°38'31" W 0+00 0.61 AC 0.15 AC 0' R:5 68.26' 0 0 0. .0 :5 ' L 0 R 72 :53 ' . 100.00' 1 COMMON ' 1 .9 306.30' 0 :4 1 N 58°25'08" E 1+00 .0 L ' 55.94' N 78°30'13" W 34,743 SF AREA 5 ' R:2 2 113.95' .0 6 0.80 AC 1 R N 87°00'17" E L:2 L 2+00 S 87°00'17" W : : 5 N 87°00'17" E 9+75.61 5 30,784 SF 2 186.79' 163.50' 9+00 0 . R:3 . 9 5 6.87' 56.70' 8+00 0 0.71 AC 4 S 87°05'32" W 7+00 0 ' 3+00 L:50.20' 6+00 ' S 87°03'09" W 5+00 4+00 9.44' L:21. N 87°00'13" E 03 N 61°46'39"45.14' W ' ' 284.36' 147.07' R:25. 4 118.95' 0 L: .6 ' 0 43 49 0 152.20' ' .3 L: 0 S 85°38'39" W S 87°00'21" W R 4' 0. SM N 87°00'17" E :50 :5 S 87°00'17" W .05' R 105.50' NC FIRM C-1989 AL FIRM CA-4338- E NC REG NO. 25572 AL REG NO. 32178 132.87' N 3°00'37" W N 3°00'37" W S 2°59'43" E 150.85' 7 8 125.80' S 2°59'43" E 150.95' 9 25,744 SF 47,834 SF 150.95' PRELIMINARY PLAN 10 22,196 SF 1.10 AC 11 0.59 AC NOT FOR CONSTRIUCTION 22,974 SF 0.51 AC 25,732 SF 0.53 AC H CARO T LI 164.62' R SSI N 0.59 AC O FE ON A N O A R L P 367.32' SEAL M 025572 T I E C N R N 176.12' H GINEE A AE LL 147.11' L C. GA 152.20' 200.11' 5/18/26 S 86°59'37" W 2685 SQ YARDS OF ASPHALT PAVEMENT MICHAEL C. GALLANT, PE, PA PO BOX 4039 SURF CITY, NC 28445 910-448-1046 gallantmc@yahoo.com NC FIRM#: C-1989 Cut Slope Layout Mode Mode Layout Slope Cut PROJECT: MANN BRANCH SD ROCKY POINT, NC EL: 0.00EL: 0.00 OFST: 11.00' OFST: -11.00' ELEV: -0.22 ELEV: -0.22 OFST: -25.00' OFST: -17.00' OFST: -17.00' OFST: -25.00' ELEV: -0.34 ELEV: -0.34 ELEV: -0.34 ELEV: -0.34 -2.00% -2.00% -2.00% -2.00% 3:1 6' SHOULDER 6' SHOULDER 3:1 CLIENT: 3:1 3:1 SECTION SECTION MANN BRANCH HOLDINGS, LLC SEE C6.0 FOR SEE C6.0 FOR 14889 US HWY 17, SUITE C BOTTOM WIDTH AND BOTTOM WIDTH AND HAMPSTEAD, NC 28443 DEPTH DEPTH TYPICAL ROAD AND SWALE CROSS SECTION Fill Slope Layout Mode SEE C4.0 FOR ASPHALT, BASE COURSE AND PAVING SPECIFICATIONS Mode Layout Slope Fill NTS 5/18/26 C4.1 PAVING PLAN Page 45 of 344Construction Sequence MAINTENANCE PLAN SKIMMER BASIN NOTES: 1. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY 1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING A Pre construction meeting with surveyor, grading contractor, owners and Engineer. AND OPERATION FOLLOWING EVERY RUNOFF-PRODUCING RAINFALL, BUT IN NO CASE, HIGH AMOUNTS OF ORGANIC MATTER,AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONAL MATERIAL TO THE DESIGNATED NCDEQ staff will be invited to the meeting and notified prior to any land disturbing LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO DISPOSAL AREA. activities commencing. MAINTAIN ALL PRACTICES AS DESIGNED. 2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONAL A meeting will take place involving all parties involved in the construction process. 2. ALL CONSTRUCTION ENTRANCES WILL BE PERIODICALLY TOP-DRESSED WITH AN MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 INCHES TO ALLOW The soil erosion and storm water plans will be discussed, as well as the sequence ADDITIONAL 2 INCHES OF #4 STONE TO MAINTAIN PROPER DEPTH. ANY SEDIMENT THAT IS FOR SETTLEMENT. and BMP’s to be in place before, during and after construction. TRACKED INTO THE STREET WILL BE IMMEDIATELY REMOVED. 3. CONSTRUCT THE OUTLET SECTION OF THE EMBANKMENT. PROTECT THE CONNECTION BETWEEN THE RIPRAP AND THE SOIL FROM PIPING BY 3. DURING THE ESTABLISHMENT PERIOD, CHECK GRASS-LINED CHANNELS AFTER EVERY USING FILTER FABRIC OR A KEYWAY CUTOFF TRENCH BETWEEN THE RIPRAP STRUCTURE AND SOIL. First 20 Acre Disturbance RAINFALL. AFTER GRASS IS ESTABLISHED, PERIODICALLY CHECK THE CHANNEL: CHECK - PLACE THE FILTER FABRIC BETWEEN THE RIPRAP AND THE SOIL. EXTEND THE FABRIC IT AFTER EVERY HEAVY RAINFALL EVENT. IMMEADIATELY MAKE REPAIRS. IT IS ACROSS THE SPILLWAY FOUNDATION AND SIDES TO THE TOP OF THE DAM; OR 1. Temporary Gravel Construction Entrance/Exit PARTICULARLY IMPORTANT TO CHECK THE CHANNEL OUTLET AND ALL ROAD - EXCAVATE A KEYWAY TRENCH ALONG THE CENTER LINE OF THE SPILLWAY FOUNDATION A temporary gravel construction entrance/exit will be installed at the entrance to CROSSININGS FOR BANK STABILITY AND EVIDENCE OF PIPING OR SCOUR HOLES. REMOVE EXTENDING UP THE SIDES TO THE HEIGHT OF THE DAM. THE TRENCH SHOULD BE AT the site. ALL SIGNIFICANT SEDI-MENT ACCUMULATIONS TO MAINTAIN THE DESIGNED CARRYING LEAST 2 FEET DEEP AND 2 FEET WIDE WITH 1:1 SIDE SLOPES. CAPACITY. KEEP THE GRASS IN A HEALTHY, VIGOROUS CONDITION AT ALL TIMES, SINCE 4. CLEAR THE POND AREA BELOW THE ELEVATION OF THE CREST OF THE SPILLWAY TO FACILITATE SEDIMENT CLEANOUT. 3. Sediment Fencing IT IS THE PRIMARY EROSION PROTECTION FOR THE CHANNEL. 5. ALL CUT AND FILL SLOPES SHOULD BE 2:1 OR FLATTER. A sediment fence will be erected around the project boundaries as shown on the 4. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES .5 6. ENSURE THAT THE STONE (DRAINAGE) SECTION OF THE EMBANKMENT HAS A MINIMUM BOTTOM WIDTH OF 3 FEET AND MAXIMUM SIDE SLOPES plan. This fence will stay in place until the tract is stabilized with suitable ground FEET DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE REPAIRED AS NECESSARY TO OF 1:1 THAT EXTEND TO THE BOTTOM OF THE SPILLWAY SECTION. cover and all grading is complete. MAINTAIN A BARRIER. SILT FENCE STAKES WILL BE SPACED 6 FEET APART UNLESS A WIRE 7. CONSTRUCT THE MINIMUM FINISHED STONE SPILLWAY BOTTOM WIDTH, AS SHOWNON THE PLANS, WITH 2:1 SIDE SLOPES EXTENDING TO THE BACKING IS USED WITH 8 FOOT STAKE SPACING. TOP OF THE OVER FILLED EMBANKMENT. KEEP THE THICKNESS OF THE SIDES OF THE SPILLWAY OUTLET STRUCTURE AT A MINIMUM OF 21 4. Skimmer Sediment Basin for Connector Road 5. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED INCHES. THE WEIR MUST BE LEVEL AND CONSTRUCTED TO GRADE TO ASSURE DESIGN CAPACITY. Skimmer sediment basins will be constructed as shown on the plan. ACCORDING TO THE SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN A 8. MATERIAL USED IN THE STONE SECTION SHOULD BE A WELL-GRADED MIXTURE OF STONE WITH A D50 SIZE OF 9 INCHES (CLASS B EROSION VIGOROUS, DENSE VEGETATIVE COVER. STABILIZATION NOTES ALL DISTURBED AREAS CONTROL STONE IS RECOMMENDED) AND A MAXIMUM STONE SIZE OF 14 INCHES. TEH STONE MAY BE MACHINE PLACED AND THE SMALLER STONES 5. Land Grading WILL BE STABILIZED WITHIN 7 DAYS OF CEASE OF ANY PHASE OF ACTIVITY. THIS WORKED INTO THE VOIDS OF THE LARGER STONES. THE STONE SHOULD BE HARD, ANGULAR, AND HIGHLY-WEATHER RESISTANT. Clearing of the borrow area and excavating the borrow pit and stockpiling of material INCLUDES SLOPES, SWALES, STOCKPILES AND ANY OTHER UNSTABILIZED AREAS. 9. DISCHARGE INLET WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET as shown on the plan will commence. This material will be used for constructing the PROTECTION TO DIVERT SEDIMENT-LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY. connector road and the wetland crossing. 10. ENSURE THAT THE STONE SPILLWAY OUTLET SECTION EXTENDS DOWNSTREAM PAST THETOE OF THE EMBANKMENT UNTIL STABLE CONDITIONS ARE REACHED AND OUTLET VELOCITY IS ACCEPTABLE FOR THE RECEIVING STREAM. KEEP THE EDGES OF THE STONE OUTLET SECTION FLUSH 6. Wetland Crossing WITH THE SURROUNDING GROUND, AND SHAPE THE CENTER TO CONFINE THE OUTFLOW STREAM. After initial clearing of the connector road route the crossing culverts will be placed. 11. DIRECT EMERGENGY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS SO THAT FLOW WILL NOT DAMAGE THE EMBANKMENT. Fill will be placed around the culverts in order to anchor them in place while the retaining 12. STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP IMMEADIATELY walls are constructed. After the retaining walls are complete then the final backfill of the AFTER CONSTRUCTION. crossing can be completed. Final grading of the connector road and placing of the gravel 13. SHOW THE DISTANCE FROM THE TOP OD THE SPILLWAY TO THE SEDIMENT CLEANOUT LEVEL (1/2 THE DESIGN DEPTH) ON THE PLANS AND road surface will be completed prior to final stabilization of the area. MARKED IN THE FIELD. 14. INSTALL POROUS BAFFLES AS SPECIFIED ON THE PLAN. 7. Removal of Skimmer Basins from Roadside Swales MAINTENANCE: After the connector road has been stabilized, the six skimmer basins at the outlets of 1. INSPECT SKIMMER BASIN AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT AND the roadside swales can be removed and the areas graded, and the energy dissipaters can be redressed. ENERGY DISSAPATOR DETAIL FOR THE EMERGENCY SPILLWAY AND WET POND REPAIR IMMEADIATELY. REMOVE SEDIMENT, AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA, AND REPLACE THE Second 20 Acre Disturbance OUTLET NOT TO SCALE PART OF THE GRAVEL FACING THAT IS IMPAIRED BY SEDIMENT. 2. CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A 1. Sediment Fence MINIMUM OF 1.5 FEET BELOW THE LOW POINT OF THE EMBANKMENT. IMMEADIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHLY A sediment fence will be erected around the project boundaries as shown on the LA ABOVE DESIGN GRADE. ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEADIATELY. plan. This fence will stay in place until the tract is stabilized with suitable ground 3. AFTER ALL SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT. cover and all grading is complete. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS, AND STABILIZE PROPERLY. 2. Skimmer Sediment Basin A skimmer sediment basin will be constructed as shown on the plan. This basin will serve as a wet detention basin as a stormwater BMP. SM DO LENDTH, L NC FIRM C-1989 AL FIRM CA-4338- E 3. Land Grading - Practice 6.02 NC REG NO. 25572 AL REG NO. 32178 Filling of the lot will begin and allow the final grades to be set. SECTION B-B W 4. Utility Installation Underground utilities are to be installed and swales and other BMP’s are to be repaired as soon as possible. Reseeding of areas disturbed by utility work is to take place no later than 21 days after installation is complete. Note that the Temporary Diversion Ditches can be removed once the stormwater collection CAR TH OL system has been installed. R SSI IN O FE ON A OUTLET STRUCTURE N O PRELIMINARY PLAN A R L 5. Inlet Stabilization Structure P SEAL BAFFLE BAFFLE BAFFLE 025572 NOT FOR CONSTRIUCTION Inlet stabilization is to be constructed as shown on the plan. SECTION A-A M T I E C N R N PLAN VIEW H GINEE A AE LL A L C. GA 6. Paving A Proposed roads will be paved as shown on the plan. NOTES: SEE SPREADSHEET ON C6.3 FOR DISSAPATER 5/18/26 ALL SIDE SLOPES TO BE 2:1 MINIMUM. 6" RIP DIMENSIONS Q10. W, LA AND DO 7. Surface Stabilization RAP, 18" THICK WITH 3" OF ABC STONE RIP RAP EMRGENCY WIDTH, W All disturbed surfaces that are not paved are to be stabilized according to the UNDERLAYMENT. DETAIL APLIES FOR WING SPILLWAY, 8' WIDE vegetative plan. WAL INLETS AND OUTLETS AND ENERGY DISSIPATOR AT WET POND OUTLET. APRON 8. Sediment removal from Stormwater BMP and Removal of Sediment Fence WIDTH AND LENGTH DESIGNED USING FIG After all areas have been stabilized the sediment shall be removed from the 806.B.1-3 IN MANUAL (PAGE 8.06.4. WHERE Basin prior to its being put into service as a storm water BMP. All sediment will be DISSIPATOR IS IN OR PART OF A CHANNEL removed from behind the sediment fence and the fencing will then be removed from the site. THE WIDTH IS TO EXTEND TO THE TOP OF THE CHANNEL. 3" PVC OUTLET PIPE TOP OF BERM, 6" ABOVE GRADE MICHAEL C. GALLANT, PE, PA EMERGENCY SPILLWAY BAFFLE BAFFLE BAFFLE PO BOX 4039 3" ABOVE GRADE SURF CITY, NC 28445 PROPOSED GRADE 910-448-1046 gallantmc@yahoo.com NC FIRM#: C-1989 INLET SWALE DEPTH, D PROJECT: MANN BRANCH SD ROCKY POINT, NC FAIRCLOTH SKIMMER TYP. CLIENT: MANN BRANCH HOLDINGS, LLC SECTION A-A 14889 US HWY 17, SUITE C TEMPORARY SKIMMER BASIN DETAIL HAMPSTEAD, NC 28443 NTS NOTE: SEE SKIMMER BASIN CALCULATIONS ON C6.3 FOR BASIN DIMENSIONS. SKIMMER BASINS TO BE FILLED IN AND GRADED TO SWALE DIMENSIONS FOR THE CORRESPONDING SWALES PER THE CALCULATIONS ALSO ON THIS SHEET 5/18/26 C6.2 ONCE THE UPSTTREAM AREAS DRAING T THE SKIMMER BASIN HAVE BEEN STABILIZED AND GRADING IS COMPLETE. EROSION CONTROL CALCULATIONS/ SKIMMER BASIN DETS Page 46 of 344 SM NC FIRM C-1989 AL FIRM CA-4338- E NC REG NO. 25572 AL REG NO. 32178 PRELIMINARY PLAN NOT FOR CONSTRIUCTION CAR TH OL R SSI IN O FE ON A N O A R L P SEAL M 025572 T I E C N R N H GINEE A AE LL L C. GA 5/18/26 MICHAEL C. GALLANT, PE, PA PO BOX 4039 SURF CITY, NC 28445 910-448-1046 gallantmc@yahoo.com NC FIRM#: C-1989 PROJECT: MANNS BRANCH SD ROCKY POINT, NC CLIENT: MANN BRANCH HOLDINGS, LLC 2213 WASHINGTON ACRES RD HAMPSTEAD, NC 28443 5/18/26 C6.3 EROSION CONTROL CALCULATIONS/ SKIMMER BASIN DETS Page 47 of 344 Pender County MDP 2026-97 Wyndwater Mixed-Use Master Development Plan Revision Update TO: Technical Review Committee FROM: Madelynn Spencer DATE: July 2, 2026 SUBJECT: MDP 2026-97 Wyndwater Mixed-Use Master Development Plan Revision SUMMARY: • Signature Top Sail NC, LP, applicant and owner, is requesting the approval of a Master Development Plan Revision (MDP) to add 3 single-family detached lots and additional commercial uses to the approved MDP. The MDP revision also modifies approximately 5.69 acres of the previously approved Phase 12 Future Development. From the 5.69 acres, approximately 2.06 acres of land will be removed from the Wyndwater MDP and will be exchanged for 0.26 acres of property with the neighboring Topsail Greens HOA. The 0.26 acres will then turn into open space for the Phase 7 single-family-attached homes. The remainder of approximately 3.63 acres of the Phase 12 will become 3 single-family detached lots. The approved project, known as Wyndwater, was previously approved for 528 single- family attached homes and 68,800 square feet of commercial space. • The subject property is located approximately 1,500 feet Northeast of US Highway 17 and Sloop Point Loop Rd intersection in the Topsail Township and may be further identified by Pender County PIN 4204-84-9111-0000. • Applicant/Owner: Signature Top Sail NC, LP • Case Planner: Madelynn Spencer, mspencer@pendercountync.gov, 910-259-1408 • Included Documents: 1. Application 2. Narrative 3. Site Plan 4. Net Density Calculations ACTION REQUESTED: To review and provide comment on the request. Page 48 of 344 Pender County Planning and Community Development Planning Division 805 S. Walker Street Phone: 910-259-1202 PO Box 1519 Fax: 910-259-1295 Burgaw, NC 28425 www.pendercountync.gov Wyndwater Mixed Use Application Information Master Development Plan Revision Case Number: MDP 2026-97 Application Type: Master Development Plan Revision Applicant: Signature Top Sail NC, LP Owners: Signature Top Sail NC, LP Location: The subject property is located approximately 1,500 feet northeast of US Highway 17 and Sloop Point Loop Rd intersection in the Topsail Township. Property ID: 4204-84-9111-0000 Description: Signature Top Sail NC, LP, applicant and owner, is requesting the approval of a Master Development Plan Revision (MDP) to add 3 single-family detached lots and additional commercial uses to the approved MDP. The MDP revision also modifies approximately 5.69 acres of the previously approved Phase 12 Future Development. From the 5.69 acres, approximately 2.06 acres of land will be removed from the Wyndwater MDP and will be exchanged for 0.26 acres of property with the neighboring Topsail Greens HOA. The 0.26 acres will then turn into open space for the Phase 7 single- family-attached homes. The remainder of approximately 3.63 acres of the Phase 12 will become 3 single- family detached lots. The approved project, known as Wyndwater, was previously approved for 528 single-family attached homes and 68,800 square feet of commercial space. Current Zoning: PD, Planned Development Technical Review Committee Meeting: July 2nd, 2026 Application Materials Application Package Narrative Site Plan Net Density Calculations Page 49 of 344APPLICATION Page 50 of 344Page 51 of 344 PD/RM Master Development Plan Pre-submittal Meeting Submit Complete Application and Materials Planning Staff Review TRC Review (Comments sent to Applicant per Section 6.1) Planning Staff and TRC comments addressed Planning Board Decision Rendered Planning Board Conditions Implemented on Plan Zoning Approval Issuance Submittal for Major Site Plan or Preliminary Plat Page 52 of 344Specific requirements can be found in Section 6.1 of the Pender County Unified Development Ordinance Master Development Plan – Mixed Use Districts Specific Requirements 1. Requirements a. A land use plan b. Boundaries of existing environmental features as defined c. The proposed location of entrances to the development d. Proposed parking areas. e. The proposed location, arrangement, and right-of-way widths of roads and streets, including roads and streets -providing access to adjoining parcels f. The use of adjoining parcels and the location of adjoining streets and utilities g. The approximate location of sewer h. Letter of intent for wastewater connection to package plant i. The approximate location of water mains j. Wastewater disposal method k. Water source with statements l. A conceptual plan for stormwater management m. The proposed location and arrangement of all streets n. Estimated AM and PM Peak Hour Trips per the Institute of Transportation Engineers Trip Generation Manual. o. A Traffic Impact Analysis is required when the development generates 100 trips in the morning or peak hours or 1,000 trips per day. The Traffic Impact Analysis must state the dates and times the counts were conducted. p. The location and treatment proposed for all historical structures q. Timing of construction for all amenities 2. Roadways a. Public roadways - Built to NCDOT Subdivision Roads Minimum Construction Standards b. Private roadways - All designated private streets designed and constructed in compliance with the current NCDOT Subdivision Roads Minimum Construction Standards c. Private streets will be subject to requirements to construct public collector streets under any of the following conditions (per Section 7.5.3.C) - Dimension of more than 5280 ft. - -Any street in the subdivision has the potential to serve more than 200 residential or commercial units - -Access to any lot or unit in the subdivision is more than 5280 ft. by a private street to a public street - -Existing public streets have been dedicated or constructed to the property line of the subdivision - -Access to adjacent properties will be hindered as a result of private streets being allowed in the subdivision 3. Access (per Section7.4) a. All lots shall have direct or indirect access to a public street, private street, or private access easement. b. Access must provide a reasonable means of ingress and egress for emergency vehicles as well as for all those likely to need or desire access to the property in its intended use. 4. Public and Private Street Design (per Section 7.5.1) a. Adjoining street systems, b. Existing, planned and proposed streets, topographic, drainage and other natural features of the property, c. Continuity in existing streets and proposed streets, Page 53 of 344Specific requirements can be found in Section 6.1 of the Pender County Unified Development Ordinance d. Adequate right-of-way for collector streets e. Reasonable access provided to adjacent properties for development f. Street intersections are directly aligned if possible. g. If not aligned not offset centerline to centerline by not less than 125 ft. h. Intersect as nearly as possible at right angles i. Permanent dead end streets (cul-de-sacs) or temporary dead end (stub) streets are longer than 1,000 ft. j. Street name approval from the Pender County Addressing Coordinator. k. Sight triangles as required in the NCDOT 5. Buffers (8.2 please refer to Section 4.15 of the Pender County UDO) a. Along all boundaries adjacent to a street Buffer A b. Along all boundaries adjacent to single family residential uses or residential lots with a parcel size of less than 1 acre and when a single family structure is within 50’ of the boundary of the development Buffer C c. Along all other boundaries Buffer B d. -Boundaries and location of common open space, with the percentage of the total acreage of the site to be common open space. 6. Housing Types (per Section 4.15) 7. Residential Dimensional Requirements a. Front Setbacks b. Side Setback c. Rear Setbacks d. Corner Setbacks e. Building Height f. Structure Separation g. Minimum Chord distance h. Minimum lot width 8. Commercial Dimensional Requirements a. Front Setbacks b. Side Setback c. Rear Setbacks d. Corner Setbacks e. Building Height f. Structure Separation g. Minimum Chord distance h. Minimum lot width 9. Density a. Non-Residential Acreage b. Wetlands Acreage c. Passive Open space Acreage d. Active Open Space Acreage e. Right of Way Acreage f. Total Units g. Developable Land h. Net Density 10. Open Space Labeled Cleary with Acreages (per Section 7.6) a. Open Space b. Passive Open Space c. Active Open Space Page 54 of 344 Pender County Planning and Community Development Planning Division 805 S. Walker Street Phone: 910-259-1202 PO Box 1519 Fax: 910-259-1295 Burgaw, NC 28425 www.pendercountync.gov MASTER DEVELOPMENT PLAN Prior to submission of a preliminary master development plan for approval, the applicant shall request a pre- application review conference with the County staff. 1. The purpose of the pre-application conference shall be to discuss the proposal in relation to the requirements of the Land Use Plan and UDO and to obtain advice on the preparation of the master development plan. 2. At the pre-application conference, the applicant shall provide a land use plan describing the following: a. The general location of the site. b. The general location of proposed roads. c. The general location of proposed uses, environmental areas, housing types or open space. d. The uses on adjoining properties. e. Utility requirements. The purpose of the master development plan (MDP) is to promote orderly and planned development of property within Pender County. It is the purpose of the MDP to ensure that such development occurs in a manner that suits the characteristics of the land, is harmonious with adjoining property, is in substantial compliance with the goals and policies of the adopted Land Use Plan, and is in the best interest of the general public. The MDP shall be used to illustrate the characteristics of the property proposed for development and of surrounding properties. *See Figures 2 and 3 at the end of Section 3.4, Pender County UDO for an illustrative process 1. The MDP shall at least include all contiguous land under single or common ownership in the above zoning districts. 2. A preliminary MDP may be submitted with an application for a conditional rezoning but shall not be considered binding until approval of a final MDP. Waivers to MDP – Residential Districts The Administrator may waive the requirements of a MDP in the Residential Districts if the proposed development contains all of the following criteria: 1. Contains ten (10) or less traditional detached single-family dwelling units; 2. Is not an integral portion of a property proposed or planned for future development or subdivision; 3. Is planned to be developed in a manner that is harmonious with surrounding properties and land uses; and 4. Does not substantially affect the purpose and intent of its zoning district and the intent of this article. Waivers to MDP – Commercial and Industrial Districts The Administrator may waive the requirement of a MDP in the Commercial and Industrial Districts if the proposed development contains all of the following criteria: 1. If the proposed subdivision or development is less than five (5) acres in size; 2. Includes no new streets, roads or rights-of-way, does not further extend any existing or dedicated street, road or rights-of-way and does not significantly change the layout of any existing or dedicated street, road or rights-of-way; 3. Is not an integral portion of a property proposed or planned for future development or subdivision; 4. That such development is limited to one individual parcel and one single use in accordance with Section 5.2. Page 55 of 344Page 56 of 344NARRATIVE Page 57 of 344 GSP CONSULTING June 3, 2026 Pender County Planning and Community Development 805 S. Walker Street Burgaw, NC 28425 Re: Wyndwater Master Development Plan Project Narrative This MDP Revision modifies the commercial area fronting Hwy 17 by adding potential uses from the previously approved Medical Offices and Retail and by modifying the Topsail Plantation Right of Way from a 60’ right of way to a 40’ Private Right of Way. This MDP Revision also modifies the approximately 5.69 acres of PIN-4204-84-9111-0000 that was previously listed as Future Development. 2.06 acres of this land is being removed from the Wyndwater MDP and is being used as a land swap for PIN-4204-85-1028-0000 (0.26 acres) which is owned by the Topsail Greens HOA and is directly adjacent to Phase 7 and the Topsail Plantation Right of Way. The remaining 3.63 acres is now being called Phase 12 and will consist of 3 single family lots located off a 45’ Access Easement that connects to Topsail Plantation Drive. The commercial area for this development is divided into 3 Tracts. Tract 1is located north of Topsail Plantation Drive and directly east of US HWY 17 and consists of 2.02 acres. Tract 2is located north of Topsail Plantation Drive and directly east of Tract 1 and west of the Phase 11 Townhomes and consists of 2.28 acres. Tract 3is located south of Topsail Greens Drive, and directly east of US HWY 17 and consists of 3.12 acres. Previously Approved Allowable Uses NAICS Code Use 443 Electronics and Appliance Stores 445 Food and Beverage Stores 446 Health and Personal Care Stores 447 Gasoline Stations 448 Clothing and Clothing Accessory Stores 451 Sporting Goods, Hobby, Book, and Music Stores 453 Miscellaneous Store Retailers 454 Non-Store Retailers 54 Professional, Scientific, and Technical Offices 621 Ambulatory Health Care Services Proposed Additional Allowable Uses NAICS Code Use 441 Motor Vehicle & Parts Dealers 442 Furniture and Home Furnishings Stores 452 General Merchandise Stores 4571 Gasoline Stations (Including with Convenience Stores) 6244 Child Care Center 7221 Full Service Restaurants 7222 Limited Service Eating Places 7223 Special Food Service 7224 Drinking Places (Alcoholic Beverages) 7225 Restaurants and Other Eating Places 8111 Automotive Repair and Maintenance 713940 Fitness & Recreational Sports Centers 205 Brackish Run #306, Wilmington, North Carolina 28411 tel: 910-442-7870 email: gpape@gsp-consulting.com Page 58 of 344 GSP CONSULTING Based on the development containing a total of 531 residential units (previously approved for 529 residential units) the required open space (0.03 ac./unit) is 15.93 ac. The current MDP Revision contains 34.73 ac. of open space which is more than double of which is required. Based on the required amount of open space the Net Density for the development equates to 3.98 units per acre. 205 Brackish Run #306, Wilmington, North Carolina 28411 tel: 910-442-7870 email: gpape@gsp-consulting.com Page 59 of 344SITE PLAN Page 60 of 344Page 61 of 344Page 62 of 344Page 63 of 344Page 64 of 344Page 65 of 344Page 66 of 344Page 67 of 344Page 68 of 344Page 69 of 344Page 70 of 344Page 71 of 344Page 72 of 344Page 73 of 344Page 74 of 344Page 75 of 344Page 76 of 344Page 77 of 344Page 78 of 344Page 79 of 344Page 80 of 344Page 81 of 344Page 82 of 344 Wyndwater Density Calculations Page 83 of 344 Wyndwater Master Development Plan Total Acreage 204.16 Non-Residential Acreage 7.41 Wetlands Acreage 4.34 Right of Way Acreage 28.47 Active 21.04 Passive 13.69 Total Units 531 Developable Land 133.54 Net Density 3.98 Page 84 of 344 Pender County SDP 2026-586 Coastal Beverage Expansion Major Site Development Plan Update TO: Technical Review Committee FROM: Sean Olds DATE: July 2, 2026 SUBJECT: SDP 2026-586 Coastal Beverage Expansion Major Site Development Plan SUMMARY: • Rick A. Moore, applicant, on behalf of Coastal Beverage Co. Inc., owner, is requesting approval of a Major Site Development Plan to construct an additional 104,000 sq.ft. warehouse for storage, an access service road and additional parking for the existing development. This addition will disturb 5.75 out of 27.92 acres in the GI, General Industrial, zoning district in the Grady Township. • Location: The property is located on the northwest corner of US Hwy 421 and Quality in the Pender Commerce Park. The parcels may be further identified by Pender County PIN: 2291- 96-3830-0000. • Address: 461 N. Corporate Drive • Applicant: Rick A. Moore • Owner: Coastal Beverage Co. Inc. • Case Planner: Sean Olds, solds@pendercountync.gov , 910-259-0231 • Included Documents: o Application o Site Plan ACTION REQUESTED: To review and provide comment on the request. Page 85 of 344 Pender County Planning and Community Development Planning Division 805 S. Walker Street Phone: 910-259-1202 PO Box 1519 Fax: 910-259-1295 Burgaw, NC 28425 www.pendercountync.gov Application Information Coastal Beverage Expansion Major Site Development Plan Case Number: SDP 2026-586 Application Type: Major Site Development Plan Applicant: Rick A. Moore Owners: Coastal Beverage Co. Inc. Location: The property sits on the southwest corner of US Hwy 421 and Quality Way, the current site of Coastal Beverage in the Pender Commerce Park in the Grady township. Property ID: 2291-96-3830-0000 Description: The applicant requests to add an additional 104,000 sq. ft. of warehouse storage to the Coastal Beverage facility. The applicant also seeks to build an access service road around the expansion, adding more parking for delivery trucks. Current Zoning: GI, General Industrial Technical Review Committee Meeting: July 2nd, 2026 Application Materials Application Package Site Plan Page 86 of 344Page 88 of 344Page 89 of 344SDP 2026-586 Site Plan Page 90 of 344 COASTAL BEVERAGE COASTAL BEVERAGE TRC SUBMITTAL PENDER COUNTY, NORTH CAROLINA 06/05/2026  Certification of Submission A copy of this plat has been submitted. Approval is subject to Review; this does not constitute an approval. Pender County Utilities:____________________________________________Date:________________ OHE  Pender County Environmental Health:_______________________________Date:________________ Pender County Addressing Coordinator:_____________________________Date:________________ OHE Pender County Fire Marshal:________________________________________Date:________________  Certification of Preliminary Plat Approval  Preliminary Plat Approved by Pender County for a Period of two (2) years subject to the Pender County Unified Development Ordinance requirements and conditions of approval.  Planning Staff:_____________________________________________________Date:_______________    3 PENDER COUNTY SIGNATURES     SHEET INDEX   Sheet Number Sheet Title C1.0 COVER 4 VICINITY MAP SCALE: 1" = 2000'  PROJECT C1.1 GENERAL NOTES BOUNDARY C2.0 EXISTING CONDITIONS PLAN 109470001 NAME: C2.1 DEMOLITION PLAN COASTAL BEVERAGE CO. C3.0 OVERALL SITE PLAN C 2 C3.1 ENLARGED SITE PLAN OWNER: E G H COASTAL BEVERAGE CO. 461 NORTH CORPORATE DRIVE  K C4.0 EROSION CONTROL PLAN L M N WILMINGTON, NC 28401 Q  R C4.1 ENLARGED EROSION CONTROL PLAN 1 3 PRIMARY CONTACT: 4 C5.0 OVERALL EROSION CONTROL PLAN 5 7 8 BRIAN RECTOR, CFO 9 1 0 C5.1 ENLARGED EROSION CONTROL PLAN 1 910-799-3011 1  C7.0 OVERALL GRADING PLAN ENGINEER: MCKIM & CREED, INC C7.1 ENLARGED GRADING PLAN 929 N. FRONT ST, SUITE 800 WILMINGTON, NC 28401 C8.1 ENLARGED UTILITY PLAN PHONE: 910.343.1048 RICHARD A. MOORE, PE   C10.0 OVERALL LANDSCAPE PLAN RAMOORE@MCKIMCREED.COM  C10.1 ENLARGED LANDSCAPE PLAN LANDSCAPE ARCHITECT: MCKIM & CREED, INC C11.0 SITE DETAILS 929 N. FRONT ST, SUITE 800 WILMINGTON, NC 28401 C11.1 SITE DETAILS PHONE: 910.343.1048  C12.0 EROSION CONTROL DETAILS TIM CLARK, ASLA TCLARK@MCKIMCREED.COM C12.1 EROSION CONTROL DETAILS C12.2 EROSION CONTROL DETAILS SURVEYOR: PORT CITY GEOMATRICS, LTD. 929 N. FRONT ST, SUITE 800 WILMINGTON, NC 28401 C13.0 GRADING AND DRAINAGE DETAILS WILMINGTON, NC 28403  C13.1 GRADING AND DRAINAGE DETAILS PHONE: 910.791-1212  C14.0 UTILITY DETAILS DOMINIQUE E. MIGUEZ, PLS NMIGUEZ@MCKIMCREED.COM  C14.1 UTILITY DETAILS *SEE EXISTING CONDITIONS NOTES ON G002  C17.0 LANDSCAPE DETAILS PENDER COUNTY UTILITIES 605 E FREMONT ST, BURGAW, NC 28425 PHONE: 910.259.0212 JAMES PROCTOR FIRE MARSHALL - PENDER COUNTY AMY BURTON PHONE: 910.259.1441 ABURTON@PENDERCOUNTYNC.GOV PIEDMONT NATURAL GAS   1321 S. 10TH ST, WILMINGTON, NC 28401 PHONE: 310.251.2810   06/05/2026 3 PROJECT INFORMATION 4 LOCATION MAP SCALE: 1" = 200' 1 SHEET INDEX Page 91 of 344 TESTING FIRM. AN 18 INCH CRITICAL SEPARATION - IN WHICH CASE BOTH THE WATER MAIN AND SEWER EXISTING CONDITIONS NOTES MAIN/LATERAL SHALL BE CONSTRUCTED OF FERROUS MATERIAL AND WITH JOINTS THAT 13. ANY STORM DRAIN STRUCTURES OVER THREE (3) FEET, SIX (6) INCHES IN HEIGHT SHALL HAVE 1. ALL SITE WORK SHALL BE DONE IN ACCORDANCE WITH THE PLANS PREPARED BY MCKIM AND ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE 1. THE PROPERTY IS ZONED GI - STEPS IN ACCORDANCE WITH NCDOT STANDARD SPECIFICATIONS. 18. ALL BACKFILL SHALL BE OF LOW PLASTICITY, FREE FROM ROOTS, VEGETATIVE MATTER, WASTE, CREED , THE CURRENT REQUIREMENTS OF PENDER COUNTY UTILITY STANDARDS, THE OF THE POINT OF CROSSING. CONSTRUCTION MATERIAL, AND OTHER OBJECTIONABLE MATERIAL. SAID MATERIAL SHALL BE APPLICABLE STANDARDS OF THE NCDOT STANDARD SPECIFICATIONS FOR ROADWAY 2. ALL DISTANCES ARE HORIZONTAL GROUND IN U.S. SURVEY FEET UNLESS OTHERWISE SHOWN. CAPABLE OF BEING COMPACTED BY MECHANICAL MEANS AND THE MATERIAL SHALL HAVE NO CONSTRUCTION, AND ALL OTHER PERTINENT FEDERAL AND STATE LAWS. 14. ALL FRAMES, GRATES, RINGS, COVERS, ETC., SHALL CONFORM TO NCDOT STANDARD TENDENCY TO FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING BLOWS OR C. CROSSING WATER MAIN UNDER A SEWER: WHENEVER IT IS NECESSARY FOR A WATER SPECIFICATIONS. ALL CATCH BASINS (CB) AND DROP INLETS (DI) SHALL HAVE TRAFFIC LOAD PROOF ROLLING. MAIN TO CROSS UNDER A SEWER MAIN/LATERAL, BOTH THE WATER MAIN AND THE SEWER BEARING GRATES PER NCDOT SPECIFICATIONS. 3. SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR EASEMENTS OF RECORD, 2. THE CONTRACTOR SHALL COMPLY AT ALL TIMES WITH APPLICABLE FEDERAL, STATE AND MAIN/LATERAL SHALL BE CONSTRUCTED OF DUCTILE IRON MATERIAL AND WITH JOINTS ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP, TITLE EVIDENCE, OR ANY OTHER FACTS LOCAL LAWS, PROVISIONS, AND POLICIES GOVERNING SAFETY AND HEALTH. EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE OF THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. 19. THE CONCRETE CURB AND GUTTER SHALL BE CONSTRUCTED ACCORDING TO THE LINES AND THE POINT OF CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE 15. ALL TRENCH BACKFILL SHALL BE OF LOW PLASTICITY, FREE FROM ROOTS, VEGETATIVE GRADES ESTABLISHED BY THE ENGINEER. MATTER, WASTE, CONSTRUCTION MATERIAL OR OTHER OBJECTIONABLE MATERIAL. SAID POINT OF CROSSING/ 4. UNDERGROUND UTILITIES ARE SHOWN ONLY WHERE ABOVEGROUND SERVICES WERE VISIBLE AND MATERIAL SHALL BE CAPABLE OF BEING COMPACTED BY MECHANICAL MEANS AND SHALL HAVE 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR EXAMINING THE AREAS AND PAINT MARKINGS FROM NC 811. NO TENDENCY TO FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING BLOWS OR 20. IN ORDER TO ENSURE PROPER DRAINAGE, CURB SHALL HAVE A MINIMUM LONGITUDINAL SLOPE CONDITIONS UNDER WHICH THE PROJECT IS TO BE CONSTRUCTED PRIOR TO THE D. CROSSING STORM DRAINAGE LINES: A MINIMUM OF 24-INCHES OF VERTICAL CLEARANCE PROOF ROLLING. OF 0.5%, UNLESS SPILL CURB IS INDICATED ON THE PLANS. CONSTRUCTION SHALL BE SUBMISSION OF A BID. SHALL BE MAINTAINED BETWEEN A SEWER MAIN/LATERAL CROSSING UNDER A STORM RESPONSIBLE FOR OBTAINING POSITIVE DRAINAGE AT ALL INTERSECTIONS. SPECIAL CARE DRAINAGE LINE UNLESS DUCTILE IRON PIPE IS USED. IF DUCTILE IRON PIPE IS USED, A 5. SUBSURFACE AND ENVIRONMENTAL CONDITIONS WERE NOT EXAMINED OR CONSIDERED AS A PART MUST BE TAKEN AT LOCATIONS WHERE SPILL CURB IS INDICATED. OF THIS SURVEY. NO STATEMENT IS MADE CONCERNING THE EXISTENCE OF UNDERGROUND OR 16. MATERIALS DEEMED BY THE DEVELOPER'S MATERIAL TESTING CONSULTANT AS UNSUITABLE 4. BEFORE EXCAVATION, ALL UNDERGROUND UTILITIES SHALL BE LOCATED IN THE FIELD BY THE MINIMUM OF SIX (6) INCHES OF SEPARATION SHALL BE MAINTAINED, UNLESS OTHERWISE OVERHEAD CONTAINERS OR FACILITIES THAT MAY AFFECT THE USE OR DEVELOPMENT OF THIS FOR BACKFILL PURPOSES SHALL BE REMOVED AND REPLACED WITH SELECT BACKFILL PROPER AUTHORITIES. THE CONTRACTOR SHALL NOTIFY N.C. "ONE CALL" AT APPROVED BY PCU. TRACT. MATERIAL. 21. ALL PROPOSED GRADES SHOWN ON THESE PLANS ARE FINAL GRADES. CONTRACTOR SHALL BE 1-800-632-4949. THE LOCATION OF ALL UTILITIES AND UNDERGROUND STRUCTURES ARE RESPONSIBLE FOR DETERMINING THE APPROPRIATE SUBGRADE ELEVATIONS. APPROXIMATE AND MAY NOT ALL BE SHOWN. IT IS THE RESPONSIBILITY OF THE 29. CONSTRUCTION RECORD DRAWINGS: 6. SUBJECT TO ALL EASEMENTS, RIGHT OF WAYS, AND OR ENCUMBRANCES THAT MAY EFFECT THIS CONTRACTOR TO DETERMINE THE EXISTENCE AND EXACT LOCATION OF ALL UTILITIES 17. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER THE PIPE IS LAID. AND UNDERGROUND STRUCTURES. PROPERTY. THE FILL AROUND THE PIPE SHALL BE PLACED IN LAYERS NOT TO EXCEED EIGHT (8) INCHES, 22. ALL STORM STRUCTURES SHALL MEET CURRENT NCDOT STANDARDS AND PENDER COUNTY A. CONTRACTOR SHALL PROVIDE INSTALLED AS-BUILT SANITARY INFRASTRUCTURE EACH LAYER SHALL BE THOROUGHLY COMPACTED TO 95% OF THE MAXIMUM DENSITY STANDARD APPROVED FOR USE IN PENDER COUNTY. (INCLUDING SANITARY LIFT STATION AND FORCE MAIN) AND PUBLIC WATER SUPPLY OBTAINABLE WITH THE STANDARD PROCTOR TEST (A DENSITY OF 100% STANDARD PROCTOR IS INFRASTRUCTURE INFORMATION TO ENGINEER FOR DEVELOPMENT OF RECORD DEMOLITION NOTES REQUIRED FOR THE TOP EIGHT (8) INCHES). 5. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO BID AND PERFORM ALL UTILITY WORK 23. SEE STORM DRAINAGE PROFILE SHEETS FOR RIM AND INVERTS. IN COMPLIANCE TO ALL APPLICABLE LOCAL AND STATE CODES AND REGULATIONS. DRAWINGS IN ACCORDANCE WITH FAYETTEVILLE PUBLIC WORKS COMMISSION'S DESIGN MANUAL, STANDARDS, AND SPECIFICATIONS. 1. ALL NECESSARY PERMITS FOR DEMOLITION SHALL BE OBTAINED BY THE CONTRACTOR PRIOR 18. COMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE USE OF MECHANICAL COMPACTION TO BEGINNING WORK. ANY OFF SITE AREAS DISTURBED SHALL BE RETURNED TO A CONDITION METHODS. EACH LAYER OF BACKFILL SHALL BE PLACED LOOSE AND THOROUGHLY COMPACTED 24. CONTRACTOR IS RESPONSIBLE FOR OBTAINING POSITIVE DRAINAGE AT ALL INTERSECTIONS. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FEES ASSOCIATED WITH THE B. AS-BUILT DATA SHALL INCLUDE: ACTUAL INSTALLED CONDITIONS TIED TO NAD 83 IN EQUAL TO OR BETTER THAN THE EXISTING CONDITION. IN PLACE. INSTALLATION, INSPECTING, TESTING AND FINAL ACCEPTANCE OF ALL PROPOSED UTILITY ACCORDANCE WITH PWC STANDARD METHODS AND REFLECTING FINISHED LOCATIONS CONSTRUCTION UNLESS OTHERWISE COORDINATED BEFOREHAND WITH THE OWNER. 25. GEOTECHNICAL DATA TAKEN FROM GEOTECHNICAL REPORT PREVIOUSLY APPROVED DURING SUFFICIENTLY DIMENSIONED TO FIXED OBJECTS AND ELEVATIONS TIED TO NGVD 29 2. DEMOLITION MATERIALS NOT SUITABLE FOR FILL MATERIAL SHALL BE LEGALLY DISPOSED OF 19. UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO RISE IN UNBACKFILLED INITIAL SITE DEVELOPMENT. VERTICAL DATUM. OFF SITE. ALL DEBRIS SHALL BE HAULED OFF SITE TO A DISPOSAL AREA APPROVED BY THE TRENCHES AFTER THE PIPE HAS BEEN PLACED. 7. CONTRACTOR SHALL COORDINATE WITH THE APPROPRIATE UTILITY COMPANY ON THE STATE OF NORTH CAROLINA FOR THE HANDLING OF DEMOLITION DEBRIS. ADDITION, REMOVAL AND/OR RELOCATION OF UTILITIES AND UTILITY POLES AND THE C. DATA SHALL BE PREPARED BY NORTH CAROLINA LICENSED PROFESSIONAL LAND PAVEMENT NOTES EXTENSION OF ALL PROPOSED UTILITIES. 20. CATCH BASIN GRATES SHALL BE STAMPED WITH "DUMP NO WASTE - DRAINS TO RIVER. REFER SURVEYOR. DATA SHALL BE PROVIDED TO ENGINEER IN CAD (.DWG) AND PDF FORMAT. 3. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE UTILITIES TO CATCH BASIN DETAIL FOR ADDITIONAL INFORMATION. PDF MAY BE VIA RED LINE MARKUP ON CONSTRUCTION DOCUMENTS. GENERAL CONTRACTOR IS RESPONSIBLE FOR CONTRACTING AND COORDINATING WITH NC LAND AND ENSURING THAT UTILITIES ARE LOCATED PRIOR TO THE COMMENCEMENT OF 1. TYPICAL PAVEMENT SECTION: CONSTRUCTION/DEMOLITION ACTIVITIES ACCORDING TO NORTH CAROLINA STATE LAW. 8. ALL UTILITIES SHALL BE INSTALLED IN ACCORDANCE WITH THE SPECIFICATIONS OF SURVEYOR. CONTRACTOR SHALL VERIFY LOCATION AND DEPTHS OF ALL EXISTING UTILITIES PRIOR TO GRADING NOTES REFER TO SITE PLAN AND PAVEMENT SECTION DETAILS FOR ADDITIONAL INFORMATION. THE RESPECTIVE UTILITY COMPANY. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONSTRUCTION. ENSURE ALL UTILITIES ARE INSTALLED CORRECTLY TO MEET PROJECT REQUIREMENTS WHETHER PERFORMED BY THE CONTRACTOR OR NOT. D. UPON SATISFACTORY RECEIPT OF AS-BUILT DATA, THE ENGINEER WILL PREPARE RECORD 2. FOLLOWING COMPLETION AND INSPECTION APPROVAL OF THE PAVEMENT AREA GRADING, A DRAWINGS IN ACCORDANCE WITH PWC STANDARDS. 1. THIS PROPERTY IS SUBJECT TO ANY AND ALL APPLICABLE DEED RESTRICTIONS, EASEMENTS, MINIMUM OF EIGHT (8) INCHES OF COMPACTED AGGREGATE BASE COURSE SHALL BE APPLIED 4. ALL MATERIAL EXCEPT THAT BELONGING TO A PUBLIC OR PRIVATE UTILITY COMPANY SHALL RIGHTS-OF-WAYS, UTILITIES, AND COVENANTS WHICH ARE OF RECORD. BECOME THE PROPERTY OF THE CONTRACTOR. THE CONTRACTOR SHALL NOTIFY THE TO EACH AREA. A PRIME COAT WILL BE REQUIRED IF PAVEMENT IS TO BE PLACED MORE THAN 9. AN AS-BUILT DRAWING OF NEW UTILITY SERVICES SHALL BE PREPARED BY THE CONTRACTOR E. RECORD DRAWINGS SHALL BE DELIVERED TO PWC CONCURRENT WITH REQUEST FOR APPROPRIATE UTILITY PROVIDER WHEN WATER, SEWER, GAS, POWER, OR COMMUNICATION 72 HOURS AFTER AN APPROVED INSPECTION WHERE STREET SLOPES ARE GREATER THAN 6%. AND SUBMITTED TO THE OWNER UPON COMPLETION OF THE PROJECT. FINAL INSPECTION OF PERMITTED WORK, AND PRIOR TO ACCEPTANCE OF THE WORK BY LINES AND/OR METERS ARE TO BE REMOVED OR RELOCATED. THE CONTRACTOR SHALL BE 2. WORK AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE UNIFIED PWC. RESPONSIBLE FOR DISCONNECTING ALL UTILITIES IN COMPLIANCE WITH PENDER COUNTY AND DEVELOPMENT ORDINANCE OF PENDER COUNTY AND NORTH CAROLINA DEPARTMENT OF 3. THE ASPHALT BINDER COURSE IS TO BE SEALED AND FUNCTION AS THE WEARING COURSE FOR 10. UTILITY COMPANIES AND CONTACTS ARE LISTED ON THE COVER SHEET. UTILITY PROVIDER REQUIREMENTS. TRANSPORTATION STANDARD SPECIFICATIONS. A MINIMUM OF 18 MONTHS TO PERMIT ADJACENT COMMERCIAL CONSTRUCTION TO BE SUBSTANTIALLY COMPLETED. WEEP HOLES SHALL BE CONSTRUCTED INTO EACH CURB F. PWC RECORD DRAWINGS CHECKLIST IS PROVIDED IN PWC DESIGN MANUAL CHAPTER 5, DRAINAGE STRUCTURE AND MAINTAINED DURING THE 18 MONTH PERIOD. 11. CONTRACTOR SHALL REFER TO OTHER PLANS WITHIN THIS CONSTRUCTION SET SECTION VIII, A - D. 5. ALL STRUCTURES NOT LABELED FOR DEMOLITION SHALL BE PROTECTED FROM DAMAGE 3. CONTRACTOR IS RESPONSIBLE, AT CONTRACTORS' EXPENSE, FOR ENSURING AND OBTAINING FOR OTHER PERTINENT INFORMATION. DURING ALL PHASES OF CONSTRUCTION. ANY STRUCTURES THAT ARE TO REMAIN THAT ARE ALL NECESSARY PERMITS AND APPROVALS PRIOR TO CONSTRUCTION. THESE PERMITS MAY DAMAGED SHALL BE REPAIRED BY THE CONTRACTOR TO A CONDITION EQUAL TO OR BETTER INCLUDE BUT ARE NOT LIMITED TO: GRADING, DEMOLITION, BLASTING, ZONING, BUILDING, 4. THE BINDER COURSE SHALL BE TACKED AND A MINIMUM OF ONE (1) INCH OF HOT LAID ASPHALT THAN THE EXISTING CONDITION AT NO ADDITIONAL COST TO THE OWNER. THE OWNER AND DRIVEWAY, DETENTION, WATER AND SEWER PERMITS AND APPROVALS. SHALL BE APPLIED TO EACH PAVEMENT AREA. 12. ALL WATER MAINS, LATERALS AND APPURTENANCES SHALL BE INSTALLED AND TESTED IN ENGINEER SHALL BE IMMEDIATELY NOTIFIED OF DAMAGE TO ANY EXISTING STRUCTURE. ACCORDANCE WITH PENDER COUNTY UTILITY STANDARDS. 4. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A 5. ALL MATERIALS USED IN BASE, BINDER, AND SURFACE COURSES SHALL MEET NCDOT 6. ALL CURB AND GUTTER AND SIDEWALKS NOTED FOR REMOVAL SHALL BE REMOVED TO THE VIOLATION AND IS SUBJECT TO A FINE. SPECIFICATIONS FOR QUALITY AND GRADATION. NCDOT STANDARD QUALITY AND GRADATION 13. PROPOSED WATER MAINS SHALL BE DR-18 C-900 PVC PIPE, UNLESS NOTED OTHERWISE. NEAREST JOINT BEYOND NEW CONSTRUCTION OR CUT WITH A SAW AND REMOVED. ARE REQUIRED FOR REVIEW AT A RATE OF ONE (1) TEST PER 500 TONS OR ONE TEST PER PROJECT, WHICHEVER IS GREATER. 5. ANY GRADING PERFORMED BEYOND THE DENUDED LIMITS INDICATED ON THE CONSTRUCTION 14. ALL SEWER MAINS, LATERALS, AND APPURTENANCES SHALL BE INSTALLED AND TESTED IN 7. ALL ASPHALT CUTS SHALL BE MADE WITH A SAW WHEN PREPARING PAVED SURFACES FOR DOCUMENTS IS SUBJECT TO A FINE. ACCORDANCE WITH PENDER COUNTY UTILITY STANDARDS. PATCHING OR WIDENING. EROSION CONTROL NOTES 6. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN 15. PROPOSED SANITARY SEWER MAINS SHALL BE SDR-26 PVC PIPE, UNLESS NOTED OTHERWISE. 8. CONSTRUCTION ENTRANCE AND SILT FENCE PER THE APPROVED EROSION CONTROL PLANS FIELD CONDITIONS WARRANT OFFSITE GRADING, WRITTEN PERMISSION MUST BE OBTAINED SHALL BE IN PLACE PRIOR TO DEMOLITION OPERATIONS. FROM THE ADJACENT PROPERTY OWNER(S). 1. CONTACT PENDER COUNTY TO ARRANGE A PRE-CONSTRUCTION MEETING PRIOR TO ANY LAND DISTURBING ACTIVITIES. 16. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PENDER COUNTY UTILITY STANDARDS. 9. NECESSARY BARRICADES, SUFFICIENT LIGHTS, SIGNS, AND OTHER TRAFFIC CONTROL 7. CONTRACTORS SHALL BE FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE UTILITIES METHODS AS MAY BE NECESSARY FOR THE PROTECTION AND SAFETY OF THE PUBLIC SHALL BE AND ENSURING THAT UTILITIES ARE LOCATED PRIOR TO THE COMMENCEMENT OF 2. CONTRACTOR IS TO ADHERE TO THE NCDEQ EROSION CONTROL DESIGN MANUAL AND 17. CONTRACTOR SHALL FIELD VERIFY THE LOCATION OF EXISTING UTILITIES PRIOR TO PROVIDED AND MAINTAINED THROUGHOUT THE LIFE OF THE PROJECT. CONSTRUCTION IN ACCORDANCE WITH NC STATE LAW. CONTRACTOR SHALL VERIFY LOCATION ASSOCIATED CHECKLISTS. CONSTRUCTION. AND DEPTHS OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. 3. DESIGN MUST ADHERE TO NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY 18. CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS NOTICE FOR ALL WATER OUTAGES. SITE NOTES 8. WHEN UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE CONSTRUCTION DRAWINGS (ROCK, (NCDEQ) REQUIREMENTS. PIPING, ETC.) ARE ENCOUNTERED, THE CONTRACTOR SHALL PROMPTLY REPORT THE CONFLICT 19. CONSTRUCTION STAKING IS REQUIRED FOR ALL PCU WATER AND SEWER UTILITY TO THE OWNER'S ENGINEER. ALL CHANGES MUST BE APPROVED IN WRITING BY THE ENGINEER INSTALLATIONS. CUT SHEETS, SIGNED AND SEALED BY A NC PLS, SHALL BE PROVIDED TO THE 10. MINIMUM CROSS SLOPE ON ALL ASPHALT SHALL BE 1.0%. BEFORE CONSTRUCTION CAN PROCEED. 4. SEDIMENT AND EROSION CONTROL FACILITIES, STORM DRAINAGE FACILITIES AND DETENTION BASINS SHALL BE INSTALLED PRIOR TO ANY OTHER CONSTRUCTION. PCU WATER RESOURCES ENGINEERING DEPARTMENT AND THE CONTRACTOR IN ADVANCE OF CONSTRUCTION FOR THE PCU WATER AND SEWER UTILITIES. 11. MINIMUM SLOPE ON CURB & GUTTER SHALL BE 0.5%, UNLESS SPILL CURB IS INDICATED. 9. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION. 5. ALL GRADED AREAS SHALL BE STABILIZED IMMEDIATELY WITH A TEMPORARY FAST-GROWING COVER AND/OR MULCH. 20. CONTRACTOR SHALL MAINTAIN A COPY OF THE SIGNED AND SEALED CUT SHEET ON THE JOB 12. ALL ADA ACCESSIBLE RAMPS SHALL COMPLY WITH THE LATEST EDITION OF THE ADA SITE. CONSTRUCTION ON PCU WATER AND SEWER UTILITIES CANNOT BEGIN UNTIL THE ACCESSIBILITY GUIDELINES. 10. CLEARING AND GRUBBING SHALL BE PERFORMED WITHIN THE LIMITS SHOWN ON THE PLANS. CONTRACTOR POSSESSES, ON SITE, A SIGNED AND SEALED SHEET FROM THE PROFESSIONAL ALL TIMBER, BRUSH ROOTS, STUMPS, TREES, OR OTHER VEGETATION CUT DURING THE 6. CONTRACTOR SHALL BE RESPONSIBLE DURING CONSTRUCTION FOR THE CONTINUOUS LAND SURVEYOR. MAINTENANCE OF SEDIMENT AND EROSION CONTROL MEASURES AS CALLED FOR ON THE 13. SIGHT TRIANGLES SHOWN ARE THE MINIMUM REQUIRED. CLEARING OPERATIONS SHALL BECOME THE CONTRACTOR'S RESPONSIBILITY TO DISPOSE OF PROPERLY AND SHALL BE EITHER REMOVED FROM THE PROJECT SITE BY THE CONTRACTOR DRAWINGS AND IN THE SPECIFICATIONS. OR SATISFACTORILY DISPOSED OF ON-SITE WITH APPROVAL FROM THE OWNER. 21. ALL NEW WATER AND SEWER MAINS, LATERALS, AND APPURTENANCES SHALL BE TESTED AND/OR DISINFECTED IN ACCORDANCE WITH PENDER COUNTY UTILITY STANDARDS PRIOR TO 14. NO OBSTRUCTIONS, PLANTINGS, OR FENCING SHALL BE PERMITTED WITHIN SIGHT TRAINGLES, 7. SEDIMENT AND EROSION CONTROL MEASURES SHALL NOT BE REMOVED UNTIL ALL PLACING INTO SERVICE. STORM DRAINAGE EASEMENTS (SDE), AND SANITARY SEWER EASEMENTS. 11. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE PROPER REMOVAL OF ALL CONSTRUCTION IS COMPLETE AND UNTIL A PERMANENT GROUND COVER HAS BEEN CONSTRUCTION WASTE AND DEBRIS. ALL WASTE AND DEBRIS SHALL BE LEGALLY DISPOSED OF ESTABLISHED. 22. CONTRACTOR SHALL COORDINATE TESTING AND INSPECTION WITH THE PENDER COUNTY 15. ALL SITE CONCRETE (CURB & GUTTER, SIDEWALKS, ETC.) SHALL NOT BE LESS THAN 3,600 PSI AT AN OFFSITE LOCATION. UTILITES PROJECT COORDINATOR. STRENGTH AT 28 DAYS. 8. ALL OPEN DRAINAGE SWALES SHALL BE GRASSED AND RIP-RAP OR EROSION CONTROL 12. ROAD SHOULDERS, SWALES, BACK-OF-CURBS, AND CUT/FILL BANKS SHALL BE COMPLETELY MATTING SHALL BE PLACED AS REQUIRED TO CONTROL EROSION. DRESSED BY THE CONTRACTOR AND SEEDED AS SOON AS POSSIBLE. THE CONTRACTOR SHALL 23. ALL DUCTILE IRON PIPE IN SANITARY SEWER SERVICE SHALL BE IN ACCORDANCE WITH PENDER STORM DRAINAGE NOTES COUNTY UTILITY STANDARDS BE RESPONSIBLE FOR MAINTENANCE OF THESE AREAS UNTIL A PERMANENT STAND OF GRASS 9. SILT FENCES & SEDIMENT TUBES SHALL BE LOCATED ON SITE TO PREVENT SEDIMENT AND IS ESTABLISHED. EROSION FROM LEAVING PROPERTY LIMITS. 1. RIM FOR CATCH BASINS (CB) = FRONT CENTER OF GRATE AT EDGE OF PAVEMENT 24. ALL NEW MANHOLES ARE TO BE VACUUM-TESTED IN ACCORDANCE WITH PENDER COUNTY UTILITY STANDARDS. 13. CUT AND FILL SLOPES OF ANY AREA SHALL NOT EXCEED THE RATIO OF 3:1, UNLESS NOTED 10. ADDITIONAL EROSION CONTROL DEVICES SHALL BE USED AS REQUIRED. OTHERWISE. 2. RIM FOR JUNCTION BOXES (JB) = TOP CENTER OF MANHOLE COVER 25. CONTRACTOR SHALL ABANDON ("KILL-OUT") ANY EXISTING WATER SERVICES THAT WILL NOT BE 11. SILT FENCES SHALL BE CLEANED OR REPLACED AS NECESSARY WHEN SILT BUILDS UP TO 1/3 14. PAVEMENT AREAS SHALL BE GRADED IN ACCORDANCE WITH THE LINES AND GRADES SET BY UTILIZED BY CUTTING THE SERVICE AT THE MAIN, PLUGGING THE CORPORATION, AND TURNING 3. RCP = REINFORCED CONCRETE PIPE, PP = HIGH PERFORMANCE POLYPROPYLENE PIPE, PVC = FULL. THE ENGINEER. BEFORE PLACING CURB AND GUTTER OR BASE ON THE GRADED SUBGRADE, OFF THE CORPORATION. AT THE METER BOX, THE ABANDONED SERVICE IS TO BE CUT OR POLYVINYL CHLORIDE PIPE (SCH. 40). THE SUBGRADE SHALL BE COMPACTED TO 100% PER ASTM D698 FOR A DEPTH OF TWELVE (12) CRIMPED, AND BURIED A MINIMUM OF 3 FEET BELOW GRADE. INCHES, 95% GREATER THAN TWELVE (12) INCHES, AND THEN SHALL BE PROOF ROLLED IN THE 12. MAXIMUM EMBANKMENT SLOPES TO BE AS FOLLOWS: 4. JUNCTION STRUCTURES INSTALLED OUTSIDE OF PAVEMENT AND LANDSCAPED AREAS SHALL PRESENCE OF THE DEVELOPER'S MATERIALS TESTING FIRM. AREAS THAT ARE FOUND TO BE CUT AREAS - 3:1 26. CONTRACTOR SHALL ABANDON ("KILL-OUT") ANY EXISTING SEWER SERVICES THAT WILL NOT BE BE SET TWO (2) FEET ABOVE FINAL GRADE. LOOSE, SOFT, OR COMPOSED OF UNSUITABLE MATERIALS, WHETHER IN THE SUBGRADE OR FILL AREAS - 3:1 UTILIZED BY UNCOVERING THE EXISTING LATERAL AT THE MAIN, CUT AND PLUG AT BOTH ENDS, BELOW IT, MUST BE DUG OUT AND REFILLED WITH SUITABLE MATERIAL. ALL EMBANKMENTS OR REMOVE THE EXISTING CLEANOUT AND COMBINATION, AND PLUG THE TAP OR TEE AT THE MAIN. FILLS SHALL BE MADE IN SIX (6) INCH VERTICAL LIFTS OF SUITABLE MATERIAL. THE FILL SHALL FOR LATERALS THAT CONNECT TO A MANHOLE AND ARE TO BE ABANDONED ("KILLED-OUT"), 5. ALL STORM DRAINAGE STRUCTURES AND PIPES SHALL BE DESIGNED AND CONSTRUCTED IN BE ROLLED WITH A SHEEPS-FOOT ROLLER AFTER EACH LIFT, FOLLOWED BY A WHEEL ROLLER, 13. ALL DISTURBED AREAS SHALL BE GRASSED. THE LATERAL SHALL BE REMOVED FROM THE MANHOLE AND THE REMAINING VOID IN THE ACCORDANCE WITH NCDOT STANDARD SPECIFICATIONS AND PENDER COUNTY UNIFIED EACH WEIGHING NOT LESS THAN TEN (10) TONS. MANHOLE SHALL BE FILLED WITH BLOCK AND MORTAR. DEVELOPMENT ORDINANCE. 14. ALL DRAINAGE STRUCTURES ARE TO BE INSTALLED PER PENDER COUNTY AND NCDOT 15. THE STONE BASE SHALL BE COMPACTED TO 100% OF THE MAXIMUM DENSITY OBTAINABLE WITH STANDARDS AND SPECIFICATIONS. 27. ALL EXISTING UTILITIES IMPACTED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISHED 6. ALL STORM DRAINAGE SYSTEMS SHALL MEET PENDER COUNTY STORMWATER ORDINANCE AND THE MODIFIED PROCTOR TEST (AASHTO-T180) BY ROLLING WITH RING OR TAMPING ROLLER OR GRADE IN ACCORDANCE WITH PCU REQUIREMENTS. NCDEQ STANDARDS FOR STORM WATER MANAGEMENT AND SEDIMENT REDUCTION. WITH A PNEUMATIC TIRE ROLLER WITH A MINIMUM WEIGHT OF TEN (10) TONS. WHEN COMPLETED, THE BASE COURSE SHALL BE SMOOTH, HARD, DENSE, UNYIELDING, AND WELL 15. EROSION CONTROL MEASURES SHALL BE MAINTAINED AT ALL TIMES. ADDITIONAL EROSION AND BONDED. 28. SEPARATION REQUIREMENTS: 7. CONTRACTOR SHALL INSPECT ALL EXISTING STORM DRAINAGE STRUCTURES. CONTRACTOR SEDIMENT CONTROL MEASURES SHALL BE INSTALLED IF DEEMED NECESSARY BY ON-SITE SHALL BE RESPONSIBLE FOR ANY REPAIRS REQUIRED TO EXISTING STRUCTURES AND SHALL INSPECTION. CLEAN EXISTING PIPES TO REMOVE ALL SILT AND DEBRIS. 16. SIDEWALKS MUST MEET PENDER COUNTY STANDARDS AND SHALL BE CONSTRUCTED OF NOT A. LATERAL SEPARATION OF SEWERS AND WATER MAINS: WATER MAINS SHALL BE LAID AT LESS THAN 3,600 PSI CONCRETE AND SHALL BE 4-INCHES THICK, CONSTRUCTED OF AN 16. CONTRACTOR IS TO MAINTAIN ALL EROSION CONTROLS THROUGHOUT CONSTRUCTION, AND LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED SEWER MAIN/LATERAL, UNLESS ADEQUATELY GRADED BASE. SUBGRADE SHALL BE COMPACTED TO 95% OF THE MAXIMUM LOCAL CONDITIONS OR BARRIERS PREVENT A 10-FOOT LATERAL SEPARATION - IN WHICH 8. CONTRACTOR SHALL VERIFY EXISTING GRADES PRIOR TO BEGINNING CONSTRUCTION. ALL DEVICES TO BE CLEANED OUT BEFORE 1/3 FULL. DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST. THE SURFACE OF THE SIDEWALK CASE: CONTRACTOR SHALL NOTIFY ENGINEER OF ANY VARIATION FROM THE PLANS. SHALL BE STEEL TROWEL AND LIGHT BROOM FINISHED AND CURED WITH ACCEPTABLE CONCRETE CURING COMPOUND. TOOLED JOINTS SHALL BE PROVIDED AT INTERVALS OF NOT 17. EROSION AND SEDIMENT CONTROL DEVICES MUST BE INSTALLED AND INSPECTED PRIOR TO i. THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION OF THE 9. ALL STORM DRAIN PIPE SHALL BE REINFORCED CONCRETE PIPE (RCP) CLASS III, UNLESS LESS THAN FIVE (5) FEET AND EXPANSION JOINTS AT INTERVALS OF NOT MORE THAN ANY WORK ON-SITE. BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER OTHERWISE NOTED. FORTY-FIVE (45) FEET. THE SIDEWALK SHALL HAVE A LATERAL SLOPE OF ONE-QUARTER (1/INCH PER FOOT. MAIN/LATERAL; OR 10. THE MINIMUM COVER FOR ALL STORM DRAIN PIPE WITHIN PAVEMENT SECTIONS IS TWO (2) 18. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN ii. THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER MAIN/LATERAL WITH FEET MEASURED FROM FINISHED GRADE, UNLESS THE PIPE IS RCP CLASS IV, IN WHICH CASE IT 17. FILL EMBANKMENTS SHALL BE FORMED OF SUITABLE MATERIAL PLACED IN SUCCESSIVE FIELD CONDITIONS WARRANT OFF-SITE GRADING, CONTRACTOR MUST HAVE WRITTEN THE WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH AND SHALL HAVE A MINIMUM OF ONE (1) FOOT OF COVER. LAYERS NOT TO EXCEED MORE THAN SIX (6) INCHES IN DEPTH FOR THE FULL WIDTH OF THE PERMISSION FROM THE OWNER BEFORE PROCEEDING. CROSS-SECTION, INCLUDING THE WIDTH OF THE SLOPE AREA. NO STUMPS, TREES, BRUSH, WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES RUBBISH, OR OTHER UNSUITABLE MATERIALS OR SUBSTANCES SHALL BE PLACED IN THE ABOVE THE TOP OF THE SEWER MAIN/LATERAL. 11. RCP STORM DRAINAGE PIPES SHALL BE SINGLE OFFSET JOINT PIPE WITH PROFILE GASKET, EMBANKMENT. EACH SUCCESSIVE SIX (6) INCH LAYER SHALL BE THOROUGHLY COMPACTED BY 19. THE CONTRACTOR SHALL MAKE PROVISIONS TO CONTINUOUSLY REMOVE ANY SEDIMENT UNLESS SPECIFICALLY NOTED OTHERWISE ON THE CONSTRUCTION PLANS. THE SHEEPS-FOOT TAMPING ROLLER, 10-TON POWER ROLLER, PNEUMATIC-TIRED ROLLER, OR DEPOSITED ON ROADWAYS. OTHER METHODS APPROVED BY THE DEVELOPER'S MATERIALS TESTING FIRM. EMBANKMENTS B. CROSSING A WATER MAIN OVER A SEWER: WHENEVER IT IS NECESSARY FOR A WATER OVER AND AROUND ALL PIPE CULVERTS SHALL BE OF SELECT MATERIAL, PLACED AND MAIN TO CROSS OVER A SEWER MAIN/LATERAL, THE WATER MAIN SHALL BE LAID AT SUCH 12. ALL PIPES IN STORM DRAIN STRUCTURES SHALL BE FLUSH WITH THE INSIDE WALL. THOROUGHLY Y-TAMPED AND COMPACTED AS DIRECTED BY THE DEVELOPER'S MATERIALS AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE UTILITY NOTES: TOP OF THE SEWER MAIN/LATERAL, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C1.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE N/A DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 N/A -- TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 GENERAL NOTES STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C1.1 GENERAL NOTES.DWG ---- 06/05/2026 11:36:47 Page 92 of 344 SYMBOLS LEGEND PROJECT LIMITS SET BACKS EXISTING ELECTRIC US HWY 421 EXISTING WATER EXISTING STORM EXISTING TREE CLEARING 27 26 27 25 25 27 28 25 27 24 23 26 25 FIRE HYDRANT ASSEMBLY EXISTING TENIS 22 COURT EXISTING SOLAR ARRAY 25 26 25 23 24 8" DR-18 PVC 22 W W W W W W W 2726 DRAINAGE SWALE 21 23 FIRE HYDRANT ASSEMBLY PVC DR-18 8" 27 W W 26 8" SCH 40 PVC DOWNSPOUT EXTENSION (TYP.) 21 22 25 24 25 23 W EXISTING BUILDING 24 32 19 WWW 153,806 SF 20 23 31 20 24 21 22 19 W 30 25 2' C&G 22 7-FES 23 18 WWW INV OUT = 17.23 21 24 29 25 22 21 FIRE HYDRANT ASSEMBLY 23 26 28 21 W X X X X X X X X X X X X X X X X X X X X X X X X 25 WWW 27 252627 26 HDPP 36" 24 2X 2" SCH40 PVC SAN W XXX P GGG STMSTMSTM 25 UGE W 4-CI 24 18 20 UGE UGE RIM = 22.99 UGE W 27 22 UGE UGE INV IN = 20.06 UGE T FIRE HYDRANT ASSEMBLY 8" DR-18 PVC INV OUT = 20.06 W W W 23W W W W 2" CWS GEN SETGEN SETGEN SET 26 24 W 23 1" PVC CONDUIT 3-AI SAN UGE STMSTMSTM STMSTMSTM 25 G RIM = 22.99 23 QUALITY WAY INV IN = 19.86 NW INV IN = 20.75 NE 24 SAN 23 UGE UGE INV OUT 22UGE= 19.77 SW UGE UGE 10" C900 DR18 PVC DR18 C900 10" 3" SDR 200 PVC 200 SDR 3" X 24" HDPP X G 2X 2" SCH40 PVC EXISTING 25 UGE 2-CI 24 30 STMSTMSTM 22 RIM = 23.78 STMSTMSTM SOLAR ARRAY STMSTMSTM W 25 W 2X 4" SCH40 PVC X 2' C&G INV IN = 19.26 2' C&G X 5-FES 1-FES G INV OUT = 19.26 INV. OUT = 20.30 INV IN = 18.84 X X X X 21 X X X X X X X X X X X 20 SAN 20 UGE 19 18 17 19 20 21 18 25 17 G 25 6-FES 17 EMPIRE DISTRIBUTORS OF NC INC 18 25 UGE 17 INV IN = 18.64 PID: 2291-95-4885-0000 18 SAN 19 18 131 CORPORATE DR G 20 17 AMAZON.COM SERVICE LLC 17 21 D.B. 4611 PG. 759 20 18 STM 19 22 PID: 2291-84-9960-0000 20 ZONING: GI 20 21 22 STM 163 US HWY 421 SAN D.B. 4845 PG. 1843 STM M.B. 75 PG. 71 ZONING: GI AMAZON.COM SERVICE LLC SAN N. CORPORATE DR. PID: 2291-95-4885-0000 QUALITY WAY D.B. 4845 PG. 1843 M.B. 75 PG. 71 20 ZONING: GI 17 16 18 19 21 20 22 SETZER23 PROPERTIES CAPE FEAR LLC ETAL 24 26 25 PID: 2291-86-4735-0000 17 27 374 CORPORATE DR PENDER COUNTYPID: 28 18 29 D.B. 4717 PG. 682 2291-84-9960-0000 30 32 31 19 33 ZONING: GI 289 QUALITY WAY 34 20 35 36 D.B. XXX PG. XXX 21 37 M.B. 5 PG. 127 37 ZONING: GI 36 35 34 33 32 80' 0 80' 160' 31 30 29 28 SCALE: 1"=80' (Horiz.) 27 2 EXISTING CONDITIONS PLAN SCALE: 1" = 80' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C2.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 N/A 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 EXISTING CONDITIONS PLAN STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C2.0 EXISTING CONDITIONS PLAN.DWG ---- 06/05/2026 11:09:32 Page 93 of 344 SYMBOLS LEGEND CLEAR TREES DEMO STORM DRAIN DEMO UTILITIES DEMO PAVEMENT 27 26 27 25 25 27 28 25 TREES TO BE CLEARED TO THIS LINE 27 24 23 26 25 22 25 26 25 EXISTING PAVEMENT TO BE 23 24 22 W W W W W W W 2726 REMOVED 21 23 27 W W 26 21 EXISTING WATER LINE 22 TO BE REMOVED 25 24 25 23 W 24 32 19 WWW 20 23 31 20 EXISTING CONCRETE PAD TO 24 21 22 BE REMOVED 19 W 30 25 22 23 18 WWW 21 24 29 EXISTING SIDEWALK TO BE 25 22 21 REMOVED 23 26 28 21 W X X X X X X X X X X X X X X X X X X X X X X X X 25 WWW 27 252627 26 24 SAN REMOVE EXISTING 36" W STORM DRAIN XXX P GGG STMSTMSTM 25 UGE W 24 18 20 UGE UGE UGE W 27 22 UGE UGE UGE T W W W 23W W W W GEN SETGEN SETGEN SET 26 24 W 23 CAP WATER MAIN TO REMAIN SAN UGE STMSTMSTM 25 G AND ABANDON IN PLACE 23 24 SAN 23 UGE UGE 22UGE UGE UGE X X G EXISTING 36" STORM DRAIN 25 UGE 30 TO BE ABANDONED22 IN PLACE - 24 STMSTMSTM W FILL WITH FLOWABLE FILL 25 W X X G X X X X 21 X X X X X X X X X X X 20 SAN 20 UGE 19 18 17 19 20 21 18 25 17 G 25 17 18 25 UGE 17 18 SAN 19 18 G 20 17 17 21 20 18 STM 19 22 20 20 21 22 STM SAN STM SAN 20 17 16 18 19 21 20 22 23 24 26 25 27 17 28 18 29 30 32 31 19 33 34 20 35 36 37 21 37 36 35 34 33 32 80' 0 80' 160' 31 30 29 28 SCALE: 1"=80' (Horiz.) 27 2 DEMOLITION PLAN SCALE: 1" = 80' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C2.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 N/A 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 DEMOLITION PLAN STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C2.1 DEMOLITION PLAN.DWG ---- 06/05/2026 11:10:40 Page 94 of 344 GENERAL INFORMATION PARCEL ADDRESS 461 N CORPORATE DR TAX PARCEL 2291-96-3830-0000 IDENTIFICATION NO. OWNER COASTAL BEVERAGE CO INC CURRENT ZONING GI - GENERAL INDUSTRIAL US HWY 421 PROPOSED USE GI - GENERAL INDUSTRIAL TOTAL PROJECT AREA +/- 27.91 AC BUILDING INFORMATION DATA CLASS REQUIRED PROPOSED LOT SIZE 1 ACRE +/- 27.91 AC MIN. LOT WIDTH 100' 100' BUILDING SETBACKS FRONT 50' 50' REAR 25' 25' 25.00' BUILDING SIDE (INTERIOR) 25' 25' SIDE SETBACK LIGHT-DUTY ASPHALT PAVEMENT SIDE (CORNER) 25' 25' SERVICE ROAD MAX BUILDING HEIGHT 50' 50' MIN STRUCTURE 11' 11' EXISTING SEPARATION SOLAR ARRAY SITE INFORMATION DATA CLASS EXISTING PROPOSED IMPERVIOUS SURFACE AREA ON-SITE BUILDINGS 216,334 SF 314,226 SF PROPOSED SERVICE ROAD CONCRETE SIDEWALK 2,935 SF 2,935 SF EXTENSION ON-SITE STREETS 0 SF 16,382 SF ON-SITE PARKING 255,672 SF 255,672 SF FUTURE 171,867 SF 57,592 SF EXISTING BUILDING TOTAL 646,808 SF 646,808 SF PROPOSED LIGHT-DUTY IMPERVIOUS AREA 54% 54% 153,806 SF PROPOSED BUILDING CONCRETE PAD PERCENTAGE EXISTING PARKING 104,000 SF DATA CLASS REQUIRED PROPOSED 25.00' BUILDING PARKING SIDE SETBACK STD PARKING SPACES 120 244 EXISTING LOADING DOCKS LOT 1A PROPOSED LIGHT-DUTY BOX TRUCK SPACES 0 0 CONCRETE RAMP TOTAL PARKING SPACES 180 252 X X X X X X X X X X X X X X X X X X X X X X X X STANDARD ACCESSIBLE 77 SPACES 5 6 6 6 3 VAN ACCESSIBLE SPACES 1 1 XXX EXISTING PARKING P BICYCLE PARKING 0 0 18 20 T HEAVY-DUTY CONCRETE SITE NOTES: GEN SETGEN SETGEN SET 1. THE SITE DESIGN WILL ADHERE TO SECTION 5.3.12.E.3.b, EXISTING PARKING PROPOSED LOADING DOCKS 25.00' BUILDING LANDSCAPING AND BUFFERS. SIDE SETBACK HEAVY-DUTY ASPHALT QUALITY WAY 2. SAWCUT EXISTING SURFACES TO REMAIN AT LOCATIONS PAVEMENT WHERE PAVEMENT AND SIDEWALK. 3. REFER TO ARCHITECTURAL PLANS FOR THE BUILDING DESIGN AND ELEVATIONS. X X EXISTING 4. THERE IS NO EVIDENCE OF ENDANGERED SPECIES OR SOLAR ARRAY HABITAT ON THE PROPERTY. THERE ARE NO STATE X CULTURAL RESOURCES FOUND ON THE PROPERTY. X 5. THE 100 YEAR FLOOD HAZARD AREA IS AS SHOWN IS APPROXIMATELY ELEVATION 11.5-FEET. X X X X X X X X X X X X X X X 6. PERCENT IMPERVIOUS ARE FOR TOTAL SITE IS 54%. 7. BUILDING FOOTPRINT/ROOFTOP AREA IS 104,000-SF. BUILDING FINISHED FLOOR AREA IS 104,000-SF. EXISTING BUILDING 25.00' BUILDING EXISTING PARKING EMPIRE DISTRIBUTORS OF NC INC SIDE SETBACK PID: 2291-95-4885-0000 131 CORPORATE DR AMAZON.COM SERVICE LLC D.B. 4611 PG. 759 STM PID: 2291-84-9960-0000 ZONING: GI STM 163 US HWY 421 D.B. 4845 PG. 1843 STM M.B. 75 PG. 71 ZONING: GI AMAZON.COM SERVICE LLC N. CORPORATE DR. PID: 2291-95-4885-0000 QUALITY WAY D.B. 4845 PG. 1843 M.B. 75 PG. 71 ZONING: GI SETZER PROPERTIES CAPE FEAR LLC ETAL PID: 2291-86-4735-0000 374 CORPORATE DR PENDER COUNTYPID: D.B. 4717 PG. 682 2291-84-9960-0000 ZONING: GI 289 QUALITY WAY D.B. XXX PG. XXX M.B. 5 PG. 127 ZONING: GI 80' 0 80' 160' SCALE: 1"=80' (Horiz.) 2 SITE PLAN SCALE: 1" = 80' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C3.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 N/A 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 OVERALL SITE PLAN STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C3.0 OVERALL SITE PLAN.DWG ---- 06/05/2026 11:10:08 Page 95 of 344 SITE LEGEND LIGHT-DUTY ASPHALT PAVEMENT HEAVY-DUTY ASPHALT PAVEMENT LIGHT-DUTY CONCRETE PAVEMENT HEAVY-DUTY CONCRETE PAVEMENT EXISTING SOLAR LIGHT-DUTY ASPHALT PAVEMENT ARRAY SERVICE ROAD R55.00' 20.00' 15.00' R35.00' 416.00' 20.00' 51.00' PROPOSED SERVICE ROAD EXTENSION EXISTING BUILDING PROPOSED BUILDING 104,000 SF 250.00' SEE TYPICAL SECTION 3/C11.1 PROPOSED LIGHT-DUTY CONCRETE PAD EXISTING LOADING DOCKS QUALITY WAY X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXX PROPOSED LIGHT-DUTY 60.00' PROPOSED LOADING DOCKS CONCRETE RAMP, SEE DETAIL 2/C11.1 XXX 12.00' 20.00' XXX 9.17' (TYP.) R15.00' R15.00' X HEAVY-DUTY CONCRETE, SEE DETAIL 2/C11.1 HEAVY-DUTY ASPHALT N. CORPORATE DR. PAVEMENT, SEE DETAIL 1/C11.1 X X X X X EXISTING SOLAR ARRAY X AMAZON.COM SERVICE LLC PID: 2291-84-9960-0000 X 163 US HWY 421 D.B. 4845 PG. 1843 M.B. 75 PG. 71 X ZONING: GI X X X X X X X X X X X X X X X X X X X X X EXISTING BUILDING EXISTING PARKING 40' 0 40' 80' SCALE: 1"=40' (Horiz.) 2 SITE PLAN SCALE: 1" = 40' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C3.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN ---- TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 ENLARGED SITE PLAN STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C3.1 ENLARGED SITE PLAN.DWG ---- 06/05/2026 11:10:27 Page 96 of 344 EROSION CONTROL SYMBOLS CONSTRUCTION ENTRANCE ROCK CHECK DAM WITH WEIR (RCDW) US HWY 421 INLET PROTECTION DANDY SACK INLET PROTECTION SILT FENCE OUTLET SKIMMER 27 26 27 25 WATTLE CHECK DAM 25 OUTLET PROTECTION (OP) 27 28 SILT FENCE / TREE PROTECTION FENCE LIMITS OF DISTURBANCE 25 BAFFLES TEMPORARY DIVERSION DITCH (TDD) 27 24 23 26 25 40 EXISTING MAJOR CONTOUR LINE 22 EXISTING 39 EXISTING MINOR CONTOUR LINE SOLAR ARRAY DRAINAGE AREA LINE 26 24 25 PHASE 1 CONSTRUCTION SEQUENCE NOTES 25 23 22 W W W W W W W 2726 21 1. OBTAIN ALL NECESSARY PERMIT APPROVALS PRIOR TO ANY LAND 23 DISTURBANCE ACTIVITY. 2. COORDINATE DISCONNECT OF EXISTING UTILITIES AS REQUIRED. 3. A PRE-CONSTRUCTION CONFERENCE MUST BE HELD 48 HOURS PRIOR TO 27 W THE START OF ANY CONSTRUCTION ACTIVITIES. THE EROSION CONTROL INSPECTOR, ENGINEER, AND CONTRACTOR SHALL BE IN ATTENDANCE. 26 21 4. ESTABLISH LIMITS OF DISTURBANCE AS SHOWN. 5. INSTALLED PERMANENT CULVERT PIPES AT PROJECT ENTRANCES WHERE 22 APPLICABLE AND NECESSARY GRADE TO ESTABLISH VEHICULAR ACCESS. 25 INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCES. 24 25 23 6. INSTALL TREE PROTECTION FENCING AND SILT FENCING AS NOTED ON LIMITS OF DISTURBANCE EXISTING BUILDING 24 PLANS BEFORE COMMENCING ANY LAND DISTURBANCE ACTIVITY. PLACE 32 TREE PROTECTION FENCING WHEREVER THE LOD IS WITHIN 30' OF EXISTING 19 WWW 153,806 SF PROPOSED20 BUILDING TREES. SILT FENCE SHALL BE INSTALLED INSIDE OF THE LIMITS OF 23 DISTURBANCE LINE. 31 20 24 104,000 SF 7. INSTALL SKIMMER OUTLET TO EXISTING STORMWATER OUTLET STRUCTURE. 8. INSTALL THE PROPOSED DITCH AS SHOWN ON THE PLANS IN ORDER TO 21 22 19 CONVEY RUNOFF INTO THE EXISTING STORMWATER CONTROL MEASURE. 30 25 22 ONCE PERMANENT DITCH IS INSTALLED FILL IN EXISTING DITCH. ADDITIONAL 23 MEASURES MAY BE NEEDED IN THE EXISTING STORMWATER CONTROL 18 WWW MEASURE TO NOT SHORT CIRCUIT THE MEANS OF THE STORMWATER 21 24 29 25 CONTROL MEASURE. 21 22 9. COMMENCE CLEARING, GRUBBING, AND STRIPPING WITHIN THE LIMITS OF 23 26 CONSTRUCTION. STRIP EXISTING GRADE TO A DEPTH OF 6" AND HAUL AWAY 28 21 MATERIAL TO AN OFF-SITE PERMITTED LOCATION. COMMENCE ROUGH GRADING WITHIN THE LIMITS OF DISTURBANCE TO BRING THE SITE TO THE X X X X X X X X X X X X X X X X X X X X X X X X 25 PROPOSED SUBGRADE LEVEL. THE CONTRACTOR SHALL ESTABLISH THE WWW 27 252627 ROUGH GRADING, WORKING FROM THE HIGH END OF THE SITE TO THE LOW 26 END OF THE SITE, MAINTAINING POSITIVE DRAINAGE TO THE TEMPORARY 24 SAN SEDIMENT BASIN THROUGHOUT ESTABLISHMENT OF SITE GRADING. W 10. BEGIN DEMOLITION AND REMOVE EXISTING UTILITIES OF EXISTING XXX P GGG BUILDINGS. (COORDINATE ACCORDINGLY). 25 UGE 24 11. NO LAND DISTURBING ACTIVITY SHALL OCCUR OUTSIDE THE LIMITS OF 18 20 UGE UGE UGE DISTURBANCE AS INDICATED ON THIS PLAN W 27 22 12. PROVIDE TEMPORARY STABILIZATION AND SEEDING AS NECESSARY TO UGE UGE UGE T PREVENT EROSION ONCE FINAL GRADES ARE ESTABLISHED. REFER TO W W W 23W W W W SHEET C12.0 FOR GROUND STABILIZATION CRITERIA AND SEEDING GEN SETGEN SETGEN SET 26 24 W 23 SCHEDULE. SAN 13. COMPLETE EROSION CONTROL PHASE 1. UGE STMSTMSTM 25 G TEMPORARY CONSTRUCTION ENTRANCE 23 QUALITY WAY GENERAL EROSION CONTROL NOTES 23 24 SAN 1. AT ALL TIMES DURING CONSTRUCTION COASTAL BEVERAGE SHALL HAVE AN UGE UGE 22UGE UGE UGE ALL WEATHER ACCESS TO THEIR PROPERTY. IF THE ROAD AND THEIR X X G EXISTING ACCESS WILL NEED TO BE SHUTDOWN COMPLETELY, THE CONTRACTOR 25 UGE 24 30 STMSTMSTM 22 SHALL COORDINATE WITH THE PROPERTY OWNER FOR A SCHEDULED SOLAR ARRAY CLOSE. STMSTMSTM W 25 W X 2. WHERE SILT FENCE IS REQUIRED IN THE SAME PLACE AS TREE PROTECTION X FENCING, ORANGE SILT FENCE AND SIGNAGE FOR TREE PROTECTION MAY G BE USED INSTEAD OF DUPLICATE FENCING. SIGNAGE MUST BE PLACED IN ACCORDANCE WITH THESE PLANS. X X X X 21 X X X X X X X X X X X 20 SAN 20 3. SILT FENCE AND/OR TREE PROTECTION FENCE TO BE PLACED AT OR INSIDE UGE 19 18 17 19 20 21 LIMITS OF DISTURBANCE. THE PLANS ILLUSTRATE THE FENCING AS AN 18 OFFSET FROM THE LIMITS OF DISTURBANCE FOR GRAPHIC CLARITY. 25 17 4. ANY GRADING BEYOND THE DENUDED LIMITS AS SHOWN ON THE PLAN IS A G 25 17 VIOLATION OF THE COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT EMPIRE DISTRIBUTORS OF NC INC 18 TEMPORARY SEDIMENT BASIN TO A FINE. 25 UGE 17 5. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION PID: 2291-95-4885-0000 18 SAN CONTROL PLAN IS A VIOLATION OF STATE LAW AND IS SUBJECT TO A FINE. 19 18 6. GROUND COVER MUST BE PROVIDED ON EXPOSED SLOPES, INCLUDING 131 CORPORATE DR G 20 STOCKPILES, WITHIN 21 CALENDAR DAYS FOLLOWING COMPLETION OF ANY 17 AMAZON.COM SERVICE LLC PHASE OF GRADING; AND, A PERMANENT GROUND COVER FOR ALL 17 21 D.B. 4611 PG. 759 20 18 DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS STM 19 22 PID: 2291-84-9960-0000 (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR 20 DEVELOPMENT. ZONING: GI 20 21 22 163 US HWY 421 7. ADDITIONAL EROSION AND SEDIMENT CONTROL DEVICES MAY BE REQUIRED STM BY A REPRESENTATIVE OF NCDEQ OR AS AGREED UPON BY THE FIELD SAN D.B. 4845 PG. 1843 INSPECTOR, ENGINEER, AND OWNER. STM 8. SLOPES SHALL BE GRADED NO STEEPER THAN 3:1. M.B. 75 PG. 71 9. IF ACTIVE CONSTRUCTION CEASES IN ANY AREA FOR MORE THAN 15 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER), ALL DISTURBED AREAS MUST BE SEEDED, MULCHED, AND TACKED. ZONING: GI 10. WITHIN 24 HOURS FOLLOWING ANY RAIN EVENT, THE CONTRACTOR SHALL INSPECT AND REPAIR, AS NECESSARY, ALL DAMAGED EROSION CONTROL MEASURES. AMAZON.COM SERVICE LLC SAN 11. ALL ACTIVITY AND INSTALLATION OF EROSION CONTROL MATTING WILL BE N. CORPORATE DR. PID: 2291-95-4885-0000 COMPLETE PRIOR TO ANY RAIN EVENT. QUALITY WAY EROSION CONTROL MAINTENANCE NOTES D.B. 4845 PG. 1843 1. SEE EROSION CONTROL DETAIL SHEETS C12.0 TO C12.2 AND 1/C5.0 FOR M.B. 75 PG. 71 REQUIRED EROSION CONTROL MAINTENANCE NOTES. 20 ZONING: GI 17 LIMITS OF DISTURBANCE 16 18 19 TOTAL - 5.75 ACRES 21 20 22 SETZER23 PROPERTIES CAPE FEAR LLC ETAL 24 26 25 PID: 2291-86-4735-0000 17 27 374 CORPORATE DR PENDER COUNTYPID: 28 18 29 D.B. 4717 PG. 682 2291-84-9960-0000 30 32 31 19 33 ZONING: GI 289 QUALITY WAY 34 20 35 36 D.B. XXX PG. XXX 21 37 M.B. 5 PG. 127 37 ZONING: GI 36 35 34 33 32 80' 0 80' 160' 31 30 29 28 SCALE: 1"=80' (Horiz.) 27 2 EROSION CONTROL PLAN SCALE: 1" = 80' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C4.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN ---- TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 EROSION CONTROL PLAN - STAGE 1 STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C4.0 EROSION CONTROL PLAN.DWG ---- 06/05/2026 11:09:54 Page 97 of 344 EROSION CONTROL SYMBOLS CONSTRUCTION ENTRANCE ROCK CHECK DAM WITH WEIR (RCDW) INLET PROTECTION DANDY SACK INLET PROTECTION SILT FENCE OUTLET SKIMMER WATTLE CHECK DAM 36" RCP OUTLET PROTECTION (OP) EXISTING SOLAR SILT FENCE / TREE PROTECTION FENCE ARRAY LIMITS OF DISTURBANCE BAFFLES TEMPORARY DIVERSION DITCH (TDD) 26 24 25 40 EXISTING MAJOR CONTOUR LINE 23 22 RIP RAP PROTECTION (TYP.) 39 EXISTING MINOR CONTOUR LINE 21 SEE DETAIL (10/C12.0) DRAINAGE AREA LINE PHASE 1 CONSTRUCTION SEQUENCE NOTES 1. OBTAIN ALL NECESSARY PERMIT APPROVALS PRIOR TO ANY LAND DITCH PLUG DISTURBANCE ACTIVITY. 27 2. COORDINATE DISCONNECT OF EXISTING UTILITIES AS REQUIRED. SEE DETAIL (8/C12.0) 3. A PRE-CONSTRUCTION CONFERENCE MUST BE HELD 48 HOURS PRIOR TO THE START OF ANY CONSTRUCTION ACTIVITIES. THE EROSION CONTROL INSPECTOR, ENGINEER, AND CONTRACTOR SHALL BE IN ATTENDANCE. 26 4. ESTABLISH LIMITS OF DISTURBANCE AS SHOWN. 21 5. INSTALLED PERMANENT CULVERT PIPES AT PROJECT ENTRANCES WHERE APPLICABLE AND NECESSARY GRADE TO ESTABLISH VEHICULAR ACCESS. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCES. 6. INSTALL TREE PROTECTION FENCING AND SILT FENCING AS NOTED ON 22 PLANS BEFORE COMMENCING ANY LAND DISTURBANCE ACTIVITY. PLACE TREE PROTECTION FENCING WHEREVER THE LOD IS WITHIN 30' OF EXISTING 25 25 TREES. SILT FENCE SHALL BE INSTALLED INSIDE OF THE LIMITS OF DISTURBANCE LINE. 23 7. INSTALL SKIMMER OUTLET TO EXISTING STORMWATER OUTLET STRUCTURE. 8. INSTALL THE PROPOSED DITCH AS SHOWN ON THE PLANS IN ORDER TO LIMITS OF DISTURBANCE CONVEY RUNOFF INTO THE EXISTING STORMWATER CONTROL MEASURE. 24 ONCE PERMANENT DITCH IS INSTALLED FILL IN EXISTING DITCH. ADDITIONAL MEASURES MAY BE NEEDED IN THE EXISTING STORMWATER CONTROL MEASURE TO NOT SHORT CIRCUIT THE MEANS OF THE STORMWATER 19 20 CONTROL MEASURE. PROPOSED BUILDING 9. COMMENCE CLEARING, GRUBBING, AND STRIPPING WITHIN THE LIMITS OF 104,000 SF 23 CONSTRUCTION. STRIP EXISTING GRADE TO A DEPTH OF 6" AND HAUL AWAY 20 MATERIAL TO AN OFF-SITE PERMITTED LOCATION. COMMENCE ROUGH GRADING WITHIN THE LIMITS OF DISTURBANCE TO BRING THE SITE TO THE 24 FILL EXISTING DITCH PROPOSED SUBGRADE LEVEL. THE CONTRACTOR SHALL ESTABLISH THE 21 ROUGH GRADING, WORKING FROM THE HIGH END OF THE SITE TO THE LOW 22 END OF THE SITE, MAINTAINING POSITIVE DRAINAGE TO THE TEMPORARY SEDIMENT BASIN THROUGHOUT ESTABLISHMENT OF SITE GRADING. 19 22 10. BEGIN DEMOLITION AND REMOVE EXISTING UTILITIES OF EXISTING SILT FENCE (TYP.) BUILDINGS. (COORDINATE ACCORDINGLY). 11. NO LAND DISTURBING ACTIVITY SHALL OCCUR OUTSIDE THE LIMITS OF 23 SEE DETAIL (1/C12.0) DISTURBANCE AS INDICATED ON THIS PLAN 12. PROVIDE TEMPORARY STABILIZATION AND SEEDING AS NECESSARY TO 18 24 PREVENT EROSION ONCE FINAL GRADES ARE ESTABLISHED. REFER TO 21 SHEET C12.0 FOR GROUND STABILIZATION CRITERIA AND SEEDING 25 SCHEDULE. 21 13. COMPLETE EROSION CONTROL PHASE 1. 22 23 GENERAL EROSION CONTROL NOTES 21 1. AT ALL TIMES DURING CONSTRUCTION COASTAL BEVERAGE SHALL HAVE AN ALL WEATHER ACCESS TO THEIR PROPERTY. IF THE ROAD AND THEIR QUALITY WAY ACCESS WILL NEED TO BE SHUTDOWN COMPLETELY, THE CONTRACTOR SHALL COORDINATE WITH THE PROPERTY OWNER FOR A SCHEDULED 25 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X CLOSE. X WATTLE CHECK DAM (TYP.) 2. WHERE SILT FENCE IS REQUIRED IN THE SAME PLACE AS TREE PROTECTION FENCING, ORANGE SILT FENCE AND SIGNAGE FOR TREE PROTECTION MAY BE USED INSTEAD OF DUPLICATE FENCING. SIGNAGE MUST BE PLACED IN XXX SEE DETAIL (5/C12.1) ACCORDANCE WITH THESE PLANS. 3. SILT FENCE AND/OR TREE PROTECTION FENCE TO BE PLACED AT OR INSIDE LIMITS OF DISTURBANCE. THE PLANS ILLUSTRATE THE FENCING AS AN OFFSET FROM THE LIMITS OF DISTURBANCE FOR GRAPHIC CLARITY. 4. ANY GRADING BEYOND THE DENUDED LIMITS AS SHOWN ON THE PLAN IS A XXX VIOLATION OF THE COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT 24 TO A FINE. 5. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION OF STATE LAW AND IS SUBJECT TO A FINE. TEMPORARY CONSTRUCTION 6. GROUND COVER MUST BE PROVIDED ON EXPOSED SLOPES, INCLUDING XXX STOCKPILES, WITHIN 21 CALENDAR DAYS FOLLOWING COMPLETION OF ANY 22 PHASE OF GRADING; AND, A PERMANENT GROUND COVER FOR ALL ENTRANCE DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR SEE DETAIL (3/C12.0) DEVELOPMENT. TWIN 24" RCP 7. ADDITIONAL EROSION AND SEDIMENT CONTROL DEVICES MAY BE REQUIRED BY A REPRESENTATIVE OF NCDEQ OR AS AGREED UPON BY THE FIELD X INSPECTOR, ENGINEER, AND OWNER. 23 8. SLOPES SHALL BE GRADED NO STEEPER THAN 3:1. 9. IF ACTIVE CONSTRUCTION CEASES IN ANY AREA FOR MORE THAN 15 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER), ALL DISTURBED AREAS MUST BE SEEDED, MULCHED, AND TACKED. N. CORPORATE DR. 10. WITHIN 24 HOURS FOLLOWING ANY RAIN EVENT, THE CONTRACTOR SHALL 23 INSPECT AND REPAIR, AS NECESSARY, ALL DAMAGED EROSION CONTROL MEASURES. X X X 11. ALL ACTIVITY AND INSTALLATION OF EROSION CONTROL MATTING WILL BE COMPLETE PRIOR TO ANY RAIN EVENT. RIP RAP PROTECTION (TYP.) X EROSION CONTROL MAINTENANCE NOTES SEE DETAIL (10/C12.0) 1. SEE EROSION CONTROL DETAIL SHEETS C12.0 TO C12.2 AND 1/C5.0 FOR REQUIRED EROSION CONTROL MAINTENANCE NOTES. X EXISTING SOLAR LIMITS OF DISTURBANCE ARRAY 22 24 X TOTAL - 5.75 ACRES SILT FENCE (TYP.) AMAZON.COM SERVICE LLC PID: 2291-84-9960-0000 X SEE DETAIL (1/C12.0) 163 US HWY 421 D.B. 4845 PG. 1843 M.B. 75 PG. 71 X ZONING: GI X X X X X X X X X X X X X X X X X X X X X 20 19 TEMPORARY SEDIMENT BASIN 18 21 17 19 20 18 SEE DETAIL (4/C12.1) 25 17 17 FAIR CLOTH SKIMMER18 25 17 18 SEE DETAIL (3/C12.1) 19 18 20 40' 0 40' 80' 17 17 21 18 SCALE: 1"=40' (Horiz.) 19 22 2 SITE PLAN SCALE: 1" = 40' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C4.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN ---- TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 ENLARGED EROSION CONTROL PLAN - NC License # C-0342 STAGE 1 STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C4.1 ENLARGED EROSION CONTROL PLAN.DWG ---- 06/05/2026 11:09:57 Page 98 of 344 US HWY 421 27 26 27 25 25 27 28 25 PROPOSED WADDLE 27 24 23 PROPOSED WADDLE 26 25 22 EXISTING SOLAR ARRAY 25 26 25 23 24 22 W W W W W W W 2726 21 23 27 W 26 21 PROPOSED WADDLE 22 25 24 25 23 EXISTING BUILDING 24 32 19 WWW 153,806 SF PROPOSED20 BUILDING 23 31 20 24 104,000 SF 21 22 19 30 25 22 23 18 WWW 21 24 29 25 22 21 23 26 28 PROPOSED WADDLE 21 X X X X X X X X X X X X X X X X X X X X X X X X 25 WWW 27 252627 26 24 SAN W XXX P GGG 25 UGE 24 18 20 UGE UGE UGE W 27 22 UGE UGE UGE T W W W 23W W W W GEN SETGEN SETGEN SET 26 24 W 23 SAN UGE STMSTMSTM 25 G 23 QUALITY WAY 24 SAN 23 UGE UGE 22UGE UGE UGE X X G EXISTING 25 UGE 24 30 STMSTMSTM SOLAR ARRAY22 STMSTMSTM W 25 W X X G X X X X 21 X X X X X X X X X X X 20 SAN 20 UGE 19 18 17 19 20 21 18 25 17 G 25 17 EMPIRE DISTRIBUTORS OF NC INC 18 25 UGE 17 PID: 2291-95-4885-0000 18 SAN 19 18 131 CORPORATE DR G 20 17 AMAZON.COM SERVICE LLC 17 21 D.B. 4611 PG. 759 20 18 STM 19 22 PID: 2291-84-9960-0000 20 ZONING: GI 20 21 22 STM 163 US HWY 421 SAN D.B. 4845 PG. 1843 STM M.B. 75 PG. 71 ZONING: GI AMAZON.COM SERVICE LLC SAN N. CORPORATE DR. PID: 2291-95-4885-0000 QUALITY WAY D.B. 4845 PG. 1843 M.B. 75 PG. 71 20 ZONING: GI 17 16 18 19 21 20 22 SETZER23 PROPERTIES CAPE FEAR LLC ETAL 24 26 25 PID: 2291-86-4735-0000 17 27 374 CORPORATE DR PENDER COUNTYPID: 28 18 29 D.B. 4717 PG. 682 2291-84-9960-0000 30 32 31 19 33 ZONING: GI 289 QUALITY WAY 34 20 35 36 D.B. XXX PG. XXX 21 37 M.B. 5 PG. 127 37 ZONING: GI 36 35 34 33 32 80' 0 80' 160' 31 30 29 28 SCALE: 1"=80' (Horiz.) 27 2 XXX PLAN SCALE: 1" = 80' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C5.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN ---- TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 OVERALL EROSION CONTROL PLAN - NC License # C-0342 STAGE 2 STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C5.0 OVERALL EROSION CONTROL PLAN.DWG ---- 06/05/2026 11:58:41 Page 99 of 344 SILT SILT SILT EXISTING SOLAR ARRAY SILT SILT SILT 26 24 25 23 SILT SILT SILT 22 21 SILT 27 26 21 SILT 22 25 25 23 WATTLE CHECK DAM (TYP.) 24 SILT 19 PROPOSED BUILDING20 104,000 SF 23 20 24 SILT 21 22 19 22 23 18 SILT SILT SILT 24 21 25 21 22 SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT 23 SILT SILT SILT SILT SILT SILT SILT SILT SILT 21 SILT SILT SILT SILT SILT SILT QUALITY WAY 25 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXX XXX 24 XXX 22 23 X N. CORPORATE DR. 23 X X X X X EXISTING SOLAR ARRAY 22 24 X AMAZON.COM SERVICE LLC PID: 2291-84-9960-0000 X 163 US HWY 421 D.B. 4845 PG. 1843 M.B. 75 PG. 71 X ZONING: GI X X X X X X X X X X X X X X X X X 20 21 17 19 20 18 25 17 17 18 25 18 19 18 20 17 21 40' 0 40' 80' 22 SCALE: 1"=40' (Horiz.) 20 M 2 SITE PLAN SCALE: 1" = 40' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C5.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN ---- TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 ENLARGED EROSION CONTROL PLAN - NC License # C-0342 STAGE 2 STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C5.1 ENLARGED EROSION CONTROL PLAN.DWG ---- 06/05/2026 11:53:32 Page 100 of 344 PROPOSED LEGEND D8.02' SPOT GRADE FFE: 20.1' FINISH FLOOR ELEVATION US HWY 421 STEP COUNT AND APPROX. 2 STEPS ±6.1" EA RISER HEIGHT (POINTS TOWARD BOTTOM OF STEPS) 39 27 MINOR CONTOURS 26 27 25 40 MAJOR CONTOURS 25 27 STORM DRAIN LINE 28 (RCP SIZE AS NOTED) 25 6" ROOF LEADER LINE PERFORATED HDPE 27 25 24 23 26 STORM DRAIN CURB INLET DETAIL 5/CG500 22 EXISTING STORM DRAIN DROP INLET SOLAR ARRAY DETAIL 6/CG500 36" RCP 25 26 STORM CLEANOUT 25 23 24 22 W W W W W W W 2726 21 23 EXISTING 27 W 20 MAJOR CONTOUR 26 21 21 MINOR CONTOUR 22 25 24 25 23 EXISTING BUILDING 24 32 GRADING AND DRAINAGE NOTES: 19 WWW 153,806 SF PROPOSED20 BUILDING 23 31 104,000 SF 20 1. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE 24 BUILDINGS AT ALL LOCATIONS. 21 22 19 2. ALL DRAINAGE PIPES SHALL BE CLASS III RCP UNLESS 30 25 22 NOTED OTHERWISE. IF COVER REQUIREMENTS FOR PIPE 23 18 CANNOT BE ACHIEVED NOTIFY ENGINEER IMMEDIATELY. WWW 21 24 29 25 3. PRECAST CATCH BASINS MAY BE USED IN PLACE OF THE 21 22 BRICK BUILT CATCH BASINS. SEE NCDOT STD DETAIL 23 26 840.14. 28 21 4. STORMWATER TREATMENT PROVIDED BY THE PENDER X X X X X X X X X X X X X X X X X X X X X X X X 25 COMMERCE PARK REGIONAL STORMWATER POND IN WWW 27 252627 26 ACCORDANCE WITH NCDEQ PERMIT SW8 09081 MOD. 24 5. TOTAL LOT BUILT UPON AREA = XXX SF / XX.XX% SAN 6. THE CONTRACTOR SHALL INSTALL EROSION CONTROL W XXX P GGG MATTING ON ANY SLOPE LEFT STEEPER THAN 3H:1V. 25 UGE 24 7. NO FILL MATERIAL OR OTHER DEVELOPMENT SHALL 18 20 UGE UGE UGE ENCROACH INTO THE FLOODWAY OR W 27 22 UGE UGE UGE T NON-ENCROACHMENT AREA OF ANY WATERCOURSE, AS W W W 23W W W W APPLICABLE GEN SETGEN SETGEN SET 26 24 W 23 8. FINAL AS-BUILT ELEVATION CERTIFICATE (FEMA FORM SAN UGE STMSTMSTM 81-31) REQUIRED. 36" RCP 25 G 23 QUALITY WAY 9. MAXIMUM GRADE OF SURFACE IN TRUCK DOCKING AREAS IS 2%. 24 SAN 23 UGE UGE 22UGE UGE UGE X X G EXISTING SPOT ELEVATION KEY 25 UGE 24 30 STMSTMSTM 22 SOLAR ARRAY A ASPHALT STMSTMSTM W 25 W X (SURFACE OF FINISHED ASPHALT ROADWAY OR WALKING PATH) X G C CURB X X X X 21 X X X X X X X X X X X (BACK OF CURB AT HIGHEST POINT) 20 SAN 20 UGE 19 18 17 19 20 21 18 FG FINISHED GROUND 25 17 (FINISHED GROUND ELEVATION) G 25 17 EMPIRE DISTRIBUTORS OF NC INC 18 FS FINISHED SURFACE 25 UGE 17 EXISTING SCM (FINISHED HARD SURFACE ELEVATION) PID: 2291-95-4885-0000 18 SAN 19 18 G GUTTER 131 CORPORATE DR G 20 17 AMAZON.COM SERVICE LLC (SURFACE OF GUTTER AT LOWEST POINT (ALONG WATER FLOW 17 21 PATH) D.B. 4611 PG. 759 20 18 STM 19 22 PID: 2291-84-9960-0000 20 FFE FINISHED FLOOR ELEVATION ZONING: GI 20 21 22 (SURFACE OF FOUNDATION OR FINISHED SURFACE ELEVATION STM 163 US HWY 421 AT GARAGE ENTRANCE AT CARRIAGE UNITS) SAN D.B. 4845 PG. 1843 STM ME MATCH EXISTING M.B. 75 PG. 71 (FOLLOWING ELEVATION NUMBER. INDICATES TO MATCHELEVATION OF EXISTING SURFACE AT POINT OF ZONING: GI CONNECTION) EXAMPLE: W29.12'ME MEANS THAT THE SURFACE IS TO BE AT ELEVATION 29.12' WHICH SHOULD MATCH THE ELEVATION OF AMAZON.COM SERVICE LLC SAN THE EXISTING WALK N. CORPORATE DR. PID: 2291-95-4885-0000 EXISTING OFF SITE SCM SW8-181003 QUALITY WAY D.B. 4845 PG. 1843 M.B. 75 PG. 71 20 ZONING: GI 17 16 18 19 21 20 22 SETZER23 PROPERTIES CAPE FEAR LLC ETAL 24 26 25 PID: 2291-86-4735-0000 17 27 374 CORPORATE DR PENDER COUNTYPID: 28 18 29 D.B. 4717 PG. 682 2291-84-9960-0000 30 32 31 19 33 ZONING: GI 289 QUALITY WAY 34 20 35 36 D.B. XXX PG. XXX 21 37 M.B. 5 PG. 127 37 ZONING: GI 36 35 34 33 32 80' 0 80' 160' 31 30 29 28 SCALE: 1"=80' (Horiz.) 27 2 XXX PLAN SCALE: 1" = 80' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C7.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 OVERALL GRADING PLAN STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C7.0 OVERALL GRADING PLAN.DWG ---- 06/05/2026 11:10:46 Page 101 of 344 PROPOSED LEGEND D8.02' SPOT GRADE FFE: 20.1' FINISH FLOOR ELEVATION 39 MINOR CONTOURS 40 MAJOR CONTOURS EXISTING SOLAR STORM DRAIN LINE FES - A1 (RCP SIZE AS NOTED) INV.=20.26 ARRAY (46LF @ 0.31%) 26 36" RCP 25 FES - A2 24 STMSTMSTM STMSTMSTM STMSTMSTM 23 INV.=20.12 22 W W W W 21 SILT SILT SILT SILT EXISTING 27 20 MAJOR CONTOUR SILT 26 21 21 MINOR CONTOUR 22 GRADING AND DRAINAGE NOTES: SILT 25 25 23 DRAINAGE SWALE, SEE 1. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE BUILDINGS AT ALL LOCATIONS. DETAIL 4/C11.1 2. ALL DRAINAGE PIPES SHALL BE CLASS III RCP UNLESS 24 NOTED OTHERWISE. IF COVER REQUIREMENTS FOR PIPE CANNOT BE ACHIEVED NOTIFY ENGINEER IMMEDIATELY. 19 SILT 3. PRECAST CATCH BASINS MAY BE USED IN PLACE OF THE PROPOSED BUILDING20 BRICK BUILT CATCH BASINS. SEE NCDOT STD DETAIL 104,000 SF 23 840.14. 20 4. STORMWATER TREATMENT PROVIDED BY THE PENDER EXISTING 60' UTILITY 24 COMMERCE PARK REGIONAL STORMWATER POND IN EASEMENT 21 ACCORDANCE WITH NCDEQ PERMIT SW8 09081 MOD. 22 5. TOTAL LOT BUILT UPON AREA = XXX SF / XX.XX% SILT FFE: 19 22 6. THE CONTRACTOR SHALL INSTALL EROSION CONTROL 27.5' MATTING ON ANY SLOPE LEFT STEEPER THAN 3H:1V. 23 7. NO FILL MATERIAL OR OTHER DEVELOPMENT SHALL ENCROACH INTO THE FLOODWAY OR 18 24 NON-ENCROACHMENT AREA OF ANY WATERCOURSE, AS 21 APPLICABLE SILT 25 8. FINAL AS-BUILT ELEVATION CERTIFICATE (FEMA FORM 21 81-31) REQUIRED. 22 9. MAXIMUM GRADE OF SURFACE IN TRUCK DOCKING 23 AREAS IS 2%. 21 SILT QUALITY WAY SPOT ELEVATION KEY SILT SILT SILT SILT SILT SILT SILT SILT SILT 25 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X A ASPHALT (SURFACE OF FINISHED ASPHALT ROADWAY OR WALKING PATH) SAN FES - A3 XXX C CURB INV.=19.71 W (BACK OF CURB AT HIGHEST POINT) FG FINISHED GROUND UGE UGE UGE (FINISHED GROUND ELEVATION) XXX SAN 24 FS FINISHED SURFACE W (FINISHED HARD SURFACE ELEVATION) G GUTTER XXX 22 (SURFACE OF GUTTER AT LOWEST POINT (ALONG WATER FLOW W UGE UGE UGE PATH) EXISTING 36" STORMWATER W PIPE TO BE ABANDONED FFE FINISHED FLOOR ELEVATION (SURFACE OF FOUNDATION OR FINISHED SURFACE ELEVATION W W W W STMSTMSTM SAN AT GARAGE ENTRANCE AT CARRIAGE UNITS) 23 X ME MATCH EXISTING UGE UGE UGE (FOLLOWING ELEVATION NUMBER. INDICATES TO W MATCHELEVATION OF EXISTING SURFACE AT POINT OF N. CORPORATE DR. CONNECTION) 23 SAN EXAMPLE: W29.12'ME MEANS THAT THE SURFACE IS TO BE AT STMSTMSTM X X X ELEVATION 29.12' WHICH SHOULD MATCH THE ELEVATION OF THE EXISTING WALK 36" RCP X (234LF @ 0.38%) SAN SAN UGE UGE UGE STMSTMSTM STMSTMSTM X SAN EXISTING SOLAR ARRAY 22 24 X STMSTMSTM AMAZON.COM SERVICE LLC STMSTMSTM FES - A4 PID: 2291-84-9960-0000 INV.=18.83 X 163 US HWY 421 SAN D.B. 4845 PG. 1843 M.B. 75 PG. 71 X ZONING: GI STMSTMSTM X X X X X X X X X X X X X X X X X X X X X 20 19 18 SAN 21 17 19 20 18 25 17 SAN 17 18 25 17 18 SAN 19 18 20 40' 0 40' 80' 17 17 SAN 21 18 SCALE: 1"=40' (Horiz.) 19 22 2 GRADING AND DRAINAGE PLAN SCALE: 1" = 40' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C7.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 N/A ---- TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 ENLARGED GRADING PLAN STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C7.1 ENLARGED GRADING PLAN.DWG ---- 06/05/2026 11:57:00 Page 102 of 344 US HWY 421 EXISTING FIRE HYDRANT ASSEMBLY TIE TO EXISTING 8" WATER MAIN EXISTING FIRE HYDRANT ASSEMBLY EXISTING SOLAR ARRAY W W W W W W W W EXISTING BUILDING WWW 153,806 SF PROPOSED BUILDING 104,000 SF PROPOSED SANITARY SEWER WWW EXISTING FIRE HYDRANT SERVICE TO BUILDING ASSEMBLY PROPOSED EXTENSION 8" FIRE LOOP X X X X X X X X X X X X X X X X X X X X X X X X WWW SAN EXISTING FIRE HYDRANT W XXX ASSEMBLY P 18 20 W T W W W W W W W GEN SETGEN SETGEN SET W SAN EXISTING 3" DOMESTIC TIE TO EXISTING WATER SERVICE 8" WATER MAIN QUALITY WAY SAN X X EXISTING EXISTING 8" FIRE SOLAR ARRAY W W X SERVICE LOOP X X X X X X X X X X X X X X X X SAN EMPIRE DISTRIBUTORS OF NC INC PID: 2291-95-4885-0000 SAN 131 CORPORATE DR AMAZON.COM SERVICE LLC D.B. 4611 PG. 759 STM PID: 2291-84-9960-0000 ZONING: GI STM 163 US HWY 421 SAN D.B. 4845 PG. 1843 STM M.B. 75 PG. 71 ZONING: GI AMAZON.COM SERVICE LLC SAN N. CORPORATE DR. PID: 2291-95-4885-0000 QUALITY WAY D.B. 4845 PG. 1843 M.B. 75 PG. 71 ZONING: GI SETZER PROPERTIES CAPE FEAR LLC ETAL PID: 2291-86-4735-0000 374 CORPORATE DR PENDER COUNTYPID: D.B. 4717 PG. 682 2291-84-9960-0000 ZONING: GI 289 QUALITY WAY D.B. XXX PG. XXX M.B. 5 PG. 127 ZONING: GI 80' 0 80' 160' SCALE: 1"=80' (Horiz.) 2 UTILITY PLAN SCALE: 1" = 80' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C8.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN ---- TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 OVERALL UTILITY PLAN STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C8.0 OVERALL UTILITY PLAN.DWG ---- 06/05/2026 11:09:42 Page 103 of 344 EXISTING SOLAR ARRAY STMSTMSTM STMSTMSTM STMSTMSTM W W W W SILT SILT SILT SILT (2) 45° BENDS TIE TO EXISTING 8" WATER MAIN SILT SILT SILT PROPOSED BUILDING 104,000 SF SILT SILT PROVIDE CLEANOUT 5' FROM FACE OF BUILDING AND BEHIND BEND SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X SAN XXX W CONNECT TO EXISTING GRAVITY SEWER SERVICE USING WYE FITTING UGE UGE UGE XXX SAN W XXX W UGE UGE UGE W W W W W STMSTMSTM SAN X QUALITY WAY UGE UGE UGE W EXTEND 8" C-900 PVC (2) 45° BENDS TIE TO EXISTING SAN FIRE SERVICE LOOP STMSTMSTM X X 8" WATER MAIN X X SAN SAN UGE UGE UGE STMSTMSTM STMSTMSTM X SAN EXISTING SOLAR ARRAY X STMSTMSTM STMSTMSTM X SAN AMAZON.COM SERVICE LLC X STMSTMSTM PID: 2291-84-9960-0000 X X X X X X X X X X X X X X X X X X X X X 163 US HWY 421 SAN D.B. 4845 PG. 1843 M.B. 75 PG. 71 ZONING: GI SAN SAN 40' 0 40' 80' SAN SCALE: 1"=40' (Horiz.) 2 UTILITY PLAN SCALE: 1" = 40' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C8.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 N/A ---- TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 ENLARGED UTILITY PLAN STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C8.1 ENLARGED UTILITY PLAN.DWG ---- 06/05/2026 11:10:26 Page 104 of 344 LANDSCAPE DATA - PENDER COUNTY UDO ZONING - GENERAL INDUSTRIAL (GI) REGULATION REQUIRED PROPOSED SECTION 8.1.2.C APPLICABILITY: LANDSCAPING REQUIREMENTS IN ARTICLE 8 SHALL APPLY TO ALL DEVELOPMENT WITHIN PENDER COUNTY... WHEN AN EXISTING USE IS EXPANDED TO INCREASE ITS SQUARE FOOTAGE BY 50% OR US HWY 421 MORE SECTION 8.1.5 CREDIT FOR EXISTING VEGETATION PROPERTY BOUNDARY A. EXISTING NATIVE HABITAT OR PLANT MATERIAL LOCATED WITHIN THE PROPOSED LANDSCAPING OR AREA THAT MEETS THE REQUIREMENTS MAY BE EXISTING VEGETATION COUNTED TOWARD THE TOTAL BUFFER REQUIRED BETWEEN ADJOINING LAND TO SATISFY TYPE "D" BUFFER USES. REQUIREMENTS TO REMAIN PROJECT BOUNDARY BUFFERS (SEC. 8.2.7) BUFFER REQUIREMENTS OF LISTED PERMITTED USES IN EACH DISTRICT AND CERTAIN SPECIAL TYPES OF DEVELOPMENT. EXISTING VEGETATION THAT MEETS OR EXCEEDS THE REQUIREMENTS OF THE SPECIFIC BUFFER IS DESIRED AND ALLOWED INSTEAD OF ANY REQUIRED NEW PLANTINGS BUFFERS REQUIRED FOR INDUSTRIAL DISTRICTS REQUIRED PROPOSED AND INDUSTRIAL USES - EAST PROPERTY BOUNDARY (ALONG US HWY YES; TYPE EXISTING 421) - TYPE D BUFFER REQUIRED ALONG ALL "D" BUFFER VEGETATION STREET BOUNDARIES REQ'D TO SATISFY BUFFER REQUIREMENTS EXISTING - NORTH PROPERTY BOUNDARY (ADJACENT TO YES; TYPE EXISTING SOLAR ARRAY GI ZONED PROPERTY) / BUFFER D REQUIRED "D" BUFFER VEGETATION REQ'D TO SATISFY BUFFER REQUIREMENTS W W W W W W W -SOUTH PROPERTY BOUNDARY (ADJACENT TO GI YES, TYPE EXISTING ZONED PROPERTY) / BUFFER D REQUIRED "D" BUFFER VEGETATION REQ'D TO SATISFY W BUFFER REQUIREMENTS EXISTING VEGETATION TO SATISFY TYPE "D" BUFFER REQUIREMENTS TO REMAIN GENERAL NOTES: 1. SEE NOTES SHEET C1.1 FOR LANDSCAPE NOTES AND DETAILS SHEET C17.0 EXISTING BUILDING FOR PLANT QUANTITIES AND INFORMATION WWW 153,806 SF PROPOSED BUILDING 104,000 SF PLANT SCHEDULE WWW SYMBOL QTY BOTANICAL NAME COMMON NAME GROUND COVERS 73,574 SF CYNODON DACTYLON BERMUDA GRASS X X X X X X X X X X X X X X X X X X X X X X X X WWW SAN W XXX P GGG UGE 18 20 UGE UGE UGE W UGE UGE UGE T W W W W W W W GEN SETGEN SETGEN SET W SAN UGE STMSTMSTM G QUALITY WAY SAN UGE UGE UGE UGE UGE X X G EXISTING UGE STMSTMSTM SOLAR ARRAY STMSTMSTM W W X X EXISTING VEGETATION TO SATISFY TYPE "D" BUFFER REQUIREMENTS TO G REMAIN X X X X X X X X X X X X X X X UGE SAN PROPERTY BOUNDARY G EMPIRE DISTRIBUTORS OF NC INC UGE PID: 2291-95-4885-0000 SAN 131 CORPORATE DR G AMAZON.COM SERVICE LLC D.B. 4611 PG. 759 STM PID: 2291-84-9960-0000 ZONING: GI STM 163 US HWY 421 SAN D.B. 4845 PG. 1843 STM M.B. 75 PG. 71 ZONING: GI AMAZON.COM SERVICE LLC SAN N. CORPORATE DR. PID: 2291-95-4885-0000 QUALITY WAY D.B. 4845 PG. 1843 M.B. 75 PG. 71 ZONING: GI SETZER PROPERTIES CAPE FEAR LLC ETAL PID: 2291-86-4735-0000 374 CORPORATE DR PENDER COUNTYPID: D.B. 4717 PG. 682 2291-84-9960-0000 ZONING: GI 289 QUALITY WAY D.B. XXX PG. XXX M.B. 5 PG. 127 ZONING: GI 80' 0 80' 160' SCALE: 1"=80' (Horiz.) 2 LANDSCAPE PLAN - OVERALL SCALE: 1" = 80' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C10.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 OVERALL LANDSCAPE PLAN STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C10.0 OVERALL LANDSCAPE PLAN.DWG ---- 06/05/2026 11:58:24 Page 105 of 344 GENERAL NOTES: 1. SEE NOTES SHEET C1.1 FOR LANDSCAPE NOTES AND DETAILS SHEET C17.0 FOR PLANT QUANTITIES AND INFORMATION EXISTING SOLAR ARRAY PROPOSED BUILDING 104,000 SF X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXX XXX XXX X QUALITY WAY X X X EXISTING VEGETATION TO SATISFY TYPE "D" BUFFER REQUIREMENTS TO REMAIN X PROPERTY BOUNDARY X EXISTING SOLAR ARRAY X X AMAZON.COM SERVICE LLC X PID: 2291-84-9960-0000 X X X X X X X X X X X X X X X X X X X X X 163 US HWY 421 D.B. 4845 PG. 1843 M.B. 75 PG. 71 ZONING: GI 40' 0 40' 80' SCALE: 1"=40' (Horiz.) 2 XXX PLAN SCALE: 1" = 40' 1 NOTES SCALE: NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C10.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 N/A ---- TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 ENLARGED LANDSCAPE PLAN STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C10.1 ENLARGED LANDSCAPE PLAN.DWG ---- 06/05/2026 11:59:07 Page 106 of 344 MEDIUM DUTY CORNER ARM E END POST OPTIONAL (3) STRANDS OF BARBED WIRE, EA CONSISTING OF 2 LINE POST O DOME TOP STRAND LINE W 4 PT BARBS 45° B/W ARM CORNER POST N MESH - 6x6 WELDED 12" 7" THICK CONCRETE 3" 8" COMPACTED ABC RAIL TIE NON-RUTTING , COMPACTED TOP RAIL SUBGRADE, 98 PERCENT OF THE CHAIN LINK FABRIC 1.66" (1 5/8") OD STANDARD PROCTOR MAXIMUM PER SPECIFICATIONS DRY DENSITY (ASTM D 698) TOP SELVAGE TWISTED BRACE RAIL WELDED WIRE MESH-REINFORCED TENSION 1.66" (1 5/8") OD BAND 12" O.C. LINE TENSION BAR HEAVY DUTY ASPHALT SEE CONCRETE POST TIE FABRIC HEIGHT PAVEMENT DETAIL END BY OTHERS TENSION BAR POST 8/CS500 LENGTH HOG RING POST LENGTH CORNER TENSION WIRE CONCRETE 7 GAUGE AGGREGATE COURSE BASE ADJUSTABLE TRUSS ROD TENSION BOTTOM SELVAGE WIRE TURNBUCKLE KNUCKLED CLEARANCE COMPACTED SUBGRADE TO 10'-0" MAX SPACING 95% STANDARD PROCTOR 2 CONCRETE PAVEMENT SECTION NOTES: 1. PROPERTY LINE FENCING COMPACTED SUBGRADE, SHALL BE 6' HIGH VINYL 98 PERCENT OF THE SAW-CUT JOINT GROOVE COATED CHAIN LINK WITH 3 STANDARD PROCTOR TOOLED CONCRETE PAVEMENT STRANDS BARBED WIRE SIDE MAXIMUM DRY DENSITY EDGE AND REAR PROPERTY LINE (ASTM D 698) FENCING SHALL BE 6' HIGH GALVANIZED CHAIN LINK. 1" INSTALL PER MANUFACTURER'S SPECIFICATIONS. 2. DESIGN AND SPECIFICATIONS SUBJECT TO CHANGE. 3. FOOTING AND POSTS AS REQUIRED BY SITE CONDITIONS AND CODES. CONTROL JOINT 6 CONCRETE PAVEMENT TO ASPHALT TRANSITION 4 TYPICAL FENCE ELEVATION/SECTION NOTES: 1. CONSTRUCTION JOINTS AS NEEDED AT CONTROL JOINT LOCATIONS, SEE DETAIL ABOVE FOR LOCATIONS 2. EXTEND JOINT GROOVE 1" BELOW FINISH GRADE OR 25% OF NOTES: PAVEMENT THICKNESS WHICHEVER IS GREATER 1. EXPANSION JOINT MATERIAL TO COMPLY WITH CURRENT NCDOT STANDARDS 3. SEE DETAIL BELOW FOR EXPANSION JOINTS AND ABOVE FOR 2. 150' MAX EXPANSION JOINT SPACING, 15' MAX CONTRACTION JOINT SPACING CONTROL JOINTS. 3. MINIMUM INSTALLATION LENGTH IS 5 FT. 4. CONCRETE TO BE 3000 PSI MIN PLAN 5. VERTICAL CURB AND GUTTER BASE CAN BE SLOPED 3/4" OR USE A FLAT BASE SAW-CUT JOINT GROOVE COMPACTED SUBGRADE, 98 ALTERNATE DIAMOND PERCENT OF THE STANDARD 1 1" DIA. MAX. ANCHOR HOLE CAULK DOWELS AND #3 BAR, 18" O.C. 4 PROCTOR MAXIMUM DRY MINIMUM 3 ANCHORS CONTROL CONCRETE PAVEMENT DENSITY (ASTM D 698) 3 1 JOINT 3 4" REQUIRED 36" STEEL PINS 1 R= " 1 52" 2 REQUIRED REBAR #8 172" R=1" R=11" 1" 10'-0" 4 12" 1ST POUR 2ND POUR 5'-0" 5'-0" 6" 1/2" FILLED EXPANSION JOINT 3 " AGGREGATE BASE 4 6" COURSE CONCTROL JOINT 6" (1/4" X 1" DEEP SCORE) 24" 12" 2" 12" VERTICAL CURB AND GUTTER 2'-0" 2'-0" 6" MIN. (CATCH) 12" MAX. CONSTRUCTION JOINT ELEVATION 1 1 R=2" 1 52" 8" 8" 8" 172" R=1" NOTES: NOTE: 1. EXPANSION JOINTS SHALL BE LOCATED EVERY 150' MIN. 4-#4 BARS GRADE 60 R=11" 6" 4 2. EXTEND EXPANSION JOINT 100% THROUGH PAVEMENT SURFACE. (CONT). #10 GAUGE WIRE PORTLAND CEMENT CONCRETE SHALL BE A, 12" 3. ENSURE JOINTS ARE FREE OF NON-COMPRESSABLE MATERIALS TIES AT EACH SIDE OF PIN SIX SACK MIX. DEVELOPING NO LESS THAN OBLIQUE VIEW DURING INSTALLATION AND AFTER INSTALLATION. HOLES MIN. 8 REQUIRED 12" 6" 3 VERTICAL CURB AND GUTTER 4. SEE DETAIL AT TOP FOR CONTROL JOINTS AND ABOVE FOR 4,000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 4" 1'-0" 1'-0" AGGREGATE BASE 6" CONSTRUCTION JOINTS. COURSE ℄ SECTION 24" 12" VERTICAL CURB AND GUTTER COMPACTED SUBGRADE, 98 TRAFFIC-GRADE (SPILL) PERCENT OF THE STANDARD 1 URETHANE WHEEL STOP PROCTOR MAXIMUM DRY " FINISHED CONCRETE 2 ZIP-STRIP 1 SURFACE, SEE DETAIL DENSITY (ASTM D 698) 1 R=2" TOOLED 171" 52" FOR SECTION 1/2" PRE-FORMED 2 EDGE BITUMINOUS JOINT MATERIAL R=1" 6" R=3" PARKING STALL 4 2'-0" TO EDGE OF 1 R=14" 14" 1 6" 7 2" 6" 1ST POUR 2ND POUR 3 " AGGREGATE BASE PAINTED STRIPES IF SHOWN ON THE 4 6" COURSE AGGREGATE BASE DRAWINGS OR REQ'D BY THE COURSE SPECIFICATIONS 24" 12" 8" VERTICAL CURB AND GUTTER 6" HEADER CURB (CATCH) INSTALLATION PLAN EXPANSION JOINT 5 PRECAST HEAVY-DUTY WHEEL STOPS 3 CONCRETE CURBING 1 CONCRETE PAVEMENT JOINTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C11.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 N/A 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 SITE DETAILS STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C11.0 SITE DETAILS.DWG ---- 06/05/2026 11:10:34 Page 107 of 344 VARIABLE TOP WIDTH DETAIL VIEW PROPOSED GRADE SCALE: NOT TO SCALE VARIABLE PROPOSED GRADE 3 DEPTH 1 3 3 VARIABLE 2.00' 1 DEPTH 1 NOTES: EXISTING GRADE 1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER MESH - 6x6 WELDED OBJECTIONABLE MATERIAL. 2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN NOTE: 7" THICK CONCRETE REQUIREMENTS. 1. PAVEMENT SHALL BE CONSTRUCTED OF 650 PSI CONCRETE. 3. VEGETATE THE DITCH IMMEDIATELY AFTER CONSTRUCTION, STABILIZE WITH JUTE 8.00' 3" MATTING AND SEED ACCORDING TO SEEDING SPECIFICATIONS. REINFORCEMENT SHALL BE WITH WELDED WIRE MESH, AS NON-RUTTING , COMPACTED 4. SIDE SLOPES OF DITCHES NOT TO EXCEED 2.5:1 SLOPE. INDICATED ABOVE. SEE PREVIOUS GEOTECH REPORT. SUBGRADE, 98 PERCENT OF THE 2. PORTLAND CEMENT CONCRETE SHALL COMPLY WITH STANDARD PROCTOR MAXIMUM CURRENT DOT STANDARD SPECIFICATIONS FOR HIGHWAY DRY DENSITY (ASTM D 698) CONSTRUCTION AND THE GEOTECHNICAL REPORT FOR THIS PROJECT. MEDIUM DUTY 3. AGGREGATE BASE SHALL BE NCDOT AGGREGATE BASE CRUSHED STONE (ABC) AND COMPACTED 98% 4 TYPICAL SWALE SECTION NTS 4. SUBGRADE SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 98% OF STANDARD PROCTOR (PER ASTM D 698). 5. SEE GEOTECHNICAL REPORT FOR PAVEMENT SPECIFICATION MESH - 6x6 WELDED REQUIREMENTS. 6. MAXIMUM JOINT SPACING SHALL BE 15' 7" THICK CONCRETE 7. CONCRETE PAVING SHALL HAVE 6X6 WELDED MESH. 3" 8" COMPACTED ABC NON-RUTTING , COMPACTED SUBGRADE, 98 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D 698) ROUNDABOUT PAVEMENT SCHEDULE HEAVY DUTY C1 2" ASPHALT CONCRETE SURFACE COARSE, TYPE S9.5B J1 6" AGGREGATE BASE COURSE 2 DEVELOPER HEAVY DUTY CONCRETE PAVEMENT NTS T EARTH MATERIAL - SUBGRADE SOILS SERVICE ROAD 2" OF S-9.5B FINAL SURFACE CENTER 2-1/2" OF B-25.0C PROPOSED INTERMEDIATE SURFACE BUILDING 8" OF COMPACTED AGGREGATE BASE COURSE (ABC),COMPACTED 2" OF S-9.5B SURFACE COURSE TO MEET NCDOT DENSITY REQUIREMENTS 6" OF COMPACTED AGGREGATE BASE COURSE (ABC),COMPACTED NON-RUTTING , COMPACTED TO MEET NCDOT DENSITY SUBGRADE, 98 PERCENT OF THE REQUIREMENTS STANDARD PROCTOR MAXIMUM VAR. 10.0' 10.0' 3.00 DRY DENSITY (ASTM D 698) NON-RUTTING , COMPACTED SUBGRADE, 98 PERCENT OF THE 2" STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D 698) " 1 2 2 8" 2" 6" C1 C1 HEAVY DUTY STANDARD DUTY VAR. 2.0% 2.0% 7.0% NOTES: 1. ASPHALTIC SURFACE & BASE COURSES PLACED AND COMPACTED PER THE CURRENT DOT STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION. THE J1 J1 MAXIMUM LIFT THICKNESS TO BE POURED AT ONE TIME IS 2.5" 2. AGGREGATE BASE SHALL BE NCDOT AGGREGATE BASE T T CRUSHED STONE (ABC) AND COMPACTED TO 98%. 3. SUBGRADE SHALL BE COMPACTED TO AS DENSITY OF NO LESS THAN 98% OF STANDARD PROCTOR (PER ASTM D 698) 4. SEE GEOTECHNICAL REPORT SPECIFICATION REQUIREMENTS. SERVICE ROAD TYPICAL ROADWAY SECTION STA. 10+40.00 TO 18+40.00 SCALE: 1"=30' 3 SERVICE ROAD TYPICAL SECTION NTS 1 ANCHOR RETAIL LIGHT DUTY AND HEAVY DUTY ASPHALT PAVEMENT NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C11.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 SITE DETAILS STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C11.0 SITE DETAILS.DWG ---- 06/05/2026 11:30:28 Page 108 of 344 2' MIN. TOP AREA NO WELL-DEFINED CHANNEL La 10% SILT FENCE SETTLEMENT TEMP. EARTHEN BERM Natural Ground A A 2' ABOVE 3:1 MAXIMUM 3do do t PUBLIC ROAD 50' 3:1 MAXIMUM T.O.B. EXISTING NON-WOVEN NCDOT CLASS B (d50=8") DITCH FILTER FABRIC EROSION CONTROL STONE PLAN ON A LAYER OF 4" NCDOT SECTION #5 OR #57 STONE 6" NOTES: 2"-3" COARSE 1. BUILD RIDGE HIGHER THAN DESIGN AND COMPACT WITH WHEELS AGGREGATE 12'-0" OF CONSTRUCTION EQUIPMENT. COMPACTED RIDGE MUST BE AT MIN. OR ABOVE DESIGN GRADE AT ALL POINTS. 2. LEAVE SUFFICIENT AREA TO PERMIT CLEAN OUT AND REGRADING. 3. CONSTRUCT SILT FENCE ON DOWNSTREAM SIDE OF BERM. 4. DITCHES ARE TO BE FILLED IMMEDIATELY AFTER INSTALLATION OF A DITCH PLUG AND PRIOR TO A RAIN EVENT. Filter Berm NC NTS DOT #5 or #57 3 TEMPORARY CONSTRUCTION ENTRANCE washed stone 8 DITCH PLUG NTS CALCULATIONS TO TOP VIEW SILT FENCE POST BE DETERMINED NOTE STRUCTURAL STONE SHALL BE GROUND STABILIZATION CRITERIA (CLASS "B") STONE FOR EROSION CONTROL SITE AREA STABILIZATION STABILIZATION TIMEFRAME PURPOSES. SEDIMENT CONTROL STONE DESCRIPTION TIMEFRAME EXCEPTIONS SHALL BE NO. 5 OR NO. 57 STONE. PERIMETER DIKES, 2' SWALES, DITCHES 7 DAYS NONE AND SLOPES HIGH QUALITY 7 DAYS NONE WATER ZONES Class B Riprap IF SLOPES ARE 10 FT OR LESS IN NC DOT #5 or #57 SILT FENCE SLOPES STEEPER IN LENGTH AND ARE NOT washed stone SILT FENCE 7 DAYS 1' - 6" THAN 3:1 STEEPER THAN 2:1, 14 DAYS ARE FLOW MIN. ALLOWED NOTES: 1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SPOIL. 2 SLOPES 3:1 OR 7 DAYS FOR SLOPES GREATER 1' 1 14 DAYS 2. INSTALL THE CLASS B OR CLASS I RIPRAP IN A SEMI-CIRCLE AROUND THE PIPE INLET. THE STONE SHOULD 3' MAX. FLATTER THAN 50 FT IN LENGTH NOTES: BE BUILT UP HIGHER ON EACH END WHERE IT TIES INTO THE EMBANKMENT. THE MINIMUM CREST WIDTH 1. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS TO AN ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER ALL OTHER AREAS NONE (EXCEPT FOR PERIMETERS OF THE RIPRAP SHOULD BE 3 FEET, WITH A MINIMUM BOTTOM WIDTH OF 11 FEET. THE MINIMUM HEIGHT DEPTH OR TO THE TOP OF THE BANK, WHICHEVER IS LESS. WITH SLOPES 14 DAYS AND HQW ZONES) SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN THE SHOULDER OF THE EMBANKMENT OR STRUCTURAL 1' - 6" 2. REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF REINFORCED CONCRETE PIPE OF LIKE DIAMENTER PER AASHTO M170, FLATTER THAN 4:1 TABLE 2, WALL B. DIVERSIONS. STONE MIN 3. ALL CONCRETE TO BE 4000 P.S.I COMPRESSIVE STRENGTH. 3. A 1 FOOT THICK LAYER OF NC DOT #5 OR #57 STONE SHOULD BE PLACED ON THE OUTSIDE SLOPE OF THE 4. PROVIDE TONGUE OR SPIGOT JOINT AT INLET END SECTION. RIPRAP. SEDIMENT 5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION. CONTROL 6. THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE WITH THE TABLE ABOVE. MINOR VARIATIONS WILL BE PERMITTED 4. THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONE FRONT VIEW AMOUNT/ TIME OF STONE SILT FENCE SHALL BASED ON THE MANUFACTURER’S STANDARD FORMS AND TEMPLATES. GRASS TYPE 1000 S.F. SEEDING INITIAL HORSESHOE 18 INCHES BELOW NATURAL GRADE. REMAIN IN PLACE AND BE 7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY. 5. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION AND ESTABLISH RYE GRAIN 1-2 LBS. NOV. THRU JAN. 25 LBS. 10-10-10 FOLDED OVER TO FINAL GRADING ELEVATIONS, COMPACT AREA PROPERLY, AND STABILIZE WITH GROUND COVER. ACCOMMODATE OUTLET. BROWNTOP MILLET 1-2 LBS. JUNE THRU AUG. 25 LBS. 10-10-10 10 RIPRAP OUTLET PROTECTION NTS 5 ROCK PIPE INLET PROTECTION NTS 2 SILT FENCE OUTLET NTS AMOUNT/ TIME OF GRASS TYPE 1000 S.F. SEEDING INITIAL BERMUDA, COMMON 1-2 LBS. APRIL THRU JUNE 25 LBS. 10-10-10 FESCUE, TALL JUNE THRU AUG. 8' MAX. STD. STRENGTH FABRIC W/ WIRE FENCE STEEL POSTS 2 FT IN 5-7 LBS. 25 LBS. 10-10-10 (KENTUCKY 31) FEB. THRU OCT. 6' MAX. STD. STRENGTH FABRIC W/O WIRE FENCE GROUND. SERICEA LESPEDEZA (SLOPES) 1-2 LBS. MARCH THRU APRIL 25 LBS. 10-10-10 8' MAX. TOP STRAND MIN. #14 GUAGE VARIABLE AS DIRECTED BY THE ENGINEER PLASTIC OR MAX. 4-FT SEEDBED PREPARATION: WARNING SIGN WIRE TIES STAY AND LINE WIRES MIN. #14 GUAGE 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE. 2. RIP THE ENTRANCE AREA TO 6 INCHES DEPTH. TREE PROTECTION AREA 3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. DO NOT ENTER ZONA PROTECTORA PARA 19-GAUGE & 0.25" MESH 4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE BELOW*). 5. CONTINUE TILLAGE UNTIL A WELL - PULVERIZED, FIRM, REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP. LOS ARBOLES BOTTOM STRAND MIN. #14 GUAGE OPENING HARDWARE CLOTH PROHIBIDO ENTRAR EXTENDS MIN. 2 FT ABOVE 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. GROUND. 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. GRADE 8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. 9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED. STEEL POST 10. APPLY: AGRICULTURAL LIMESTONE - 2 TONS/ACRE FERTILIZER - 1000 LBS/ACRE (10-10-10) ORANGE, UV RESISTANT SUPERPHOSPHATE - 500 LBS/ACRE (20%) HIGH - TENSILE STRENGTH MULCH - 2 TONS/ACRE (SMALL GRAIN STRAW) POLY BARRICADE FABRIC (TYPICAL) ANCHOR - ASPHALT EMULSION AT 450 GAL/ACRE STEEL POST NCDOT #5 OR #57 WASHED STONE WARNING SIGN GROUND LINE MIN. 2'-0" PLACED TO A HEIGHT OF 16" NTS ORANGE, UV RESISTANT NOTES: MINIMUM ABOVE TOP OF BOX 7 GROUND STABLIZATION AND SEEDING HIGH - TENSILE STRENGTH @ 2:1 SLOPE. 1. WIRE FENCE (IF USED) SHALL BE MINUMUM 14 POLY BARRICADE FABRIC (TYPICAL) MAX. 2'-0" FILL SLOPE GAUGE WITH A MAXIMUM MESH OPENING OF 26" 3'-0" 6-INCHES. 2. SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS NOTES: NCDOT #5 OR #57 2'-0" CONFORMING TO THE REQUIREMENTS IN ASTM D WASHED STONE 1. DRIVE 5-FOOT STEEL POSTS (1.25 lb/lf steel) 2 FEET INTO THE GROUND CLASS B 6461 AND ALSO SHOULD CONTAIN ULTRAVIOLET RAY SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND THE PERIMETER OF EROSION STONE TREE PROTECTION AREA MIN. 2'-0" INHIBITORS AND STABILIZERS ACCORDING TO ASTM THE INLET, A MAXIMUM OF 4 FEET APART. 2'-0" DO NOT ENTER 4" X 8" TRENCH LINED D 4355. ZONA PROTECTORA PARA W/ 12" OF FABRIC 3. SEE THE NC EROSION CONTROL MANUAL FOR LOS ARBOLES AND COMPACTED SPECIFICATIONS INSTALLING SEDIMENT FENCE 2. SURROUND THE POSTS WITH AT LEAST 19-GAUGE HARDWARE CLOTH WITH A PROHIBIDO ENTRAR FILL ON TOP USING THE SLICING METHOD MACHINERY. 1/4-INCH MESH OPENING. SECURE THE WIRE MESH TO THE STEEL POSTS AT THE TOP, MIDDLE, AND BOTTOM FOR A MIN. 2 FEET ABOVE THE GROUND. PLACING A 2-FOOT FLAP OF THE WIRE MESH UNDER THE GRAVEL FOR ANCHORING AND REMOVAL IS RECOMMENDED. NOTES: CAPACITY OF PIPE CULVERT = 1. THE TREE PROTECTION FENCING SHALL NOT BE VIOLATED FOR THE ENTIRE DURATION OF THE 3. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET. THE NCDOT #5 OR #57 BANKFULL FLOW PROJECT WITHOUT APPROVAL FROM URBAN FORESTRY STAFF. TOP ELEVATION OF THE STRUCTURE MUST BE AT LEAST 12-INCHES LOWER WASHED STONE CLASS B EROSION STONE 2. WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL. LETTERS TO BE 3" HIGH, THAN THE SURROUNDING GROUND ELEVATION DOWNSLOPE FROM THE INLET MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED. CALCULATIONS TO TO ENSURE THAT STORM FLOWS GET INTO THE INTENDED INLET; UNLESS 3. SIGNS SHALL BE PLACED AT 50' MAXIMUM INTERVALS. PLACE A SIGN AT EACH END OF LINEAR TREE BE DETERMINED OTHER SEDIMENT-CONTROL DEVICES ARE INSTALLED TO PROTECTION AND 50' ON CENTER THEREAFTER. FOR TREE PROTECTION AREAS LESS THAN 100' IN PREVENT OFF-SITE SEDIMENT-RUNOFF. PERIMETER, PROVIDE NO LESS THAN TWO SIGNS PER PROTECTION AREA. 4. ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC. MAINTAIN TREE PROTECTION FENCE AND SIGNS THROUGHOUT DURATION OF PROJECT. ALTERNATE MEASURE: 1 2 DIAMETER OR PIPE OR 12" 5. TREE PROTECTION FENCING AND SIGNAGE SHALL BE REMOVED AFTER CONSTRUCTION. THE USE OF A PYRAMID SHAPED STEEL STRUCTURE OR PID CAN BE USED AS WHICHEVER IS GREATER 6. ADDITIONAL SIGNS MAY BE REQUIRED BY CITY OF WILMINGTON, BASED ON ACTUAL FIELD AN ALTERNATE MEASURE DEVICE.CONTACT TRIANGLE STORMWATER FILTER CLOTH CONDITIONS. SOLUTIONS OR OTHER MANUFACTURERS. 9 TEMPORARY INLET PROTECTION NTS 6 TEMPORARY DITCH CROSSING NTS 4 TREE PROTECTION SIGNAGE NTS 1 SILT FENCE NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C12.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 EROSION CONTROL DETAILS STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C12.2 EROSION CONTROL DETAILS.DWG ---- 06/05/2026 11:10:28 Page 109 of 344 SECURE WATTLE WITH UPSLOPE AND DOWNSLOPE STAKES AND STAPLES. 2' UPSLOPE & DOWNSLOPE STAKES, TYP. MIN. 10 LF EXCELSIOR MATTING 2' MIN. ON UPSLOPE AND 8' MIN. ON DOWNSLOPE NOTES: 1. USE MINIMUM 18" DIA. EXCELSIOR WATTLE. 2. USE 2"x2" WOODEN STAKES 2-FT IN LENGTH ON THE UPSLOPE AND DOWNSLOPE AT AN ANGLE TO WEDGE THE WATTLE TO THE BOTTOM OF THE SWALE. NOTES: 3. STAPLE EVERY 1 LF ON BOTH SIDES OF THE WATTLE TO SECURE IT TO 1. USE EXCELSIOR (WOOD-FIBER) MATTING AS THE ROLLED EROSION CONTROL PRODUCT ON SLOPES AND BOTTOMS OF THE BOTTOM OF THE SWALE. DRAINAGE DITCHES AS SPECIFIED ON 1/CE502. 2. STABILIZE WITH PERMANENT VEGETATION WHEN CONDITIONS ARE SUITABLE FOR ROOT ESTABLISHMENT. 5 CHECK DAM/WATTLE NTS 3 FAIRCLOTH SKIMMER NTS 2 ROLLED EROSION CONTROL PRODUCT NTS 2' MIN COMPACTED TOP OF DAM (8' MIN WIDTH) EMERGENCY STAKE - WITH MARKER AT SPILLWAY SEDIMENT CLEANOUT DEPTH SKIMMER (SEE DETAIL) WATER LEVEL DURING STORM 3:1 MIN. 3:1 MIN. EARTH DAM 3:1 MIN. BAFFLE 3 BAFFLE BAFFLE 1 BAFFLE BAFFLE 2 BAFFLE NOTES: NOTES: 1. BAFFLE MATERIAL SHALL BE MATERIALS SUCH AS 700 G/M COIR OUTLET BARREL CROSS SECTION 1. TEMP. DIVERSION DITCHES SHALL DRAIN INTO SEDIMENT BASINS, EROSION BLANKET, COIR MESH, OR #57 STONE CHECK DAM AND SEDIMENT TRAPS AND NOT OFF-SITE AS SHOWN. TREE PROTECTION FENCE FOLDED POROUS BAFFLES, TYP. SEDIMENT STORAGE 6" TOP WIDTH, 12" TALL 2. LINING SHALL BE EXCELSIOR MATTING AND INSTALLED ACCORDING OVER TO REDUCE PORE SIZE. 700g/m² COIR FABRIC SIDE SLOPES 2:1 TO NCDENR STD. EROSION CONTROL PRACTICES. 2. THE BAFFLE MATERIAL NEEDS TO BE BAFFLE 1=25% X BASIN WIDTH BAFFLE 2=50% X BASIN WIDTH BASIN SECTION SECURED AT THE BOTTOM AND SIDES BAFFLE 3=75% X BASIN WIDTH USING STAPLES OR BY TRENCHING AS FOR SILT FENCE. 3. LOCATE THE EMERGENCY SPILLWAY ON NATURAL SOILS. AVOID PLACING IT THROUGH FILL MATERIAL 3 3 TOP OF DAM WHEREVER POSSIBLE. 1 1 4. ALL RUNOFF MUST DISCHARGE TO SPILLWAY WIDTH SPILLWAY ELEV. THE INLET SIDE OF THE BASIN. DISCHARGE RUNOFF INTO THE BASIN IN A MANNER THAT MINIMIZES CLASS B STONE EROSION. SPILLWAY SECTION PLAN VIEW CALCULATIONS TO BE DETERMINED CALCULATIONS TO BE DETERMINED 4 TEMPORARY SEDIMENT BASIN NTS 1 TEMPORARY DIVERSION DITCH NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C12.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 EROSION CONTROL DETAILS STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C12.2 EROSION CONTROL DETAILS.DWG ---- 06/05/2026 11:10:22 Page 110 of 344 2 NCG01 GROUND STABILIZATION AND MATERIALS HANDLING NTS 1 NCG01 SELF-INSPECTION, RECORDKEEPING AND REPORTING NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C12.2 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 EROSION CONTROL DETAILS STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C12.2 EROSION CONTROL DETAILS.DWG ---- 06/05/2026 11:09:59 Page 111 of 344 9 DRAINAGE STRUCTURE STEPS NTS 6 ANCHORAGE FOR FRAMES NTS 3 CONCRETE DROP INLET NTS 8 MANHOLE FRAME AND COVER NTS 5 DROP INLET FRAME AND GRATES NTS 2 CONCRETE CATCH BASIN NTS 7 PRECAST MANHOLE 4', 5', AND 6' DIAMETER NTS 4 COMBINATION CURB INLET FRAME AND GRATES NTS 1 CONCRETE CATCH BASIN NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C13.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 GRADING AND DRAINAGE DETAILS STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C13.1 GRADING AND DRAINAGE DETAILS.DWG ---- 06/05/2026 11:10:15 Page 112 of 344 EXISTING GROUND COMPACTED BACKFILL TO 2" ASPHALT 95% MODIFIED PROCTOR TYPE SF9.5A NCDOT IF UNDER PAVEMENT SAWCUT EXISTING PAVEMENT 8" COMPACTED ABC FIG. 1 FIG. 2 (NCDOT REQUIRES 16") CLASS - C CLASS - C SHAPED 12" EXISTING ASPHALT PAVEMENT SAWCUT EXISTING PAVEMENT SHAPED BOTTOM BOTTOM EXISTING CONCRETE PAVEMENT LOAD FACTOR LOAD FACTOR COMPACTED BACKFILL TO 1.5 90% MODIFIED PROCTOR 1.5 WWBc W Bc W 12" 12" 6" MIN. 6" MIN. COMPACTED VARIABLE BACKFILL LIGHTLY W=12" SLOPE WALLS TO ANGLE OF COMPACTED Bc=PIPE I.D. REPOSE OF SOIL BACKFILL BEDDING STONE 0.5Bc Bc/4 BUT NOT LESS THAN 4" 6" MIN. 0.5Bc 1'-0" TRENCH BACKFILL COMPACTED MIN. TO 95% MODIFIED PROCTOR HAND SHAPED FROM FIRM PIPE COMPACTED PIPE EMBEDMENT HAND SHAPED FROM ANGULAR TO 90% MODIFIED PROCTOR UNDISTURBED SOIL DEPTH VARIES PIPE BEDDING MATERIAL ZONE COMPACTED GRANULAR MATERIAL PIPE WIDTH IF REQUIRED BY THE ENGINEER NOTES: EMBEDMENT * BACKFILL TO BE INSTALLED IN 6" LIFTS (MAXIMUM) AND TRENCH LINE COMPACTED TO A MINIMUM DENSITY OF 95% AS DETERMINED STORMWATER PIPE BEDDING BY THE MODIFIED A.A.S.H.T.O. STANDARD METHOD T-99 PER GUIDELINES FOR BEDDING DETAILS PIPE WIDTH +24" WATER & SEWER PIPE BEDDING * CUT - BACK TO BE PREPARED AFTER TRENCH BACKFILLING TRENCH BOTTOM PER PENDER COUNTY UTILITY DETAILS & SPECIFICATIONS AND COMPACTION STANDARD SHOWING METHOD MAKING PAVEMENT REPAIRS WHERE PIPE IS INSTALLED 9 GUIDELINES FOR BEDDING DETAILS, STORM SEWER CLASS C NTS 6 STANDARD PIPE TRENCH NTS 3 PAVEMENT REPAIR NTS 8 METHOD OF PIPE INSTALLATION FLEXIBLE PIPE NTS 5 METHOD OF PIPE INSTALLATION RIGID PIPE NTS 2 METHOD OF PIPE INSTALLATION FILL HEIGHT TABLES NTS 7 PARALLEL PIPE END SECTION NTS 4 TRAFFIC BEARING PRECAST DRAINAGE STRUCTURE NTS 1 FRAME GRATE AND HOOD NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C13.1 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 GRADING AND DRAINAGE DETAILS STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C13.1 GRADING AND DRAINAGE DETAILS.DWG ---- 06/05/2026 11:09:50 Page 113 of 344 8 DETAIL NOT USED 6 PIPE CROSSING "A" 4 FIRE HYDRANT ACCESS 2 VALVE INSTALLATION 7 GENERAL WATER & SEWER 5 RESTRAINED JOINT TABLE 3 FIRE HYDRANT ASSEMBLY 1 STANDARD NOTES SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C14.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 UTILITY DETAILS STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C14.1 UTILITY DETAILS.DWG ---- 06/05/2026 11:10:36 Page 114 of 344 A A PLANT SPACING CHART B SPACING (A) ROW OFFSET (B) SPACING (A) ROW OFFSET (B) 1'-0" O.C. 10" O.C. 5'-0" O.C. 4'-4" O.C. 1'-6" O.C. 1'-4" O.C. 6'-0" O.C. 5'-2" O.C. 2'-0" O.C. 1'-9" O.C. 7'-0" O.C. 6'-1" O.C. SHRUB 2'-6" O.C. 2'-2" O.C. 8'-0" O.C. 6'-11" O.C. PLANTING BED EDGE 3'-0" O.C. 2'-7" O.C. 9'-0" O.C. 7'-10" O.C. 3'-6" O.C. 3'-0" O.C. 10'-0" O.C. 8'-8" O.C. PLANT SPACING 4'-0" O.C. 3'-6" O.C. PLAN GENERAL NOTES: A. SCARIFY BOTTOM AND SIDES OF PLANTING PIT. B. THE BOTTOM OF SHRUB ROOT BALLS SHALL NOT PROJECT INTO THE NATIVE SUBGRADE . LARGER PLANTS WILL REQUIRE ADDITIONAL TOPSOIL DEPTH. C. BACKFILL PLANTING PITS WITH TOPSOIL MIXTURE AS SPECIFIED, INSTALL IN 6" LAYERS, HAND TAMP TO REMOVE VOIDS AND WATER EACH LAYER D. ALL ROOT BALLS REMOVED FROM CONTAINERS SHALL BE SCARIFIED BY HAND PRIOR TO PLACEMENT AND BACKFILLING WITH PREPARED SOILS. HAND TOOLS SHALL NOT BE USED TO SCARIFY ROOT BALLS. SHRUB AS SPECIFIED ROOT CROWN TO BE SET PER LANDSCAPE PLAN(S) 2" ABOVE EXISTING GRADE MIN. EQUAL TO THE PLANT SPACING 4" DEEP SHOVEL DUG "V" PLANT SPACING AS SPECIFIED TRENCH, SEE AS SPECIFIED (TYP.) LANDSCAPE PLAN FOR (TYP.) LOCATIONS ADJACENT TURF AREA, REFER TO PLANTING WITH NATIVE TILLED SOIL PRIOR TO PLANTING FORM MOUNDED BED PLAN FOR LOCATIONS 6" MIN. MULCH AS SPECIFIED, SHRUB ROOT BALL 6" MIN. KEEP 4" AWAY FROM 1" MIN. ROOT CROWN NATIVE SOIL, TILL SOIL TO A 6" MIN. DEPTH NATIVE SUBGRADE SECTION TOPSOIL PER SPECIFICATIONS 6 DETAIL NOT USED NTS 4 DETAIL NOT USED NTS 2 TYPICAL SHRUB DRAWING NTS PREVAILING WINDS GENERAL NOTES: A. TREE TO BE STRAIGHTENED PRIOR TO BACKFILL AND GUYING STAKE B. SCARIFY BOTTOM AND SIDES OF PLANT PIT. TRUNK C. STAKE AND GUY TREES 3" CALIPER OR GREATER, OR TREES IN WINDING LOCATIONS AS DIRECTED BY LANDSCAPE ARCHITECT. A A D. DO NOT WRAP TREE TRUNK. E. MARK NORTH SIDE OF TREE AT NURSERY AND PLANT WITH MARKING FACING PLANT SPACING CHART B NORTH. SPACING (A) ROW OFFSET (B) SPACING (A) ROW OFFSET (B) F. BACKFILL PLANTING PITS WITH TOPSOIL MIXTURE AS SPECIFIED, PACK SOIL 120° AROUND BASE OF ROOTBALL TO STABILIZE, INSTALL REMAINDER IN 9" LAYERS, 6" O.C. 5" O.C. 24" O.C. 1'-9" O.C. HAND TAMP TO REMOVE VOIDS AND WATER EACH LAYER 8" O.C. 7" O.C. 36" O.C. 2'-7" O.C. 12" O.C. 10" O.C. 4'-0" O.C. 3'-6" O.C. STAKING SHRUB PLAN 15" O.C. 1'-1" O.C. 5'-0" O.C. 4'-4" O.C. PLANTING BED EDGE 18" O.C. 1'-4" O.C. 6'-0" O.C. 5'-2" O.C. PLANT SPACING PLAN GENERAL NOTES: A. SCARIFY BOTTOM AND SIDES OF PLANTING PIT. B. THE BOTTOM OF SHRUB ROOT BALLS SHALL NOT PROJECT INTO THE NATIVE SUBGRADE . LARGER "ARBORTIE" HEAVY DUTY PLANTS WILL REQUIRE ADDITIONAL TOPSOIL DEPTH. TREE AS SPECIFIED PER C. BACKFILL PLANTING PITS WITH TOPSOIL MIXTURE AS SPECIFIED, INSTALL IN 6" LAYERS, HAND TAMP TO TREE GUY STRAPPING, REMOVE VOIDS AND WATER EACH LAYER COLOR TO BE GREEN, 900LB LANDSCAPE PLAN(S) D. ALL ROOT BALLS REMOVED FROM CONTAINERS SHALL BE SCARIFIED BY HAND PRIOR TO PLACEMENT PLANT SCHEDULE BREAK STRENGTH, SLACK LOOP STRAPPING JUST AND BACKFILLING WITH PREPARED SOILS. HAND TOOLS SHALL NOT BE USED TO SCARIFY ROOT BALLS. STRAP LIGHTLY TO ALLOW ABOVE FIRST LIMB AND QTY BOTANICAL NAME COMMON NAME SIZE SPACING SPACING SLIGHT MOVEMENT IN TREE AROUND CENTRAL PLANT AS SPECIFIED PER ROOT CROWN TO BE SET LEADER, REFER TO LANDSCAPE PLAN(S) 2" ABOVE EXISTING GROUND COVERS 1 PULL BACK TOP 4 OF MANUFACTURER'S GRADE MIN. 73,574 SF CYNODON DACTYLON BERMUDA GRASS SEED 3 LBS / 1000 SF BURLAP, TWINE TIES AND RECOMMENDATION FOR EQUAL TO WIRE BASKET, LEAVE TYING METHOD THE PLANT SPACING 4" DEEP SHOVEL DUG "V" AS SPECIFIED (TYP.) TRENCH, SEE REMAINDER AROUND ROOT FLARE TO BE SET ROOT BALL PLANT SPACING LANDSCAPE PLAN FOR 2" ABOVE EXISTING LOCATIONS MULCH AS SPECIFIED, GRADE AS SPECIFIED (TYP.) ADJACENT TURF AREA, KEEP 6" AWAY FROM NATIVE SOIL, TILL SOIL REFER TO PLANTING WITH NATIVE TILLED SOIL TREE TRUNK TO A 6" MIN. DEPTH FORM MOUNDED BED PRIOR TO PLANTING PLAN FOR LOCATIONS 4" 2" FINISH GRADE 6" MIN. MULCH AS SPECIFIED, 4" MIN. 4" DEEP SHOVEL KEEP 4" AWAY FROM GROUND COVER ROOT 1" MIN. DUG "V" TRENCH, 2" X 2" X 30" UNTREATED BALL TREE TRUNK SEE LANDSCAPE 6" LUMBER STAKES (TYP.), (3) NATIVE SOIL, TILL SOIL NATIVE SUBGRADE PLAN FOR 2 TO 3 TIMES THE TOTAL EQUALLY SPACED TO A 6" MIN. DEPTH SECTION TOPSOIL PER LOCATIONS ROOT BALL DIAMETER AROUND TREE, INSTALL OUTSIDE OF ROOTBALL SPECIFICATIONS NATIVE SUBGRADE AND BACKFILLED SOIL BALLED AND BURLAP SECTION MIXTURE ROOT BALL TOPSOIL COMPACTED NATIVE SOIL PEDESTAL 5 PLANTING SCHEDULE NTS 3 TYPICAL GROUND COVER PLANTING NTS 1 TYPICAL TREE PLANTING NTS SEAL SEAL DATE: 06/05/2026 SCALE MCE PROJ. # 109470001 HORIZONTAL: C17.0 DRAWN TRC/ELS/RCH COASTAL BEVERAGE AS SHOWN DESIGNED TRC/ELS/RCH DRAWING NUMBER 929 NORTH FRONT STREET, SUITE 800 461 N CORPORATE DR, PENDER COUNTY NC 28401 CHECKED TRC/MRA VERTICAL: WILMINGTON, NORTH CAROLINA 28401 AS SHOWN 0 TELE: (910) 343-1048 PROJ. MGR. RAM REVISION FAX: (910) 251-8282 NC License # C-0342 LANDSCAPE DETAILS STATUS: REV.NO. DESCRIPTIONS DATE TRC SUBMITTAL REVISIONS I:\10947\0001\ENG\80-DRAWINGS\81_PRODUCTION_SHEETS\2_WORKING_DWGS\C17.0 LANDSCAPE DETAILS.DWG ---- 06/05/2026 11:59:23 Page 115 of 344 7 6 8 Subject 500' Property 9 10 5 4 3 2 1 Page 116 of 344 EXHIBIT PIN ITEM NO. NAME 2291-84-9960-0000 1 AMAZON.COM SERVICE LLC 2291-75-8677-0000 2 PENDER COUNTY 2291-95-4885-0000 3 AMAZON.COM SERVICE LLC 2291-86-4735-0000 4 SETZER PROPERTIES CAPE FEAR LLC ETAL 2291-76-8807-0000 5 MT96 CROSSPOINT LLC 2291-87-5748-0000 6 EMPIRE DISTRIBUTORS OF NC INC 2291-88-9076-0000 7 PENDER COUNTY 3201-06-6415-0000 8 PENDER COUNTY 3201-19-1735-0000 9 SEAMIST PROPERTIES LLC 3202-30-5009-0000 10 STATE OF NC Page 117 of 344ADDRESS CITY STATE ZIP PO BOX 80416 (ILM1) SEATTLE WA 98108 PO BOX 366 BURGAW NC 28425 PO BOX 80416 (ILM1) SEATTLE WA 98108 195 NORTH ST SUITE 100 TETERBORO NJ 07608 1404 COMMONWEALTH DR WILMINGTON NC 28403 PO BOX 970 PINEVILLE NC 28134 PO BOX 366 BURGAW NC 28425 PO BOX 366 BURGAW NC 28425 3807 PEACHTREE AVE STE 200 WILMINGTON NC 28403 C/O DIRECTOR STATE PROPERTY OFFICE RALEIGH NC 27699 Page 118 of 344 Pender County SDP 2026-587 Scotts Hill Publix Major Site Development Plan Update TO: Technical Review Committee FROM: Marcy Waters DATE: July 2, 2026 SUBJECT: SDP 2026-587 Scotts Hill Publix Major Site Development Plan SUMMARY: • Robertson Loia Roof Architects & Engineers, applicant, on behalf of Baker Commercial Properties, owner, is requesting approval for a Major Site Development Plan to allow for the construction of a 50,000 square foot grocery store and a 9800 square foot building for shops and restaurant space with two commercial outparcels. • The property is located on the east side of US Highway 17 at the corner of Scotts Hill Loop Road across US Highway 17 from Blake Farm Blvd and Reed Hammock Way in the Topsail Township and may be further identified by Pender County PIN: 3271-30-7766-0000. • Applicant: Robertson Loia Roof Architects & Engineers, Ryne McCoy • Owner: Baker Commercial Properties – Baker Commercial NC, LLC • Case Planner: Marcy Waters, mwaters@pendercountync.gov, 910-259-1734 • Included Documents: 1. Application 2. Site Plan 3. Hydrology Study ACTION REQUESTED: To review and provide comment on the request. Page 119 of 344 Pender County Planning and Community Development Planning Division 805 S. Walker Street Phone: 910-259-1202 PO Box 1519 Fax: 910-259-1295 Burgaw, NC 28425 www.pendercountync.gov Scotts Hill Publix Application Information Major Site Development Plan Case Number: SDP 2026-587 Application Type: Site Development Plan – Major Applicant: Robertson Loia Roof Architects & Engineers, Ryne McCoy Owners: Baker Commercial Properties – Baker Commercial NC, LLC Location: The property is located on the east side of US Highway 17 at the corner of Scotts Hill Loop Road across US Highway 17 from Blake Farm Blvd and Reed Hammock Way Property ID: 3271-30-7766-0000 Description: Construction of a 50,000 square foot grocery store and 9800 square building for shops and restaurant space with two commercial outparcels. This is phase one of an approved Master Development Plan (MDB 2025-84). Total Area of Project: Approximately 13 acres Current Zoning: GB, General Business Technical Review Committee Meeting: July 2, 2026 Application Materials Application Package Site Plan Hydrology Study Page 120 of 344APPLICATION Page 121 of 344Page 122 of 344Page 123 of 344Page 124 of 344Page 125 of 344SITE PLAN Page 126 of 344 EXISTING UTILITIES: DOMESTIC WATER: PENDER COUNTY (910) 612-9176 ELECTRIC: DUKE ENERGY (919) 429-2370 SEWER: PLURIS (910) 218-7646 PUBLIC WORKS COMMISION (910) 612-9176 GAS: PIEDMONT NATURAL GAS (800) 752-7504 TELEPHONE: SPECTRUM (910) 772-5745 ANTICIPATED ACTIVITY SCHEDULE ACTIVITY 1 2 3 4 5 6 7 8 9 10 11 12 SIDBURY ROAD SCOTTS HILL LOOP ROAD 1 INSTALL SEDIMENT CONTROLS 2 CLEARING AND GRADING 3 STORM DRAIN INSTALLATION 4 SANITARY SEWER INSTALLATION 5 GRASS (TEMP.) (PERM.) 6 UTILITY INSTALLATION MAINTAIN EROSION 7 CONTROL BLDG. CONST. 8 AND PAVING FINAL 9 LANDSCAPING 10 CLEAN UP NOTE: EROSION CONTROL MEASURES AND PRACTICES SHALL BE INSTALLED PRIOR TO OR CONCURRENT WITH LAND DISTURBING ACTIVITIES. Page 127 of 344Page 128 of 344 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 1. CONTRACTOR SHALL OBTAIN ALL PERMITS BEFORE DEMOLITION AND CONSTRUCTION BEGINS. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH PENDER COUNTY REGULATIONS, O.S.H.A. STANDARDS, AND GOVERNING EPA REGULATIONS. 2. CONTRACTOR TO COMPLY WITH LOCAL AND COUNTY REGULATIONS REGARDING HAULING, DISPOSAL, AND THE BURNING OR BURYING OF DEBRIS ON-SITE. 3. DEMOLITION MATERIALS NOT SUITABLE FOR FILL MATERIAL SHALL BE DISPOSED OF OFF-SITE. ALL DEBRIS SHALL BE HAULED OFF-SITE TO A DISPOSAL AREA APPROVED BY PENDER COUNTY AND STATE OF NORTH CAROLINA FOR THE HANDLING OF DEMOLITION DEBRIS. 4. REFER TO PROJECT SPECIFICATIONS FOR DEMOLITION GUIDELINES. W 5. CONTRACTOR SHALL NOTIFY OWNER 48 HOURS PRIOR TO COMMENCEMENT OF DEMOLITION ACTIVITIES. 06/03/2026 W 6. CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING PRE-DEMOLITION PHOTOGRAPHS AND/OR VIDEOTAPE SHOWING EXISTING CONDITIONS OF ADJOINING CONSTRUCTION AND SITE IMPROVEMENTS PRIOR TO ANY W DEMOLITION WORK. W 7. ANY ITEM THAT MAY BE ENCOUNTERED DURING BUILDING DEMOLITION THAT MAY BE OF INTEREST OR VALUE TO THE OWNER SHALL REMAIN THE OWNER'S PROPERTY. COORDINATE PROCEDURE FOR REMOVAL AND SALVAGE W ALL TREES WITHIN WITH OWNER. W 8. CONTRACTOR SHALL IMMEDIATELY NOTIFY OWNER IN THE EVENT THAT UNANTICIPATED HAZARDOUS MATERIALS DISTURBED AREA ARE ENCOUNTERED. CONTRACTOR SHALL COMPLY WITH ALL REQUIREMENTS AND REGULATIONS REGARDING THE HANDLING AND DISPOSAL OF HAZARDOUS MATERIALS. W TO BE REMOVED 9. REFER TO THE GEOTECHNICAL REPORT LISTED IN THE GRADING NOTES ON THE GRADING PLAN FOR DEMOLITION W AND DESIGN RECOMMENDATIONS. W SCOTTS HILL LOOP ROAD 10. THE LOCATIONS OF EXISTING UTILITIES SHOWN ARE BASED ON A SURVEY AS INDICATED IN THE GENERAL NOTES ON THE SITE PLAN. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES BETWEEN THESE PLANS AND W FIELD CONDITIONS. W 11. CONTRACTOR SHALL CONTACT ALL UTILITIES COMPANIES (WATER, SEWER, POWER, TELEPHONE, NATURAL GAS, CABLE, ETC) FOR PROPER DISCONNECT OF UTILITIES TO BUILDING TO BE REMOVED, AS WELL AS VERIFICATION OF W PUBLIX R/W - WIDTH VARIES UTILITIES TO BE RELOCATED DUE TO CONSTRUCTION. CONTRACTOR TO CALL NORTH CAROLINA ONE-CALL CENTER @ 811 AT LEAST 72-HOURS PRIOR TO CONSTRUCTION TO HAVE UTILITIES LOCATED. W 12. CONTRACTOR RESPONSIBLE FOR LOCATING, IDENTIFYING, DISCONNECTING, AND SEALING OR CAPPING UTILITIES COORDINATE WITH SERVING BUILDINGS AND STRUCTURES TO BE DEMOLISHED. W POWER COMPANY FOR RELOCATION OF POWER 13. THE PURPOSE OF THIS PLAN IS FOR DEMOLITION ONLY. UTILITIES SHALL NOT BE REMOVED, ABANDONED OR W LINE RELOCATED UNTIL ALTERNATE PROVISIONS ARE MADE TO MAINTAIN SERVICE TO OTHER BUILDINGS/FACILITIES AS APPROVED BY THE OWNER. W 14. CONTRACTOR SHALL PROTECT ALL ADJACENT LANDS FROM DAMAGE DURING DEMOLITION WORK. ANY OFF-SITE AREAS DISTURBED SHALL BE RETURNED TO A CONDITION EQUAL TO OR BETTER THAN THE EXISTING CONDITION. W 15. ALL STRUCTURES AND UTILITIES NOT LABELED FOR DEMOLITION SHALL BE PROTECTED FROM DAMAGE DURING W I I I I I I I I I I I I I (803) 254-8987 I I I I I I I I I ALL PHASES OF CONSTRUCTION. ANY DAMAGE TO THESE STRUCTURES SHALL BE REPAIRED BY THE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 30.0000 30.0000 CONTRACTOR TO A CONDITION EQUAL TO OR BETTER THAN THE EXISTING CONDITION AT NO ADDITIONAL COST TO P P P I W I THE OWNER. I P I I 16. ALL STRUCTURES NOT LABELED FOR DEMOLITION SHALL HAVE THEIR UTILITY SERVICES MAINTAINED AT ALL W T I I TIMES. TEMPORARY SERVICE INTERRUPTIONS SHALL BE APPROVED AND SCHEDULED WITH THE OWNERS A T T T I I MINIMUM OF 48 HOURS PRIOR TO INTERRUPTING THE SERVICE. W I 20.0000 20.0000 I 17. NECESSARY BARRICADES, SUFFICIENT LIGHTS, SIGNS AND OTHER TRAFFIC CONTROL METHODS MAY BE I W I NECESSARY FOR THE PROTECTION AND SAFETY OF THE PUBLIC SHALL BE PROVIDED AND MAINTAINED I THROUGHOUT THE LIFE OF THE PROJECT. I I W I I 18. SILT FENCES, INLET SEDIMENT TRAPS, CONSTRUCTION ENTRANCES, DIVERSIONS AND TEMPORARY I SEDIMENTATION PONDS ALONG WITH ASSOCIATED DISCHARGE PIPES SHALL BE IN PLACE PRIOR TO DEMOLITION W I I OPERATIONS. CONTRACTOR IS TO ADHERE TO THE STATE OF GEORGIA EROSION AND SEDIMENT CONTROL I PLANNING AND DESIGN MANUAL DURING DEMOLITION OPERATION. SEE EROSION CONTROL PLANS C-4.1-3 FOR I W DETAILS. I I PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR SCOTTS HILL LOOP ROAD PUBLIX I I W 19. DEMOLITION SHALL, UNLESS OTHERWISE NOTED ON DRAWINGS, INCLUDE REMOVAL OF EXISTING OBJECTS OR I I IMPROVEMENTS, WHETHER INDICATED ON DRAWINGS OR NOT, THAT WOULD IN ANY WAY PREVENT OR INTERFERE I WITH PROGRESS OR COMPLETION OF PROPOSED WORK AND ALL REMOVALS AND RELOCATIONS SHALL BE AT W I I CONTRACTOR'S EXPENSE. I 20. ANY QUESTIONS CONCERNING THE LIMITS OF DEMOLITION OF ANY STRUCTURE, WALKWAY, ASPHALT PAVING, I BUILDING AND ALL W I VEGETATION, SIGNS, POWER AND/OR LIGHT POLES, ETC., SHOULD BE CLEARED THROUGH THE ARCHITECT I I AUXILARY AND/OR OWNER BEFORE PROCEEDING. W BULDINGS TO BE I I DEMOLISHED I I W I I I I W I I BUILDING AND ALL AUXILARY I I I I BULDINGS TO BE DEMOLISHED I W I I I I I I I I W I DESCRIPTION I I I I I I I I I I I I I I I I W I I I I I I I I W I I I I I I W I I I I I I I T I I W W W I I I W W W W W I I I W I I I I I I I I W T W I W W W W W I W W W W W T W DATE W W W W SS SS W W W SS W SS SS SS W W SS W SS SS W XX/XX/XX CITY COMMENTS SS SS SS W W W W W W W W W W W W W W W W W W W W W W W W W W W # W W W W W W W W W W W W W W W W W W W W W W SS W T REVISIONS W W SS W W SS W DEMOLITION SYMBOLS LEGEND W US HIGHWAY 17 SS W HATCHING REPRESENTS STRUCTURE PUBLIX R/W - WIDTH VARIES OR ROAD TO BE REMOVED W EX. TELEPHONE (TO REMAIN) SS SS SS SS SS SS EX. TELEPHONE (TO BE REMOVED) SS W SS SS SS SS SS SS SS SS SS SS SS EX. SAN. SEWER (TO REMAIN) SS SS SS SS SS SS W SS SS SS SS SS EX. SAN. SEWER (TO BE REMOVED) W SS W EX. POWER (TO REMAIN) P SS W W P EX. POWER (TO BE REMOVED) W P EX. WATER (TO REMAIN) W W SS W DEMOLITION PLAN EX. WATER (TO BE REMOVED) SHEET TITLE SS EX. GAS (TO REMAIN) DATE W SS EX. GAS (TO BE REMOVED) 09/26/2025 W SS EX. STORM (TO REMAIN) PROJECT NUMBER W EX. STORM (TO BE REMOVED) SS 22293 W EX. FENCE (TO REMAIN) SHEET NUMBER SS SCALE: 1" = 40' EX. FENCE (TO BE REMOVED) 40 0 40 80 120 FEET C-0 Page 129 of 344 10' C1 BUFFER HEAVY DUTY 10' C1 CONCRETE BUFFER (TYP.) WOODEN FENCE PROP. LIGHT POLE (TYP.) 10' C1 BUFFER HEAVY DUTY PAVEMENT COMPACTOR (TYP.) 10' B1 R60 BUFFER 26.4' 30' R45 HEAVY DUTY 60 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 CONCRETE 28.8 50' VEGETATIVE (TYP.) SETBACK INFILTRATION TRENCH PROP. 28 LIGHT POLE (TYP.) DSD RAMP RAILING AROUND REFER TO ARCH. DRAWINGS FOR EXACT BUILDING TRANSFORMER FOOTPRINTS, DOOR LOCATIONS, CANOPIES, TRANSFORMER R5 PHARMACY DRIVE THRU, 30' SIDEWALKS, LOADING DOCKS, SCREEN WALLS & DUIAL ENCLOSURES, ETC. FOR GAS METER DUMPSTER PAD CONSTRUCTION. STANDBY R4 REMOVABLE HAND DRY POND PROPOSED STORE GENERATOR RAIL FOR CURB R5 STOP SIGN 50.0 PROTOTYPE HEIGHT GREATER THAN 7" 10' SIDE BUILDING FIRST FLOOR CL TO CL - 50,239 SF BOLLARDS FOR GENERATOR 1. ALL WORK AND MATERIALS SHALL COMPLY WITH THE PENDER COUNTY, STATE OF NORTH CAROLINA SETBACK X X X R10 8 9' 18' X STANDARD DUTY REGULATIONS AND CODES, AS WELL AS ALL O.S.H.A. STANDARDS. 10' REAR MEZZANIE CL TO CL - 2,509 SF X X PAVEMENT (TYP.) BUILDING X 5' CLEARANCE X 2. SITE BOUNDARY, TOPOGRAPHY, UTILITY AND ROAD INFORMATION TAKEN FROM A SURVEY BY MICHAEL X X TOTAL CL TO CL - 52,748 SF X SETBACK R4 R5 R5 HEADACHE BAR / FROM GENERATOR UNDERWOOD & ASSOCIATES; ADDRESS 102 CINEMA DRIVE SUITE A, WILMINGTON, NC 28403, DATED 06/25/25. 15' A1 BUFFER R25 BAR FOUNDATION EXTERIOR WALL - 50,734 SF R3 R15 R15 R3 EMERGENCY 3. ACCORDING TO THE SURVEY PREPARED BY MICHAEL UNDERWOOD & ASSOCIATES PA, DATED 06/25/25, "A PORTION R5 GENERATOR WITH CHAIN OF THE SUBJECT PROPERTY OF THIS SURVEY HAS BEEN FOUND TO RESIDE IN "ZONE X", AS DEFINED BY THE 06/03/2026 R2 5' OUTLOT - 2 LINK ENCLOSURE FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA), ON PANEL NO. 3271, FLOOD INSURANCE RATE MAP STANDARD DUTY 9' 3720327100K, WITH AN EFFECTIVE DATE OF JANUARY 17, 2025 0.75 ACRES 25' FRONT TRANSFORMER SPRINKLER PAVEMENT (TYP.) MAX BUILDING AREA = 6250 SF BUILDING R4 FOR SHOPS RISER RETURN CURB RAMP 4. BUILDING DIMENSIONS SHOWN ON THIS PLAN ARE "LEASE" DIMENSIONS. FOR ACTUAL DIMENSIONS, SEE SETBACK 30' ROOM TO BE EXPOSED 6 BOLLARDS (TYP. 15.7' ARCHITECTURAL PLANS. DIMENSIONS TO CONC. CURB & GUTTER ARE TO "FACE OF CURB". 4.4' SHOPS AGGREGATE SCOTTS HILL LOOP ROAD CONCRETE PAD AT OF FRONT OF 10' SIDE BUILDING 18' 9,800 SF DRIVE THRU CURB STORE) R4 5. SITE WORK CONTRACTOR IS RESPONSIBLE FOR WORK TO WITHIN 5'-0" OF THE BUILDING. SETBACK TRANSITION 6" HEADER CURB. TO R3.8 3' TO FLUSH 6. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, REMOVED, OR RELOCATED AS 141' 10' BE PAINTED TRAFFIC STOP SIGN BOLLARD MOUNTED YELLOW ALONG INDICATED ON THE PLANS AND IN THE SPECIFICATIONS. PROPOSED ADA RAMPS 3.4' STOP SIGN ADA 6" HEADER CURB. TO ACCESSIBLE PARKING STOREFRONT MONUMENT R15 7. CONTRACTOR IS TO NOTIFY COUNTY INSPECTORS 72 HOURS PRIOR TO THE START OF CONSTRUCTION. RAMPS BE PAINTED TRAFFIC SPACES W/ PAINTED SIGN #2 R175 HEAVY DUTY R38 R5 YELLOW ALONG SYMBOLS & SIGN CURB PUBLIX R/W - WIDTH VARIES R5 PAVEMENT 8. CONTRACTOR SHALL OBTAIN ALL PERMITS BEFORE CONSTRUCTION BEGINS. (INCLUDING NC DOT UTILITY (TYP.) STOREFRONT BOLLARDS (TYP.) TRANSITION TO FLUSH ENCROACHMENT PERMIT). LANDSCAPE R38 8' 8' AREA 9. ALL SIGNAGE SHALL COMPLY WITH THE PENDER COUNTY ZONING ORDINANCE. A SEPARATE SIGN PERMIT IS 9' 8' 8' REQUIRED. 12 9' R20 8' 9' 5' RETURN CURB R10 10. CONSTRUCTION TRAILER USED ON-SITE SHALL BE PERMITTED THROUGH THE PENDER COUNTY PLANNING AND R2 RETURN CURB RAMP STOP ADA CURB 8' 5' RAMP TO BE PHARMACY STOP ZONING DEPARTMENT. TO BE EXPOSED 5' SIGN RAMP R2.5 R8 EXPOSED DRIVE-THRU SIGN STOP SIGN R5 30' AGGREGATE 5' 30' STOP SIGN AGGREGATE DIRECTIONAL SIGN 11. CONSTRUCTION EQUIPMENT SHALL NOT BE PARKED IN REQUIRED RIGHT-OF-WAY, AND MUST BE STORED WITHIN R15 STOP SIGN R7 R7 R7 5' STOP SIGN R4 HEAVY DUTY THE SITE. CONSTRUCTION EQUIPMENT SHALL NOT BE PARKED IN AREAS WHICH RESTRICT SIGHT DISTANCE. R5 R5 R5 R7 R7 R8 R8 R8 R7 PAVEMENT (TYP.) 12. THE EXACT LOCATION OF HANDICAP RAMPS SHALL BE COORDINATED WITH THE ARCHITECTURAL DRAWINGS AND R8 R5 18.1' R8 18.1' 19' SHALL BE PROVIDED AT THE INTERSECTIONS OF EACH APPLICABLE SIDEWALK, ACCESSIBLE ROUTE, AND R5 R5 R5 R2 ENTRANCE DRIVES. R3 R3 R5 R2 R4 R4 R3 R3 R4 R5 STOP SIGN STOP SIGN 13. ALL SIDEWALKS ARE TO BE INSTALLED PER ADA STANDARDS. SIDEWALKS TO HAVE MAX SLOPE OF 5% AND MAX R2 R2 18" RAISED CURB 10' REAR R2 R2 CROSS SLOPE OF 2%. AND GUTTER. BUILDING 5' PHARMACY 14. CONTRACTOR SHALL NOTIFY ENGINEER SHOULD ANY FIELD CONDITIONS BE NOTED THAT DIFFER FROM THE SEE NCDOT SETBACK 24' 10' B1 DETAIL ON SHEET DRIVE-THRU 10' BUFFER SURVEY. C-6.1 PROP. 20 20 DIRECTIONAL STRIPED SIGN PEDESTRIAN LIGHT POLE STANDARD DUTY 15. SITE CONTRACTOR SHALL FURNISH "AS-BUILT" DRAWINGS INDICATING ALL CHANGES AND DEVIATIONS. (TYP.) 10' CROSSWALK PAVEMENT (TYP.) 10 24' 24' 30' (803) 254-8987 (TYP.) CURBSIDE 5' CONCRETE 16. PROJECT LOCATION: SOUTHERN CORNER OF SCOTTS HILL LOOP ROAD AND NC-17 ROAD, IN PENDER COUNTY, 10' PICKUP SIDEWALK NORTH CAROLINA. IMPROVEMENTS WITHIN 23' 22' SPACES R4 RIGHT-OF-WAY ARE SHOWN FOR PROP. 22' OUTLOT - 1 SIGNS 17. OWNER'S INFORMATION: BAKER COMMERCIAL PROPERTIES, LLC, 1400 PICKENS STREET, 5TH FLOOR, COLUMBIA, REFERENCE ONLY. DESIGN & LIGHT POLE 16' HATCHED AREA 1.51 ACRES 22' CART SC 29211, PHONE (803) 254-8987, CONTACT: RYAN MALTBA. PERMITTING BY KIMLEY HORN (TYP.) CART = PERMEABLE CORRALS TYP. MAX BUILDING AREA CORRALS TYP. CART SEE DETAIL R4 PAVERS (TYP) BUILDING 1 = 3400 SF SEE DETAIL 18. ENGINEER: ROBERTSON/LOIA/ROOF P.C. 3460 PRESTON RIDGE ROAD, SUITE 275 ALPHARETTA, GA 30005, PHONE R5 R5 R2 CORRALS TYP. R2 ON SHEET R2 ON SHEET BUILDING 2 = 1000 SF R5 SEE DETAIL C-6.1 (770) 674-2600, CONTACT: RYNE MCCOY. R5 C-6.1 HATCHED AREA R5 ON SHEET R2 R2 = PERMEABLE 12.6' 12.6' C-6.1 R2.5 14.8' 19. BUILDING LOCATION IS TO THE OUTSIDE FACE OF BLOCK. CONTRACTOR TO COORDINATE AND VERIFY EXACT BUILDING 16.1' R5 R5 R2 R2 R4 PAVERS (TYP) R2 LOCATION & DIMENSIONS WITH ARCHITECTURAL DRAWINGS. R4 R5 R2 R2 R5 R5 R4 R2 R2 R4 15' A1 BUFFER R2 R2 R3 R2 R2 R4 STOP SIGN R2 R4 R2 R2 PAVING SYMBOLS LEGEND PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR R2 SCOTTS HILL LOOP ROAD PUBLIX 20 20 R4 R10 PROP. 59' 24' LIGHT POLE 22' ASPHALT PAVEMENT STANDARD DUTY 10' SIDE BUILDING R3 R15 10 (TYP.) R4 2" 9.5 MM TYPE II SUPERPAVE HMA SURFACE COURSE SETBACK 24' 24' RIGHT TURN 22' 25' 25' 1" 12.5 MM SUPERPAVE HMA BASE COURSE 10' SIDE BUILDING 22' ONLY SIGN ADA CURB PROP. 6" GRADED AGGREGATE BASE SETBACK 23' 10' 10' RAMP LIGHT POLE R15 12" MINIMUM STABILIZED SUBGRADE R10 STOP SIGN STOP SIGN (TYP.) R15 R2 R8 R2 R2 R3 R4 ASPHALT PAVEMENT HEAVY DUTY STOP SIGN R4 R4 STOP SIGN R5 R4 3" 9.5 MM TYPE II SUPERPAVE HMA SURFACE COURSE PROPOSED 30' R4 R4 STOP 1.5" 19 MM SUPERPAVE HMA BINDER COURSE R4 R4 POWER LINE PROPOSED 30' 20.9 20.9 SIGN 8" GRADED AGGREGATE BASE R5 R8 EASEMENT POWER LINE 5 12" MINIMUM STABILIZED SUBGRADE EASEMENT R5 R5 R5 R8 R4 R8 25' FRONT R5 R4 R8 R4 CONCRETE PAVEMENT HEAVY DUTY R4 100' BUILDING 25' 25' 6" 4,500 PSI PORTLAND CEMENT CONCRETE LANDSCAPE STANDARD DUTY STANDARD DUTY W/ 6" x 6" W2.9/W2.9 WELDED WIRE FABRIC SETBACK R5 ISLANDS (TYP.) R5 PAVEMENT (TYP.) R5 R5 10' PAVEMENT (TYP.) R4 6" GRADED AGGREGATE BASE R5 DESCRIPTION 5' 5' CONCRETE 11 12 12 SIDEWALK 16' 16' CONCRETE SIDEWALKS 4" 3,000 PSI PORTLAND CEMENT CONCRETE W/ 6" x 6" W1.4/W1.4 WELDED WIRE FABRIC PER DETAIL CSP-CSW ON C-6.1 4' THREE-BOARD KENTUCKY FENCE PROPOSED PROP. PERMEABLE PAVERS LIGHT POLE HATCHED AREA MONUMENT 15' A1 BUFFER (TYP.) = PERMEABLE SIGN #1 PAVERS (TYP) NOTES: 1. AGGREGATE BASE PER NCDPT 520 OR EQUIVALENT COMPACTED TO 100% MAXIMUM DRY DENSITY PER MODIFIED PROCTOR ASTM D1557. HEAVY DUTY 2. HOT MIX ASPHALTIC COURSES PER NCDOT SECTION 6 OR EQUIVALENT. DATE PAVEMENT 3. PORTLAND CEMENT CONCRETE PER ACI 330R. (TYP.) 02/04/2026 PUBLIX COMMENTS 03/20/2026 DEQ COMMENTS 04/14/2026 PUBLIX COMMENTS 05/20/2026 DEQ COMMENTS 05/27/2026 PUBLIX COMMENTS 4. PAVEMENT SECTIONS ABOVE PER GEOTECHNICAL REPORT BY ECS 10/30/2025 MASTER DEVELOPMENT SUBMITTAL COMMENTS SOUTHEAST LLC, DATED JULY 30, 2025 # REVISIONS IMPROVEMENTS WITHIN RIGHT-OF-WAY ARE SHOWN FOR REFERENCE ONLY. DESIGN & PERMITTING BY KIMLEY HORN 1. PAINT STRIPING IN ALL PARKING LOT AND PAVEMENT AREAS SHOULD BE CONSTRUCTED WITH A PAINT PRODUCT THAT PROVIDES A HIGH SLIP-RESISTANT FINISH AND PREVENTS INDIVIDUALS US HIGHWAY 17 FROM SLIPPING WHEN STEPPING ON THE STRIPING IN BOTH WET AND DRY CONDITIONS. PROPOSED LOCATION OF STORAGE TANKS AT THE SUBJECT SITE IS NOT WITHIN 500 FEET OF ANY PUBLIX R/W - WIDTH VARIES EXISTING COMMUNITY WATER SUPPLY WELL AND NOT WITHIN 100 FEET OF ANY OTHER EXISTING POTABLE WATER SUPPLY WELL. SITE PLAN SHEET TITLE DATE 09/26/2025 PROJECT NUMBER 22293 SCALE: 1" = 40' SHEET NUMBER 40 0 40 80 120 FEET C-1 Page 130 of 344 R60 26.4' 30' R45 60 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 28.8 28 WB67 TRUCK TURN R5 30' R4 R5 Box 8' STYLESIDE 4x4 SuperCab F150 F-150 SUPER CAB TRUCK TURN FOR PHARMACY DRIVE THRU X X X R10 8 9' 18' X X X X X X X X R4 R5 R5 Box 8' STYLESIDE 4x4 SuperCab F150 R25 R15 Box 8' STYLESIDE 4x4 SuperCab F150 F150 SuperCab 4x4 STYLESIDE 8' Box 8' STYLESIDE 4x4 SuperCab F150 R3 Box 8' STYLESIDE 4x4 SuperCab F150 R15 R3 R5 06/03/2026 R2 5' OUTLOT - 2 0.75 ACRES 9' F150 SuperCab 4x4 STYLESIDE 8' Box 8' STYLESIDE 4x4 SuperCab F150 R4 MAX BUILDING AREA = 6250 SF F-150 SUPER CAB 6 30' TRUCK TURN 15.7' 4.4' FOR PHARMACY DRIVE THRU SCOTTS HILL LOOP ROAD 18' R4 R3.8 3' 141' 10' 3.4' R15 F150 SuperCab 4x4 STYLESIDE 8' Box R175 R38 F150 SuperCab 4x4 STYLESIDE 8' Box R5 PUBLIX R/W - WIDTH VARIES R5 R38 8' 8' 9' 8' 8' 12 P P 9' R20 8' 9' 5' R2 R10 P 8' 5' P R2.5 5' R5 R8 5' P 30' 30' F150 SuperCab 4x4 STYLESIDE 8' Box 8' STYLESIDE 4x4 SuperCab F150 R15 Box 8' STYLESIDE 4x4 SuperCab F150 R7 R7 P R7 5' R4 P R5 R5 R5 R7 R7 R8 R8 R8 R7 P R8 R5 18.1' R8 P 18.1' 19' R5 R5 R5 R2 R3 R3 R5 R2 R4 R4 R3 R3 R4 P R5 R2 R2 P R2 R2 5' P 24' P 20 20 10' P 10' P 10 24' 24' 30' (803) 254-8987 P 10' 23' 22' 22' R4 P P OUTLOT - 1 16' 1.51 ACRES 22' MAX BUILDING AREA R4 P BUILDING 1 = 3400 SF R5 R5 R2 R2 R2 P BUILDING 2 = 1000 SF R5 R5 R5 R2 P R2 R2.5 R5 12.6' 12.6' 14.8' 16.1' R5 R2 R2 R4 P R2 R4 R5 R2 R2 P R5 R5 R4 R2 R2 R4 R2 R2 R3 P R2 P R2 R4 R2 R4 R2 R2 P PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR R4 R2 SCOTTS HILL LOOP ROAD PUBLIX P 20 20 R10 59' 24' 22' R15 P P R3 R4 10 24' 24' 22' 22' 25' 25' P 10' P 23' 10' R15 R10 R15 R2 R8 P R2 R2 R3 R4 R4 R4 P R5 R4 R4 P R4 R4 20.9 20.9 R4 R5 R8 P P 5 R4 R8 R5 R5 R5 R5 R8 R4 R8 R4 R4 P 100' 25' 25' P R5 R5 R5 R5 10' R4 R5 DESCRIPTION 5' P P 11 12 12 16' 16' P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P WB-67 - Interstate Semi-Trailer Semi-Trailer Interstate Interstate -- WB-67 WB-67 DATE 02/04/2026 PUBLIX COMMENTS # REVISIONS US HIGHWAY 17 PUBLIX R/W - WIDTH VARIES 53 27.9 TRUCK ROUTING PLAN Max 68.5° Horiz SHEET TITLE 23.5 Max 10° Vert 4 17.4 4.2 43.5 4 2.5 DATE WB-67 - Interstate Semi-Trailer Overall Length 73.501ft 09/26/2025 Overall Width 8.500ft Overall Body Height 13.500ft PROJECT NUMBER Min Body Ground Clearance 1.334ft Max Track Width 8.500ft Lock-to-lock time 6.00s 22293 Curb to Curb Turning Radius 44.800ft SCALE: 1" = 40' SHEET NUMBER 40 0 40 80 120 FEET C-1A Page 131 of 344 5.5"R 2'-0" 1'-4" 3.50 4" (TYP.) 1'-0" 1'-9" 0 8" 20 4" 1'-5" 1'-8" 4" 27.1 27 2'-0" 26 27 28 25 10" 26 25.80 25.70 28 27 24 26 TC=27.0 26 25 24 26.40 26.8 24.60 BC=26.5 23 22 22 COMPACTOR 27 25 21 20 26.7 8" 20 25 26.83 26.50 19 C OF PARKING SPACE 18 27.00 TC=27.0 27.65 27.8 L BC=26.5 20 NOTE: NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 22 26 27.08 24 26.87 27.0 27.00 27.00 31.00 SYMBOL SHALL BE PAINTED BLUE AND SHALL MEET THE 26 26 REQUIREMENTS OF GDOT SECTION 655. 25 30.98 28 20 27.75 20 30.82 27.00 22 27.75 HEAVY DUTY 28.82 30.98 30.98 30.85 26 CONCRETE 28.73 24 27 28.85 ACCESSIBLE PARKING SYMBOL (TYP.) 21 24 GREASE 29.45 28 SCALE: NONE 19 28 RISER ROOM- SEE 27 BARREL PAD 30.95 DETAIL # 25 PUBLIX ARCH DRAWINGS 29 26 30.98 22 30.90 CSP-03.1 28 29.1 31.00 28 TC=30.85 23 29 22 BC=29.25 29.3 21 30.98 20 5.5"R 29 30.48 TC=30.45 23 29.6 BC=29.45 25 29 29.2 X X X 29.6 X TC=30.35 19 8 27 X 30.50 X BC=29.65 2'-0" 24 X X 1'-4" 31.00 0 X X 30 FFE= 31' X 3.5 25 30.3 26 31.00 30.40 30.50 4" (TYP.) 28.8 STANDARD DUTY 26 26 TC=30.25 PAVEMENT (TYP.) NAVD88 30.0 BC=29.75 OUTLOT - 2 1'-0" 24 06/03/2026 31.00 30.40 30.40 30.0 1'-9" 0.75 ACRES 29 TC=30.30 21 MAX BUILDING AREA = 6250 SF 0 BC=29.80 8" 20 30.30hp 4" 1'-5" 6 29.1 20 30 30 1'-8" 4" SCOTTS HILL LOOP ROAD 22 30.3 29.75 25 30.50 2'-0" 24 26 27 SEE RETURN CURB 29 SEE RETURN CURB RAMP DETAIL 29.30 30 10" 28 29.4 RAMP DETAIL THIS THIS SHEET 27 FFE= 31' SHEET 31.00 STRIPED PEDESTRIAN 31.00 29.75 27 31.00 31.00 31.00 30.0 BOLLARD MOUNTED CROSSING WALK (TYP.) PUBLIX R/W - WIDTH VARIES 30.98 30.9 30.98 STOP SIGN 30.9 30.98 30 29.7 30.8 30.9 30.98 8" 30.90 30.90 30.90 30.90 30.4 FIRE LANE 30.4 26 27 30.9 CL OF PARKING SPACE 26.2hp 30.40 30.40 30.40 30.35 30.40 12 P P 30.40 28 30.25 16" 30 27 30.4 30.4 30.3 30.4 30.9 P TC=30.9 TC=30.9 30.4 29 30.20 30.20 FIRE LANE 26 30.40 30.9 P 30.4 30.3 30.40 VAN 30.3 BC=30.4 BC=30.4 27 30 P 30 28 29.9 27 30 29.9 29.95 29.85 29.8 29.8 29.95 29.75 29.75 VAN ACCESSIBLE HANDICAP SYMBOL P 29.6 29.6 29.6 29.6 29.6 29.6 29.8 P 29.9 29.9 29.9 29.9 29.8 ADA CURB RAMP SCALE: NONE NOTE: P 29.8 P SYMBOL SHALL BE PAINTED BLUE 27 28.8 29.6 DETAIL # 27 AND/OR SHALL MEET THE LOCAL 29.4 29.7 JURISDICTION REQUIREMENTS 29.3 CSP-VHC P 29 29.7 29.6 29.3 P 29.7 29.5 29 29.1 P 28.7 P 27 20 20 P 29.3 29.3 28.5 29 29 10 P 29.3 P 29.5 31 28.5 NOTE: 31 CURBSIDE (803) 254-8987 30.3 29 PICKUP 30 PROVIDE ADDITIONAL "VAN P P ACCESSIBLE PARKING SPACES ACCESSIBLE" SIGNAGE AT OUTLOT - 1 29.3 1.51 ACRES SPACES W/ PAINTED 30.50 LOCATIONS REQUIRED BY 28 30.70 ADA ACCESSIBLE SYMBOLS & SIGN BOLLARDS MAX BUILDING AREA 29.3 PATHWAY CODE AND/OR AS INDICATED P BUILDING 1 = 3400 SF TYP. P ON DRAWINGS. BUILDING 2 = 1000 SF 28.6 30 P 29 30.2 30.2 31 1 P 1 2"Ø GALVANIZED STEEL 30.3 PIPE. 30.2 30.2 P 30.4 30.4 30 29 CART P 6"Ø STEEL PIPE W/ CONCRETE 30 1'-6" 30 7'-0" MIN 30.4 CORRALS TYP. FILL. PAINT YELLOW. P 30.5 CART CART 32 32.8 4'-0" P CORRALS TYP. CORRALS TYP. 32.9 P PAVEMENT FINISH GRADE 31 20 20 32.2 PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 31 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR 31 31 32.4 SCOTTS HILL LOOP ROAD PUBLIX (5'-0" MIN HEIGHT WHEN USED W/OUT VAN SIGN) P P 10 32 33 32 32 33.5 P P 1'-8" 34.0 33.30 34 P 1'-6" 34.1 P 31 33 33 33 NOTES: 32 P 1. ALL SIGNS SHOWN SHALL BE REFLECTORIZED TO SHOW THE 33.7 33.6 33.7 33.9 33.7 35 P SAME COLOR BY NIGHT AS BY DAY. ADA CURB RAMP 2. ALL SIGNS SHALL BE SECURELY MOUNTED ON GALVANIZED P 5 33.6 33.7 33.7 33.9 STEEL CHANNEL POSTS. 33.8 33.9 33.5 34 33.7 33.5 33.8 33.5 33.8 33.4 34.20 P 3. INSTALL QUANTITY AND AT LOCATIONS REQUIRED BY CODE P 33 34 34.40 36 AND/OR AS INDICATED ON DRAWINGS. CONFIRM ALL 34.40 34.40 34.40 34.40 34 ACCESSIBLE SIGNAGE CODES. P P DESCRIPTION 34.4 12 34.20 11 33.70 34.20 34.60 12 34.80 34.25 34.80 P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P 37 ACCESSIBLE POST SIGN SCALE: NONE DETAIL # CSP-02.3 38.50 DATE 02/04/2026 PUBLIX COMMENTS # REVISIONS US HIGHWAY 17 PUBLIX R/W - WIDTH VARIES PUBLIX ACCESSIBILITY PLAN SHEET TITLE DATE 09/26/2025 PROJECT NUMBER 22293 SCALE: 1" = 40' SHEET NUMBER 40 0 40 80 120 FEET C-1B Page 132 of 344 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 30' AASHTO WB-67 TRUCK PATH W 06/03/2026 W W CONCTRACTOR IS W 15' WIDE COMPACTED CONSTRUCTION STAGING AREA RESPONSIBLE FOR 30' W 30' W PROVIDING ADDITIONAL W STABILIZATION IN AREAS W THEY DEEM NECESSARY W SCOTTS HILL LOOP ROAD W W W PUBLIX R/W - WIDTH VARIES W W W W W 30' W (803) 254-8987 P P P W P W T T T T W W W VARIABLE WIDTH TEMPORARY W ALL-WEATHER TRUCK ROUTE. STABILIZED PER GEOTECHNICAL ENGINEERS RECCOMENDATIONS W PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR SCOTTS HILL LOOP ROAD PUBLIX W W W W W W W W DESCRIPTION W W W T W W W W W W W W W W T W W W W W W W W W W W T W DATE SS SS SS SS W W W W SS SS SS W SS W SS W SS W SS SS SS W W SS W SS SS W SS SS SS W W 02/04/2026 PUBLIX COMMENTS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W # W W W W W W W W W W W W W W W W W W W W W W SS T W REVISIONS WB-67 - Interstate Semi-Trailer Interstate - WB-67 W Semi-Trailer Interstate - WB-67 W SS W W SS W W US HIGHWAY 17 SS W PUBLIX R/W - WIDTH VARIES W SS SS SS SS SS SS SS W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS W SS SS SS SS SS W SS W P SS W W P W P W W SS W TEMPORARY SITE ACCES & STAGING PLAN SHEET TITLE SS DATE W SS 09/26/2025 W SS PROJECT NUMBER W SS 22293 W SHEET NUMBER SS SCALE: 1" = 40' 40 0 40 80 120 FEET C-1C Page 133 of 344 1. ALL AREAS TO RECEIVE PAVEMENT, STRUCTURES OR FILL MATERIAL SHALL BE STRIPPED OF ORGANIC MATERIAL, TOPSOIL, AND DEBRIS PRIOR TO CONSTRUCTION. 2. ONCE STRIPPING HAS BEEN COMPLETED, ALL AREAS TO RECEIVE FILL SHOULD BE PROOF-ROLLED IN THE PRESENCE OF A REPRESENTATIVE OF THE SOILS ENGINEER. SOFT AREAS ENCOUNTERED DURING PROOF-ROLLING SHALL BE STABILIZED BY COMPACTION OR UNDERCUT. 3. ALL FILL AREAS SHALL BE FREE OF ORGANIC OR OTHERWISE UNSUITABLE MATERIALS AND COMPACTED TO 95% OF MAXIMUM DRY DENSITY PER STANDARD PROCTOR ASTM D698 UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL REPORT AS LISTED BELOW. THE TOP TWO (2) FEET OF FILL UNDER STRUCTURES AND PAVEMENT SHALL BE COMPACTED TO 98% OF MAXIMUM DRY DENSITY PER STANDARD PROCTOR ASTM D698 UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL REPORT AS LISTED BELOW. CI C-5 4. EARTHMOVING OPERATIONS SHALL BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL REPORT BY ECS 92 LF 12" PVC TOP = 25.70' 24 LF 12" PVC DWCB C-6 SOUTHEASET LLC, DATED JULY 30 2025 LATERAL DRAIN INV(IN) = 21.70' @ 1.0% MIN TOP = 27.30' @ 1.0% MIN INV(OUT) = 21.70' TRAFFIC RATED CLEANOUT INV(OUT) = 22.52' 5. ALL SITE PREPARATION SHOULD BE MONITORED BY A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER. 68 LF 30" RCP @ 1.03% CI C-4 (TYP. OF ALL CLEANOUTS INSPECTIONS AND TESTING FOR ALL UNDERCUT AND FILL OPERATIONS AS WELL AS THE UTILIZATION OF DWCB C-3 TOP = 25.80' SHOWN) 6' HIGH WOOD ACCEPTABLE OFF-SITE BORROW MATERIALS SHOULD BE PERFORMED. THE OWNER, AT HIS OPTION, MAY HAVE TOP = 25.10' 152 LF 30" HDPE @ 0.50% INV(IN) = 21.00' STOCKADE FENCE DENSITY TESTS PERFORMED TO VERIFY THAT SPECIFIC COMPACTION IS OBTAINED. INV(IN) = 20.24' INV(OUT) = 21.00' 82 LF 18" HDPE 36" HW D-1 (2) ANTI-SEEP COLLARS INV(OUT) = 20.24' @ 1.00% 6" OBSERVATION 139 LF 24" HDPE 50' VEGETATIVE TOP = 21.59' WITH 2.5' PROJECTIONS AT 60" OCB D-2 22 LF 6. CUT OR FILL SLOPE SHOULD NOT BE STEEPER THAN 2H:1V. ALL PROPOSED SLOPES SHOULD BE OVERBUILT AND WELL @ 0.50% SETBACK INV(IN) = 18.30' 12.5' MIN SPACING TOP = 21.79' 4" PVC 27.1 CUT BACK TO THE PROPOSED GRADES, EXPOSING THE FIRM COMPACTED INNER CORE. THE EXCAVATION FOR THE INV(OUT) = 19.00' 27 SLOPES SHOULD BE MONITORED BY A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER. VERTICAL CUTS EXCEED 5 FEET SHOULD BE BRACED AS REQUIRED BY OSHA REGULATIONS FOR SAFETY. 26 27 28 25 26 25.80 25.70 7. SPOT ELEVATIONS SHALL TAKE PRECEDENCE OVER CONTOURS AND SLOPES SHOWN. THE CONTRACTOR SHALL 28 27 24 26 48 LF 25 26.40 TC=27.0 26 26.8 NOTIFY THE ENGINEER OF SPOT ELEVATIONS WHICH DO NOT APPEAR TO BE CONSISTENT WITH THE CONTOURS 24 24.60 4" PVC 22 BC=26.5 23 22 10" PVC @ CO AND SLOPES. SPOT ELEVATIONS SHOWN ALONG CURB & GUTTER DESIGNATE THE PROPOSED GRADE AT THE LIP 57 LF 10" PVC 27 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 25 CO CO CO CO CO OF THE GUTTER UNLESS OTHERWISE NOTED. 20 26.7 MIN 1.0% @ MIN 1.0% 21 CO 20 JB C-1.1 25 107 LF 12" PVC 26.50 TOP = 26.99' 26.83 @ MIN 1.0% 8. CONTRACTOR SHALL INSTALL APPROPRIATE EROSION CONTROL MEASURES PRIOR TO ANY LAND DISTURBANCE 19 18 INV(IN) = 19.20' 27.00 TC=27.0 27.65 27.8 ACTIVITIES. CO CO CO 20 INV(IN) = 23.00' BC=26.5 22 26 27.08 24 27.0 26.87 27.00 INV(OUT) = 19.20' 27.00 31.00 9. THE CONTRACTOR SHALL ADJUST ALL MANHOLE COVERS, VALVE COVERS, CLEAN OUTS, VAULTS, BOXES, AND CO 26 6" OBSERVATION 26 GRATES, EXISTING AND PROPOSED, TO "AS-CONSTRUCTED" FINISHED GRADE. CO WELL 25 30.98 28 20 27.75 20 30.82 27.00 22 10. IF GRADE ADJUSTMENTS ARE REQUIRED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER TO INVESTIGATE SUCH 124 LF 30" HDPE 27.75 28.82 30.98 30.85 ADJUSTMENTS. 26 30.98 28.73 24 @ 0.27% 27 10" STORM 28.85 DRAIN 28 21 24 29.45 11. IF A CONFLICT EXISTS BETWEEN PLANS OR/AND SPECIFICATIONS OR/AND SOIL REPORT, THE CONTRACTOR SHALL 19 28 10" STORM INV=25.00 37 LF 30" HDPE 27 30.95 CONTACT THE ENGINEER IMMEDIATELY FOR CLARIFICATION. 25 DWCB C-2 DRAIN 29 26 @ 0.54% 10" STORM 30.98 24" HW B-1 TOP = 29.70' INV=25.00 22 DRAIN TOP = 21.58' INV(IN) = 19.91' 30.90 12. PRIOR TO INSTALLATION OF STORM OR SANITARY SEWER, THE CONTRACTOR SHALL VERIFY THE INVERTS OF 30" HW C-1 3" CONDENSATE INV=25.00 SEE STRUCTURAL PLANS INV(IN) = 19.00' 28 INV(IN) = 22.31' 29.1 EXISTING STRUCTURES AND INFORM THE OWNER AND THE ENGINEER OF ANY DISCREPANCIES PRIOR TO TOP = 22.08' RISER ROOM DRAIN INV=25.50 10" STORM 31.00 FOR RETAINING WALL DETAIL INV(IN) = 19.00' 28 INV(OUT) = 19.91' FFE = 27.75 TC=30.85 WHERE CURB IS GREATER CONSTRUCTION. 23 29 DRAIN 3" CONDENSATE 22 BC=29.25 29.3 21 30.98 INV=25.00 DRAIN INV=25.50 THAN 6" 20 76 LF 18" HDPE 13. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED AND EXISTING PIPES ARE TO BE 29 30.48 TC=30.45 23 @ 1.00% CLEANED OUT TO REMOVE ALL SILT AND DEBRIS AFTER CONSTRUCTION. YI B-3 29.6 BC=29.45 25 29 JB C-2.1 29.2 X X X TOP = 24.50' 29.6 X TC=30.35 110 LF 24" HDPE 19 TOP = 30.30' 27 14. ALL PROPOSED DRAINAGE STRUCTURES ARE TO BE INSTALLED PER PENDER COUNTY STANDARDS AND X INV(OUT) = 20.50' 30.50 X BC=29.65 6" SEDIMENT SOIL INV(IN) = 23.07' SPECIFICATIONS AS REQUIRED. @ 1.03% X 24 STORAGE 31.00 X EXTENTS OF 6" CURB X X INV(OUT) = 23.07' X 45 LF 24" HDPE DEPTH = 18.5 30 FFE= 31' AND GUTTER 06/03/2026 25 30.3 @ 0.83% 26 30.40 30.50 15. THE GC OR SITE CONTRACTOR SHALL BE RESPONSIBLE FOR HIRING A SURVEYOR TO PREPARE AN AS-BUILT 28.8 31.00 CO CO CO CO CO 26 26 33 LF 18" HDPE @ 1.00% NAVD88 TC=30.25 SURVEY. THE AS-BUILT SURVEY SHOULD, AT A MINIMUM, INCLUDE THE STORM SEWER SYSTEM, INCLUDING PIPE 30.0 BC=29.75 MATERIAL AND SLOPE, MANHOLES WITH INVERT INFORMATION, AND CLEANOUT LOCATIONS. AT THE OWNERS JB B-2 15 LF 18" HDPE REQUEST, THE CONTRACTOR MAY REQUEST THE CIVIL CAD FILE TO ASSIST IN PREPARATION OF THESE TOP = 25.91' 24 @ 2.96% 31.00 30.40 30.40 30.0 AS-BUILTS. THESE AS-BUILTS SHOULD BE PERFORMED AND PROVIDED TO THE OWNER AND ENGINEER PRIOR TO 29 TC=30.30 INV(IN) = 19.37' 21 142 LF 30" HDPE FINAL PUNCH LIST OR CERTIFICATE OF OCCUPANCY. INV(OUT) = 19.37' DI C-1.2 @ 0.50% DI C-2.2 BC=29.80 30.30hp 42" HW A-1 18 LF 6" PVC TOP = 22.60' 29.1 TOP = 29.19' TOP = 30.00' 16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR HIRING A SURVEYOR TO PREPARE AN AS-BUILT SURVEY TO BE 20 60 LF 18" HDPE @1.0% 30 INV(OUT) = 23.45' INV(IN) = 23.40' PROVIDED TO THE OWNER AND ENGINEER OF RECORD, A SURVEYED "AS-BUILT" DRAWING OF EACH DETENTION INV(IN) = 19.00' (TYP. OF 7) 30 SCOTTS HILL LOOP ROAD 22 22 LF 36" HDPE @ 1.00% INV(OUT) = 23.40' FACILITY SHOWING POND TOPOGRAPHY (2' CONTOURS AND SPOT ELEVATIONS) AND SIZES AND INVERTS OF ALL 30.3 29.75 DI A-2.1 103 LF 18" HDPE 25 JB A-2 @ 5.18% 30.50 CANOPY DRAIN OUTLET CONTROLS, AND APPURTENANCES. ADDITIONALLY, THE CONTRACTOR SHALL INCLUDE IN THE AS-BUILT TOP = 25.96' @ 0.50% 24 26 TOP = 26.56' DI C-2.3 79 LF 8" PVC 27 (TYP. OF 7) DRAWINGS ALL NECESSARY IMPROVEMENTS, NOTES & CERTIFICATIONS REQUIRED BY THE PERMITTING INV(IN) = 21.71' 29 @1.0% MIN INV(IN) = 20.90' TOP = 30.00' 29.30 30 AUTHORITY. 94 LF 6"PVC 27 INV(OUT) = 21.71' 28 29.4 INV(IN) = 21.20' INV(OUT) = 24.00' INV(OUT) = 20.14' FFE= 31' 71 LF 10" PVC @1.0% MIN 31.00 46LF 10" PVC 29.75 17. DROP INLET GRATES TO BE NEENAH R-4840 (2' X 3') TYPE C CAST IRON UNLESS OTHERWISE NOTED 27 31.00 31.00 31.00 30.0 @1.0% PUBLIX R/W - WIDTH VARIES 31.00 @1.0% 30.98 30.98 30.9 30.98 30 30.8 30.9 30.98 30.9 18. THE SEGMENTAL RETAINING WALL(S) SHALL BE DESIGNED AND PERMITTED BY A REGISTERED PROFESSIONAL 38 LF 18" HDPE 29.7 30.90 30.4 30.4 30.90 30.90 30.90 DI A-10 ENGINEER WHO SHALL BE UNDER CONTRACT WITH THE CONTRACTOR. 14 DAYS PRIOR TO THE ANTICIPATED @ 0.50% 27 26 69 LF 36" HDPE 30.9 TOP = 29.30' START DATE OF THE WALL CONSTRUCTION, THE CONTRACTOR SHALL SUBMIT A PACKAGE TO THE OWNER FOR 30.40 30.35 26.2hp @ 0.50% 30.40 30.40 30.40 INV(OUT) = 25.00' REVIEW WHICH SHALL INCLUDE: P P 30.40 A) PLAN, ELEVATION AND CROSS SECTION VIEWS OF EACH WALL; 28 6" OBSERVATION 30.25 30 116 LF 18" HDPE @ 0.50% B) DETAILS FOR CAP BLOCKS, CONCRETE COPING, OR BARRIERS CONSTRUCTED AS PART OF THE WALL 27 120 LF 30" HDPE 30.4 30.4 WELL 30.3 30.4 30.9 P TC=30.9 TC=30.9 30.4 CONTRACT; AND 29 30.20 30.20 26 @ 0.50% 30.40 30.9 P 30.4 30.3 30.3 BC=30.4 30.40 BC=30.4 C) BLOCK SAMPLE, IF REQUIRED BY ARCHITECT, FOR COLOR AND TEXTURE REVIEW. CO CO CO CO TRAFFIC RATED CO CO CO CO DI A-2.2 27 95 LF 30" HDPE 30 P 30 THE WALL(S) SHALL BE DESIGNED AND CONSTRUCTED TO ACCOMMODATE DRAINAGE/RUNOFF BASED UPON THE 28 CLEANOUT (TYP.) 29.9 TOP = 25.90' 27 @ 0.50% 30 29.9 29.95 29.85 29.8 29.8 29.95 29.75 29.75 CONDITIONS OF THE DESIGN PLANS AND WITH A MAXIMUM SETBACK OF 0.875" PER 8" TALL BLOCK. WALL UNITS P INV(OUT) = 21.90' 29.6 29.6 29.6 29.6 29.6 29.6 29.8 P 29.9 29.9 SHALL HAVE A VERTICAL FACE. 29.9 29.9 29.8 P 29.8 P 27 28.8 29.6 27 29.4 29.7 CO CO 29.3 P 91 LF 24" HDPE 29 29.7 YI A-3.1 29.3 P @ 0.50% 29.6 TRAFFIC RATED TOP = 26.50' 29 29.7 29.5 29.1 1. STORM SEWER MATERIALS SHALL BE INSTALLED AS SHOWN ON THE PLANS. INV(IN) = 21.74' CLEANOUT (TYP.) 6" OBSERVATION P INV(OUT) = 21.74' WELL P JB A-4 28.7 (803) 254-8987 PERMEABLE 2. STORM SEWER MATERIAL DESIGNATIONS SHALL BE FURTHER DEFINED AS FOLLOWS : 27 TOP = 29.77' 124 LF 30" HDPE P 52 LF 24" HDPE @ 0.50% 29.3 "HDPE" - HIGH DENSITY POLYETHYLENE PER AASHTO M294 OR ASTM F2306, INSTALLED PER ASTM D2321 INV(IN) = 21.72' 29.3 119 LF 24" HDPE PAVEMENT 8 DI A-9 28.5 @ 0.51% @ 0.50% "HDPEWT" - HDPE WATER TIGHT PER AASHTO M294 OR ASTM F2306 AND WITH JOINTS PER ASTM D3212, INSTALLED INV(OUT) = 21.72' 29 29 TOP = 28.70' YI A-3.2 P INV(IN) = 24.42' PER ASTM D2321 P 29.3 29.5 28.5 31 TOP = 26.50' JB A-3 INV(OUT) = 24.42' "RCP" - REINFORCED CONCRETE PIPE, CLASS PER ASTM C76/AASHTO M170 (MIN. CLASS III) AND JOINTS PER ASTM C443 INV(OUT) = 22.00' TOP = 28.50' 30.3 29 30 "SRP" - ALUMINIZED STEEL, TYPE 2, SPIRAL RIB (CORRUGATED METAL) PIPE PER AASHTO M36 AND M274 OR ASTM A760 110 LF 24" HDPE @ 0.49% INV(IN) = 21.24' P AND A929, INSTALLED PER ASTM A798 P DDI A-5 INV(IN) = 21.28' 29.3 PERMEABLE 67 LF 18" HDPE @ 0.50% PERMEABLE TOP = 28.50' 30.70 30.50 "CMP" - ALUMINIZED STEEL, TYPE 2, CORRUGATED METAL PIPE PER AASHTO M36 AND M274 OR ASTM A760 AND A929, 28 INV(OUT) = 21.24' PAVEMENT 1 29.3 PAVEMENT 7 MANNING'S n = 0.012, INSTALLED PER ASTM A798 INV(IN) = 22.32' CO P INV(OUT) = 22.32' P 6" OBSERVATION "BCCMP" - BITUMINOUS COATED CORRUGATED METAL PIPE PER AASHTO M36 AND M274 OR ASTM A760 AND A929, 28.6 COATED PER ASTM A798, AND INSTALLED PER ASTM A798 30 WELL "PVC" - SDR 26 PVC PER ASTM D3034 P 30.2 30.2 29 31 P JB A-8 TOP = 30.66' 3. PRECAST STRUCTURES MAY BE USED AT THE CONTRACTOR'S OPTION. 30.3 30.2 CO 30.2 P 30.4 30.4 INV(IN) = 26.05' 30 INV(IN) = 24.09' P PENDER COUNTY, NC 29 DDI A-6 BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR 4. ALL CONCRETE TO HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 4000 P.S.I. UNLESS OTHERWISE NOTED. SCOTTS HILL LOOP ROAD PUBLIX 30 30 INV(OUT) = 24.09' 30.4 6" OBSERVATION TOP = 28.50' DDI A-7 P INV(IN) = 22.96' TOP = 28.60' WELL 32.8 5. PROVIDE ANCHOR COLLARS ON ALL PIPES AT OR EXCEEDING 10% SLOPE FOR RCP AND 14% FOR CMP AND HDPE. 30.5 INV(OUT) = 22.96' INV(IN) = 23.55' 32 P INV(OUT) = 23.55' 32.9 P 31 32.2 6. PROVIDE WATER-TIGHT JOINTS ON ALL STORM SEWER PIPES AT OR EXCEEDING 20% SLOPE. 31 31 31 32.4 PERMEABLE SWCB (RIGHT) A-8.1 CO PAVEMENT 2 P 111 LF 18" HDPE @ 2.50% P TOP = 34.00' 7. PROVIDE SAFETY PLATFORMS IN ALL STRUCTURES GREATER THAN AND EQUAL TO 20' IN DEPTH. PLATFORMS FOR 32 33 BAFFLE IN SUBGRADE INV(IN) = 28.82' STRUCTURES BETWEEN 20' AND 24' ARE TO HAVE A MINIMUM OF ONE (1) PLATFORM INSTALLED AT THE MIDPOINT. INV(OUT) = 28.82' STRUCTURES GREATER THAN 24' ARE TO HAVE PLATFORMS SPACED AT A MAXIMUM 10' ON CENTER. 32 32 33.5 P P 34.0 6" OBSERVATION 33.30 8. PROVIDE ANTI-SEEP COLLARS ON ALL PIPES DISCHARGING THROUGH DETENTION POND EMBANKMENT. 6" OBSERVATION 34 P WELL WELL 34.1 38 LF 18" HDPE @ 1.80% P 31 33 33 33 CO 32 P 33.7 33.6 33.7 33.9 33.7 35 P P 33.6 33.7 33.7 33.9 33.8 33.9 33.5 DESCRIPTION 34 33.7 33.5 33.8 33.5 33.8 33.4 34.20 P P 33 34 34.40 SWCB (LEFT) A-8.2 34.40 36 34.40 34.40 34.40 34 TOP = 34.59' P INV(OUT) = 29.50' P 34.4 34.20 33.70 34.20 34.60 34.80 34.25 34.80 CO CO CO P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P 37 6" OBSERVATION PERMEABLE 6" OBSERVATION PERMEABLE 6" OBSERVATION PERMEABLE WELL PAVEMENT 3 WELL PAVEMENT 4 WELL PAVEMENT 5 38.50 PERMEABLE DATE 02/04/2026 PUBLIX COMMENTS 03/20/2026 DEQ COMMENTS 04/14/2026 PUBLIX COMMENTS PAVEMENT 6 01/19/2026 REVISED PER DEQ COMMENTS # REVISIONS US HIGHWAY 17 PUBLIX R/W - WIDTH VARIES GRADING SYMBOLS LEGEND EXISTING CONTOURS PROPOSED CONTOURS EXISTING SPOT ELEVATION 20.50 PROPOSED SPOT ELEVATION EXISTING STORM SEWER (TO REMAIN) PROPOSED STORM SEWER PROPOSED RETAINING WALL GRADING PLAN SHEET TITLE JUNCTION BOX, JB (1011A) DOUBLE WING CATCH BASIN, DWCB (1034D) DATE CURB INLET, CI (1019A TYPE E) SINGLE WING CATCH BASIN, SWCB (1033D) DOUBLE CURB INLET, DCI GRATE INLET (NYLOPAST), GI 09/26/2025 DROP INLET, DI (1019A TYPE A) SOLID JUNCTION BOX (NYLOPAST), JB PROJECT NUMBER DOUBLE DROP INLET, DDI CLEAN OUT, CO TRIPLE DROP INLET, TDI HEADWALL, HW (1001-B) 22293 YARD INLET, YI FLARED END SECTION, FES (1120) OUTLET CONTROL BOX, OCB SAFETY END SECTION, SES (1122) SCALE: 1" = 40' SHEET NUMBER 40 0 40 80 120 FEET C-2 Page 134 of 344 1. ALL WATER METERS, EXISTING AND PROPOSED, SHALL BE ADJUSTED AS NECESSARY TO BE FLUSH WITH "AS-CONSTRUCTED" FINISHED GRADES. 2. THE CONTRACTOR SHALL ADJUST ALL MANHOLE COVERS, VALVE COVERS, CLEAN OUTS, VAULTS AND BOXES EXISTING AND PROPOSED, TO "AS-CONSTRUCTED" FINISHED GRADE. 3. CONTRACTOR IS TO COORDINATE INSTALLATION OF GAS LINES WITH LOCAL GAS COMPANY. CONTRACTOR SHALL COORDINATE THE TYING IN OF INDIVIDUAL GAS METERS TO THE MAIN. CONTRACTOR, IN CONJUNCTION WITH THE GAS COMPANY SHALL DETERMINE THE AMOUNT OF GAS LINE HE IS TO PROVIDE OUTSIDE THE GAS COMPANY'S ALLOWANCE. 4. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. SSMH A-6 SSMH A-4 SSMH A-5 RIM = 26.51' 5. THE LOCATION AND ELEVATION OF EXISTING UTILITIES SHALL BE VERIFIED IN FIELD PRIOR TO INSTALLATION OF RIM = 26.07' RIM = 26.07' INV(OUT) = 20.38' ANY NEW PIPE LINES AND ALL CONFLICTS SHALL BE BROUGHT TO THE ENGINEER'S ATTENTION. DRAWINGS DO INV(IN) = 18.29' INV(IN) = 19.93' NOT PURPORT TO SHOW ALL EXISTING UTILITIES. INV(OUT) = 18.19' INV(OUT) = 19.83' FIRE SSMH A-3 HYDRANT 6. THRUST BLOCKS SHALL BE LOCATED AT ALL WATER PIPE VALVES, VERTICAL BENDS, AND VERTICAL ELBOWS AND RIM = 25.30' 147 LF 8" PVC @ 1.01% ASSEMBLY 44 LF 8" TEES, HORIZONTAL ELBOWS AND TEES. FIRE HYDRANTS SHALL BE SIZED AND INSTALLED IN ACCORDANCE WITH 45° BEND INV(IN) = 16.70' PVC @ 1.00% NFPA BULLETIN NO. 24, SECTION 96, PARAGRAPHS 9605, 9606, AND TABLE 9605. WITH THRUST INV(OUT) = 16.60' W PIV BLOCK 156 LF 8" PVC @ 0.99% FDC 27 7. SANITARY SEWER LINE SHALL BE OF DUCTILE IRON PIPE AT ALL LOCATIONS WHERE SANITARY LINE CROSSES ABOVE OR BELOW A STORM SEWER LINE. W 26 27 28 F F 25 26 8. SANITARY SEWER CLEAN OUTS SHALL BE INSTALLED AT ALL BENDS AND AT A MAXIMUM SPACING OF 75 SS SS SS SS SS SS F SS W 27 24 F s s 28 25 s 26 26 24 F SS s s 24 LF 8" DIP @ 1.0% SLOPE (SEVENTY-FIVE) FEET. 22 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 SS CO 23 22 F CO CO CO CO CO W 25 SS 20 TRANSFORMER 9. WHEN WATER MAINS CROSS SEWERS, A MINIMUM VERTICAL SEPARATION OF 18 INCHES MUST BE PROVIDED F 21 SS F CO F FOR STORE 20 25 SS BETWEEN THE TWO PIPES (MEASURED EDGE TO EDGE). AT CROSSINGS, ONE FULL LENGTH OF WATER PIPE MUST 4" FDC LINE W F CO CO CO CO CO BE LOCATED SO THAT BOTH JOINTS ARE AS FAR FROM THE SEWER AS POSSIBLE. FOR SANITARY SEWER s SS SS SS TO RISER CO 19 162 LF 8" PVC INSTALLATION, A HORIZONTAL SEPARATION OF 10 FEET SHALL BE PROVIDED FROM ANY EXISTING OR PROPOSED 18 F F ROOM FLOOR DRAIN @ 1.03% CO SS CO CO F W 20 WATER MAINS OR SERVICE LINES (MEASURED EDGE TO EDGE). SS IN LOADING 22 26 F 24 DOCK CO 26 26 W 8" DIP FIRE 10. LINES UNDERGROUND SHALL BE INSTALLED, TESTED AND APPROVED BEFORE BACKFILLING. CO F 25 F MAIN F 28 20 20 SS F 4" SANITARY 22 SAMPLING PORT. SEE W 11. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED AND EXISTING PIPES TO BE CONNECTION. INV=25.4 F F F F F F DETAIL SHEET C-6.4 CLEANED OUT TO REMOVE ALL SILT AND DEBRIS. 26 4" GREASE TRAFFIC 24 W W W W27 W W W SEE ARCH PLANS FOR WASTE LINE RATED W CONTINUATION 28 21 24 F SS CLEANOUT G G 8" DIP FIRE G 12. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY RELOCATION OF EXISTING UTILITIES SUCH AS 19 27 28 45° BEND MAIN W 3" PVC SDR 21 (TYP.) POWER AND TELEPHONE POLES AND THE COORDINATION OF SUCH THE PROPER UTILITY OWNER. W 25 4" WASTE 4" WASTE 29 SSMH A-2 G 26 DOMESTIC WATER RIM = 29.57' WITH THRUST F CONNECTION. INV=25.4 CONNECTION. INV=25.4 TWO (2) 1500 GALLON 22 LINE FOR GROCERY INV(IN) = 14.93' BLOCK SEE ARCH PLANS FOR SEE ARCH PLANS FOR GREASE TRAPS. SEE 13. THE PUBLIC WORKS COMMISSION SHALL BE NOTIFIED 24 HOURS PRIOR TO ANY WATER OR SEWER LINE W SS W STORE 28 CONTINUATION CONTINUATION CONSTRUCTION OR REPAIRS. CALL ENGINEERING INSPECTOR/ AIDE, AT 910-612-9176. INV(OUT) = 14.83' F DETAIL SHEET C-6.4 28 G W 22 23 29 8" FIRE LINE 4" GREASE WASTE 21 W 1.5" GAS 14. ALL WATER MAIN MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE PENDER COUNTY"ZONING 20 SS F ENTRY. SEE CONNECTION. INV=25.4 CONNECTION ORDINANCE," LATEST EDITION. W 29 ARCH PLANS SEE ARCH PLANS FOR AND METER G 23 W FOR DETAILS CONTINUATION STUB 6" SEWER 25 29F 15. THE GC OR SITE CONTRACTOR SHALL BE RESPONSIBLE FOR HIRING A SURVEYOR TO PREPARE AN AS-BUILT X X X W STANDYBY X 19 27 FOR FUTURE USE SS SURVEY. THE AS-BUILT SURVEY SHOULD, AT A MINIMUM, INCLUDE THE SANITARY SEWER SYSTEM, INCLUDING X PROPOSED UNDERGROUND GENERATOR X INV = 17.6' FDC 2.5" DOMESTIC G X PIPE MATERIAL AND SLOPE, MANHOLES WITH INVERT INFORMATION, AND CLEANOUT LOCATIONS. AT THE OWNERS 24 FIRE W ELECTRIC CONDUIT X 06/03/2026 W F X X PIV WATER LINE ENTRY. X REQUEST, THE SURVEY SHOULD ALSO INCLUDE AN AS-BUILT SURVEY OF THE DOMESTIC AND FIRE WATER HYDRANT 30 FFE= 31' ASSEMBLY 25 SS SS SS SS SEE ARCH PLANS EMERGENCY SYSTEMS. THE CONTRACTOR MAY REQUEST THE CIVIL CAD FILE TO ASSIST IN PREPARATION OF THESE 26 s CO CO CO CO CO W s FOR DETAILS FSSW GENERATOR G AS-BUILTS. THESE AS-BUILTS SHOULD BE PERFORMED AND PROVIDED TO THE OWNER AND ENGINEER PRIOR TO 26 26 NAVD88 FINAL PUNCH LIST OR CERTIFICATE OF OCCUPANCY. F REDUCER FROM 3" F F W 79 LF 8" LINE TO 2.5" LINE W F 24 W G PVC @ 1.01% SS 16. THE CONTRACTOR MUST NOTIFY ENGINEER PRIOR TO COMMENCEMENT OF ANY WATER OR SEWER EXTENSION 29 1500 GALLON W PROPOSED ELECTRICAL ACTIVITY AND BEFORE COVERING ANY WATER OR SEWER EXTENSIONS IN ORDER TO COORDINATE REQUIRED 21 F PROPOSED F FF GREASE TRAPS EASEMENT FOR CERTIFICATIONS. 20' ELECTRICAL TRANSFORMER 73 LF 8" PVC @ 1.00% W UNDERGROUND LINE W F W FOR SHOPS G EASEMENT 20 8" DIP FIRE MAIN 30 30 s 22 SS W SCOTTS HILL LOOP ROAD 2" PVC SDR 21 DOMESTIC WATER LINE FOR SHOPS APPROXIMATE GAS ROUTING. PROPOSED 25 CONTRACTOR TO W F 1. SANITARY SEWER MATERIAL SHALL BE AS SHOWN ON THE PLANS. W G UNDERGROUND SS 24 26 3" PVC SDR 21 DOMESTIC WATER LINE COORDINATE FINAL LAYOUT W 27 ELECTRIC CONDUIT 29 FOR GROCERY STORE WITH UTILITY PROVIDER 30 2. SANITARY SEWER MATERIAL SHALL MEET THE MINIMUM REQUIREMENTS BELOW: 27 s 28 SS SSMH A-1 SDR 35 PVC (FOR COVER BETWEEN 7' AND 16') PER ASTM D3034; W F s W FFE= 31' G W RIM = 29.76' SDR 26 PVC (FOR COVER BETWEEN 4' AND 7') PER ASTM D3034; 1" DOM. WATER LINE FOR SS 27 INV(IN) = 14.10' FIRE OR DUCTILE IRON PIPE (DIP) (FOR COVER LESS THAN 4' AND GREATER THAN 16') PER ASTM A746 AND AWWA C150. OUTLOT AND 1" METER W PUBLIX R/W - WIDTH VARIES s INV(IN) = 14.10' HYDRANT 30 & 1" RPZBFP F ASSEMBLY W INV(OUT) = 14.00' 3. WATER LINES SHALL BE AS FOLLOWS: G SS W W 27 SS 8" FIRE LINE WM 26 COPPER TUBING PER ASTM B88, TYPE K (MIN. 338 PSI PRESSURE RATING) (LESS THAN 3”), F PVC PER ASTM D2241, MIN. SDR 21 (200 PSI PRESSURE RATING) (2” TO 3”), SS SS SSMH B-2 s SS W 35 LF 8" W JACK AND BORE WATER LINE s F RIM = 27.81' 35 LF 6" PVC W FORCE MAIN POLYETHYLENE (PE) WATER PIPE AWWA C901, MIN. SDR 9 (200 PSI PRESSURE RATING) (UP TO 3") P G P PVC @ 3.53% THROUGH ROAD 28 DUCTILE IRON PIPE (DIP) PER AWWA C151, CLASS 350 (350 PSI PRESSURE RATING) (4” OR LARGER), OR SEWER LINE 30 INV(IN) = 16.70' @ 1.01% F 27 SS F SS W C900 DR18 PVC PER AWWA C900 (235 PSI PRESSURE RATING) (4” TO 12”), W SS 4" DIP INV(IN) = 16.70' W P SS 29 SS 26 SS SS P SS INV(OUT) = 16.60' W SS F W CO CO W CO CO SS CO CO G CO CO 27 30 W 4. PRECAST STRUCTURES MAY BE USED AT THE CONTRACTOR'S OPTION. W P 30 28 s FIRE 27 F 30 8" DIP FIRE MAIN TEE WITH THRUST BLOCK AND HYDRANT SS 5. ALL CONCRETE TO HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 4000 P.S.I. P P W 8" GATE VALVE W F W ASSEMBLY G SS 6. PROVIDE SAFETY PLATFORMS IN ALL STRUCTURES GREATER THAN AND EQUAL TO 20' IN DEPTH. PLATFORMS FOR P P W 27 STRUCTURES BETWEEN 20' AND 24' ARE TO HAVE A MINIMUM OF ONE (1) PLATFORM INSTALLED AT THE MIDPOINT. F W F STRUCTURES GREATER THAN 24' ARE TO HAVE PLATFORMS SPACED AT A MAXIMUM 10' ON CENTER. 27 s F W G CO CO P P P SS W P 98 LF 8" 29 7. WATER LINE MATERIALS SHALL BE ADEQUATE FOR THE STATIC PRESSURE OBSERVED IN THE EXISTING SYSTEM P P 55 LF 6" PVC @ 0.99% F USING A MINIMUM SAFETY FACTOR OF 1.5. F 29 F W W PVC @ 1.00% G W P 8. PVC POTABLE WATER SCH80 GREY SOLVENT WELD BELLED END PIPE (1/2” THRU 4”) - TYPE 1 GRADE 1, WITH A CELL (803) 254-8987 PROPOSED LIFT P W CLASS OF 12454B, PER ASTM D1784 AND MANUFACTURED IN CONFORMANCE WITH ASTM D1785. SCH80 PIPE F STATION. SEE F W 27 SS SHALL BE INSTALLED IN CONFORMANCE WITH ASTM D2855 WITH JOINTS CONFORMING TO ASTM D2672, SOLVENT F F F G P F F F F F F F F F F F F F F F F F F F F SSMH B-6 W SSMH B-2.1 PLURIS STANDARD EXISTING 20' SOUTHERN EXISTING 30' POWER CEMENT TO ASTM D2564 AND PRIMER ASTM F656. W DETAILS. PUMP RIM = 29.75' 29 8" DIP FIRE PROPOSED BELL TELEPHONE EASEMENT 29 RIM = 28.19' EASEMENT TO BE REMOVED P 20' ELECTRICAL PROPOSED MODEL XYLEM MX INV(IN) = 15.63' F MAIN TO BE REMOVED EXISTING 30' POWER P INV(OUT) = 17.05' 20' ELECTRICAL W W 31 3069 HT 3-258 INV(IN) = 15.45' EASEMENT G 31 W EASEMENT TO REMAIN EXISTING 30' POWER INV(OUT) = 15.35' 29 EASEMENT 30 EASEMENT TO REMAIN P W SS F P G W RELOCATED 28 FORCE MAIN W W SEWER LINE OVERHEAD CO P 8" DIP FIRE P F 4" DIP POWER LINE MAIN G W W 30 W P 29 31 SS P F W G CO W P W PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR STUB 6" SEWER FOR 30 SCOTTS HILL LOOP ROAD PUBLIX P 29 F W FUTURE USE 3" PVC SDR 21 30 30 DOMESTIC WATER G P INV = 16.10 SS W W LINE FOR GROCERY W 32 F STORE P P 31 31 G W 31 31 W W F CO P P 30' PROPOSED W 33 SS 32 G ELECTRICAL W EASEMENT W F 32 32 P P W 2" PVC SDR 21 30' PROPOSED G DOMESTIC WATER 34 RELOCATED W ELECTRICAL W P F W LINE FOR SHOPS P OVERHEAD SS EASEMENT ELECTRICAL 31 33 33 33 CO 32 G W LINE P F W W 35 P W DESCRIPTION G P W F W SS G G G G G G G G G G G G G G 34 G P W IRRIGATION 2" METER & B.F.P. P 33 W SS SS 34 36 W F EXACT LOCATION TBD BY DESIGN 34 BUILD IRRIGATION CONTRACTOR. G P W W F W W P W W W W W W W SS CO CO CO W W W P P P P P P P P P W P P P P P P P P P P P P P P P P P P P W P P P P P P P P W W W 37 W W G W F W W W WM W WM W W WM W W W W W SS SS W W G W W W SS W SS W SS SS W SS SS SS W W W W W W W W W W W W W s W W W 8" DDC BFP W W IN VAULT W W W W W W W W W W W W W W G W W W W W W W W W W W 30' PROPOSED SS W ELECTRICAL 2" DOM. WATER LINE FOR DATE EASEMENT SHOPS AND 1-1/2" METER RELOCATED EXISTING FIRE & 2" RPZBFP IN HOT BOX 02/04/2026 PUBLIX COMMENTS 04/14/2026 PUBLIX COMMENTS 05/27/2026 PUBLIX COMMENTS OVERHEAD G HYDRANT TO W 3" DOM. WATER LINE FOR ELECTRICAL REMAIN UTILITIES SYMBOLS LEGEND CONNECT TO EXISTING # PUBLIX AND 1-1/2" METER LINE CONNECT TO EXISTING FORCE WATER MAIN WITH TAPPING W & 3" RPZBFP IN HOTBOX SS MAIN LINE WITH TAPPING REVISIONS SLEEVE AND VALVE. G SLEEVE AND VALVE SEE PENDER COUNTY SEE PLURIS STANDARD DETAIL EX. GAS (TO REMAIN) W STANDARD DETAIL G T EX. TELEPHONE (TO REMAIN) W EX. POWER (TO REMAIN) SS EX. SANITARY SEWER (TO REMAIN) G W SS SS PROPOSED SANITARY SEWER EX. WATER (TO REMAIN) W G W W PROPOSED WATER US HIGHWAY 17 SS W F F PROPOSED FIRE PUBLIX R/W - WIDTH VARIES G EX. STORM (TO REMAIN) W PROPOSED STORM G SS SS SS SS SS SANITARY SEWER MANHOLE, MH SS s SS W SS SS SS SS SS SS CO SS SS CLEAN OUT, C.O. SS SS SS SS SS SS SS SS SS W SS SS FIRE DEPARTMENT CONNECTION, FDC SS SS SS W SS POST INDICATOR VALVE, PIV W FIRE HYDRANT TEE P SS W W P METER ELBOW W VALVE THRUST BLOCK P W SS W W SS W SS EXISTING UTILITIES: UTILITY PLAN SHEET TITLE W SS DOMESTIC WATER: PENDER COUNTY DATE W (910) 612-9176 SS ELECTRIC: DUKE ENERGY (919) 429-2370 09/26/2025 W SEWER: PLURIS (910) 218-7646 PROJECT NUMBER SS PUBLIC WORKS COMMISION (910) 612-9176 GAS: PIEDMONT NATURAL GAS (800) 752-7504 22293 TELEPHONE: SPECTRUM SHEET NUMBER SCALE: 1" = 40' (910) 772-5745 40 0 40 80 120 FEET C-3 Page 135 of 344 W W W W 1. REQUIRED SEDIMENT STORAGE (67 CY/AC) = 67 CY/AC *11.25 AC =753.75 CY (20,351CF) W = 20,351 CF (PROVIDED @ EL. 21.5) 2. AVAILABLE STORAGE1,658 = CY (44,767 CF @23.0 ) W 3. IS 2 GREATER THAN 1?YES 4. CLEAN-OUT ELEVATION (22 CY/AC) W = 22 CY/AC *11.25 AC = 248 CY ( 6,696 CF (248 CY) PROVIDED @ 20.52) 5. REQUIRED SURFACE AREA = Q10 X 435 W = 27.75 X 435 = 12,084.3 S.F. 6. SURFACE AREA = 17,495 @ EL. 33.0 W 7. IS 6 GREATER THAN 5?YES W TOTAL AREA = 11.25 AC± TO TEMPORARY W SEDIMENT BASIN SAMPLING Q10 = 27.78 CFS W POINT #2 117 LF 30" RCP @1.04% W W X W XX NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 W 23 22 AREA #2 = 3.9 AC± LIMITS OF X X 21 W STR. D-1 H.W. PLUS AREA #1 FROM DIVERSION DIKE #1 (TOTAL ON-SITE I.E. = 13.00 20 AREA = 9.13 AC±) TO TEMP EARTHEN DISTURBANCE DIVERSION DIKE #1 (TYP.) W X X TEMP EARTHEN DIVERSION DIKE #2 Q10 = 1.55 CFS W TRAPEZOID BOT. WIDTH = 1.5' MIN. DEPTH = 2' MIN. X X X SIDE SLOPE 3:1 X X X X X X W DIVERSION @ 1.0% SLOPE MIN W/TURF REINFORCEMENT X X X X X MATTING POROUS W > BAFFLES XX > > SEDIMENT FENCE (TYPE - > > W STEEL POST) - DOUBLE ROW XX > RIP-RAP OUTLET > W SAMPLING XX > PROTECTION RIP-RAP OUTLET PROTECTION W DUST POINT #1 XX > > MARK CLEAN OUT CONTROL W X X > ELEVATION = 20.52 @ (TYP.) POND > X DC W X XX > LIMITS OF X > X TEMP EARTHEN DIVERSION DIKE #1 Q10 = 11.54 CFS W ON-SITE TRAPEZOID BOT. WIDTH = 2' MIN. DEPTH = 2' MIN. 06/03/2026 X X DISTURBANCE SIDE SLOPE 3:1 > (TYP.) > W DIVERSION @ 1.0% SLOPE MIN W/TURF REINFORCEMENT DUST MATTING X X W > > CONTROL W (TYP.) > X X W SCOTTS HILL LOOP ROAD AREA #3= 1.19 AC± > > W TO TEMP EARTHEN DC DIVERSION DIKE #2 > X X > W > AuB X > X APPROX. SOIL W PUBLIX R/W - WIDTH VARIES > DELINEATION > W DUST > LINE - TYP.) X X > W CONTROL DC (TYP.) DRAINAGE AREA X X W DELINEATION LINE (TYP.) X W X W X X W X P P P X W X X P X X DUST W T T T CONTROL T X X W X X (TYP.) (803) 254-8987 W X X X X W APPROX. SOIL X X X DELINEATION X W X LINE - TYP.) X X X W X X W X CONSTRUCTION EXIT X X X LOCATION TO BE FIELD W X ADJUSTED TO X X X ACCOMMODATE W X PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 X SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR X SCOTTS HILL LOOP ROAD PUBLIX CONSTRUCTION SEQUENCING DUST X W CONTROL X X W X (TYP.) AnB X DC LIMITS OF X X ON-SITE W X DISTURBANCE X X X AREA #1 = 5.23 AC± (TYP.) W TO TEMP EARTHEN DIVERSION DIKE #1 X X X X W X X X W LIMITS OF ON-SITE X X X DISTURBANCE W (TYP.) X X X X W DESCRIPTION X X X X T W W W W X W W W X W W W W W W T W W W W W X X X W X W XX X X X X X X X X X X X X X X X X X X X X X W X X X X X X X X W X X W X X X W X T X X X X X X X X X X X X X X X X X X X X X W X X X X W W W W SS SS W W W W X X SS SS W W X SS X W SS SS W SS SS SS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W SS T W SOIL TYPES W CONSTRUCTION EXIT DATE LOCATION TO BE FIELD SOIL DESCRIPTIONS OBTAINED FROM A SOIL SURVEY XX/XX/XX CITY COMMENTS W SS ADJUSTED TO OF PENDER COUNTY, NORTH CAROLINA. ACCOMMODATE # W MAP SYMBOL - DESCRIPTION - SLOPES CONSTRUCTION SEQUENCING REVISIONS W AnB - ALPINE FINE SAND, 1 TO 6 PERCENT SLOPES. SS AuB - AUTRYVILLE FINE SAND, 1 TO 4 PERCENT W SLOPES W US HIGHWAY 17 SS W PUBLIX R/W - WIDTH VARIES SEE SHEET C-4.2 FOR EROSION CONTROL GENERAL NOTES W SS SS SS SS SS SS SS W SS SS SS SS SS SS SS SS SS SS SS SS SS CONTRACTOR SHALL NOTIFY ENGINEER BY SS SS SS SS W SS SS SS SS WRITTEN EMAIL AND BY PHONE - (770) SS W SS 674-2600 - WITHIN TWENTY-FOUR (24) W HOURS AFTER INSTALLATION OF THE INITIAL P SEDIMENT STORAGE REQUIREMENTS AND SS W W P W PERIMETER CONTROL BMPs. P W SS W W SS W PHASE I SCHEDULE SS W · INSTALL SILT FENCES AT PERIMETER OF SITE SS · INSTALL CONSTRUCTION ENTRANCES PLAN - PHASE I EROSION SEDIMENT & POLLUTION CONTROL SHEET TITLE W · INSTALL TREE PROTECTION FENCE PER SS LANDSCAPE PLANS DATE W · CONSTRUCT TEMPORARY STORM WATER SS DETENTION BASIN, OUTLET CONTROL 09/26/2025 STRUCTURES D-2 AND ITS ASSOCIATED R DISCHARGE PIPE PROJECT NUMBER · INSTALL SKIMMER AT O.C.S. · EXCAVATE TEMPORARY DIVERSION CHANNELS 22293 Know what's below. · INSTALL OUTLET PROTECTION RIP-RAP AT EACH Call before you dig END OF DIVERSION DIKE. SCALE: 1" = 40' · START DEMOLITION, CLEARING, AND GRUBBING SHEET NUMBER 40 0 40 80 120 FEET · START GRADING OPERATIONS C-4.1 Page 136 of 344 W W GENERAL EROSION CONTROL NOTES 1. CONTRACTOR IS TO ADHERE TO THE PENDER COUNTY AND ############## EROSION AND W TOTAL AREA = 8.02 AC± TO STORM SEDIMENT CONTROL REGULATIONS AND REQUIREMENTS. WATER DETENTION POND Q10 = 75.07 2. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING NECESSARY PERMITS PRIOR TO ANY LAND DISTURBING ACTIVITY, AND SHALL KEEP COPIES OF SUCH PERMITS ONSITE AT ALL TIMES IN THE W CFS CONSTRUCTION TRAILER. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLIANCE WITH NPDES PERMIT REQUIREMENTS. W 3. CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH OWNER TO ENSURE IMPLEMENTATION OF ANY MONITORING PROGRAM IN ACCORDANCE WITH STATE SPECIFIC REQUIREMENTS. W TEMPORARY SEDIMENT BASIN 4. THE CONTRACTOR IS RESPONSIBLE DURING CONSTRUCTION FOR THE CONTINUOUS STR. D-2 OCS MAINTENANCE OF ALL EROSION CONTROL MEASURES AS CALLED FOR ON THE APPROVED PLANS AND (SEE CALCULATIONS ON THIS SHEET) SPECIFICATIONS. HARDWARE CLOTH & GRAVEL INLET W I.E. (SKIMMER IN) = 20.0 PROTECTION (TYP. THIS SHEET FOR ALL 5. CONTRACTOR SHALL CERTIFY THAT ALL FILL AREAS HAVE BEEN COMPACTED TO A MINIMUM 95% I.E. (30" OUT) = 15.21 EROSION CONTROL STORM STRUCTURES). COMPACTION OR AS REQUIRED IN THE SOIL REPORT. W MATTING & BLANKET/SLOPE AFTER PAVING, USE BLOCK & GRAVEL FOR 6. CONTRACTOR SHALL PROVIDE NECESSARY MEANS TO PREVENT AIRBORNE EROSION INCLUDING SURFACE SKIMMER ALL INLET PROTECTION MULCHES, SPRAY-ON ADHESIVES, OR SURFACE IRRIGATION. W STABILIZATION (ALSO LIMITS OF 7. CONTRACTOR SHALL REMOVE TEMPORARY BMP'S AT THE END OF THE PROJECT AFTER THE SITE (I.E. = 20.0 @ BOTTOM CRITICAL WORK ZONE - TYP. ON-SITE IS FULLY STABILIZED AND A NOTICE OF TERMINATION HAS BEEN FILED. OF THE O.C.S.) DISTURBANCE W ALL HATCHED AREAS) 8. CONTRACTOR SHALL SELECT TEMPORARY STOCKPILE LOCATION FOR SEDIMENT POND SOIL TO BE SAMPLING SEE CALCS ON THIS (TYP.) HELD TEMPORARILY IF NECESSARY AND TO ENSURE PROPER EROSION CONTROL FOR STOCKPILE. 7 - DAY STABILIZATION X W POINT #2 X X X 9. EROSION CONTROL PRACTICES SUCH AS SILT FENCE, SEDIMENT/DETENTION BASINS, AND SHEET X X X X X X X X X X X X X X CONSTRUCTION EXITS SHALL BE INSTALLED PRIOR TO ANY OTHER CONSTRUCTION ONSITE. X X X 27 X X X X X X X X X X X X X X W X X X X X Ds1 Ds2 Ds3 10. ALL GRADED AREAS SHALL BE STABILIZED IMMEDIATELY WITH A TEMPORARY COVER OF MULCH. X X X X 26 X X 27 X X X X X 28 X X X X 25 11. ALL OPEN DRAINAGE SWALES SHALL BE GRASSED AND RIP RAP SHALL BE PLACED AS REQUIRED X X X 26 X X X X X W X X X X 28 27 24 26 26 TO CONTROL EROSION. 25 24 Ds1 Ds2 Ds3 22 CO 12. A MINIMUM OF 15 SQUARE YARDS OF 50 POUND STONE SHALL BE PLACED AT ALL DOWNSTREAM 23 22 CO CO CO CO CO W 25 HEADWALLS DURING CONSTRUCTION OR AS INDICATED ON THE PLANS. X 20 X Ds1 Ds2 Ds3 21 CO LIMITS OF 20 25 13. SILT FENCE SHALL BE LOCATED ONSITE TO PREVENT SEDIMENT AND EROSION FROM LEAVING THE ON-SITE W PROPERTY LIMITS. ALL SILT FENCE SHALL BE MAINTAINED CONTINUOUSLY BY THE CONTRACTOR X X 19 DISTURBANCE DURING CONSTRUCTION. XX NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 18 96° (TYP.) CO CO CO W 14. SILT FENCE SHALL BE CLEANED OR REPLACED WHEN SILT BUILDS UP TO WITHIN ONE FOOT OF 20 Ds1 X MARK CLEAN OUT 22 X 26 TOP OF SILT FENCE. 24 CO 26 X ELEVATION = 23.3 26 X W CO 15. ALL CUT AND FILL SLOPES MUST BE SURFACE ROUGHENED AND VEGETATED WITHIN SEVEN (7) 25 28 DAYS OF THEIR CONSTRUCTION. @ POND 20 Ds2 20 22 W XX 16. ALL SLOPES THAT EXCEED EIGHT (8) VERTICAL FEET OR AS INDICATED ON THE PLANS SHALL BE XX STABILIZED BY THE CONTRACTOR WITH SYNTHETIC OR VEGETATIVE MATS, IN ADDITION TO SEDIMENT FENCE (TYPE - 26 27 XX 24 Ds3 GRASSING/HYDROSEEDING. W STEEL POST) - DOUBLE ROW XX 21 24 28 G G G 17. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE MAINTAINED UNTIL FINAL 19 X 28 X X X 27 STABILIZATION AND A NOTICE OF TERMINATION HAS BEEN FILED. W 25 X 29 X G XX 26 X X X X X 22 18. EROSION CONTROL DEVICES SHALL NOT BE REMOVED UNTIL ALL CONSTRUCTION IS COMPLETE 7- DAY STABILIZATION XX AND UNTIL PERMANENT GROUND COVER HAS BEEN ESTABLISHED AND A NOTICE OF TERMINATION HAS W POROUS 14- DAY STABILIZATION 28 BEEN SUBMITTED TO THE APPROPRIATE AUTHORITY. XX G BAFFLES X 28 X 19. MAXIMUM EMBANKMENT OF SLOPES SHALL BE AS FOLLOWS: W 22 23 29 XX 21 CUT AREAS - 3:1, FILL AREAS - 3:1 SAMPLING 20 (UNLESS SPECIFICALLY APPROVED BY SOILS ENGINEER) W X POINT #1 X 29 G 23 7- DAY STABILIZATION 20. DURING AND AFTER CONSTRUCTION, DETENTION POND AND DETENTION POND OUTLET CONTROL STRUCTURE SHALL BE CLEANED OF ALL DEBRIS AND EXCESS SEDIMENT. BOTTOM OF POND SHALL BE XX 25 29 X X X X X W X BROUGHT TO ELEVATION AND SHAPED AS SHOWN ON THE GRADING PLAN. 19 27 X X G 21. SEEDS FOR GRASSED SLOPED AREAS USE BOTH TALL FESCUE GRASS AT 30-40 POUNDS PER 24 X X W X X X ACRE AND CLEAN, COMBINE-RUN VIGATA OR SERICEA LESPEDEZA AT 60-75 POUNDS PER ACRE. FFE= 31' X X 25 30 26 22. STABILIZATION MEASURES SHALL BE IMPLEMENTED AS SOON AS IS PRACTICAL, IN PORTIONS OF X CO CO CO CO CO X W 26 G THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN 26 NAVD88 NO CASE, MORE THAN FOURTEEN (14) DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF X X THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED, UNLESS ACTIVITY WITHIN THAT PORTION OF W 06/03/2026 X X HARDWARE CLOTH & A.1A THE SITE WILL RESUME WITHIN TWENTY-ONE DAYS. 24 GRAVEL INLET PROTECTION DISTURBED AREA STABILIZATION G 29 Ds1 W 23. CONTRACTOR SHALL TAKE ALL MEANS TO DIRECT RUNOFF TO SEDIMENT TRAPS/BASINS PRIOR TO EROSION CONTROL 21 (TYP. THIS SHEET FOR ALL X X X (TEMP. MULCHING - TYP.) LEAVING THE SITE. MATTING & BLANKET/SLOPE X STORM STRUCTURES). W 24. STRIPPING OF VEGETATION, GRADING, AND OTHER DEVELOPMENT ACTIVITIES SHALL BE AFTER PAVING, USE BLOCK 20 H DISTURBED AREA STABILIZATION G CONDUCTED IN SUCH A MANNER SO AS TO MINIMIZE EROSION. 30 STABILIZATION (ALSO X X 30 X Ds1 Ds2 Ds3 & GRAVEL FOR ALL INLET Ds1 Ds2 Ds3 22 Ds2 X W SCOTTS HILL LOOP ROAD CRITICAL WORK ZONE - TYP. (TEMP. SEEDING - TYP.) 25. A DETENTION POND WILL BE INSTALLED DURING CONSTRUCTION AND WILL SERVICE TO CONTROL PROTECTION 25 POLLUTANTS IN STORM WATER THAT MAY OCCUR AFTER CONSTRUCTION HAS BEEN COMPLETED. G X ALL HATCHED AREAS) X 24 26 W 27 14 - DAY STABILIZATION G 29 X X 26. ADEQUATE PROVISION SHALL BE PROVIDED TO MINIMIZE DAMAGE FROM SURFACE WATER TO THE S 30 Q DISTURBED AREA STABILIZATION CUT FACE OF EXCAVATIONS OR THE SLOPING SURFACES OF FILLS. ALL GRADED AREAS SHALL BE 28 Ds3 27 STABILIZED IMMEDIATELY WITH A TEMPORARY COVER OF MULCH. W X X CONCRETE FFE= 31' 14 - DAY STABILIZATIONAuB (PERM. SEEDING - TYP.) G WASHDOWN 27 X X APPROX. SOIL 27. CONTRACTOR SHALL TAKE NECESSARY PRECAUTION SO THAT CUTS AND FILLS SHALL NOT W PUBLIX R/W - WIDTH VARIES ENDANGER ADJOINING PROPERTY. E 14 - DAY STABILIZATION F X VEGETATIVE MEASURES X AREA 30 28. FILLS SHALL NOT ENCROACH UPON NATURAL WATERWAYS OR CONSTRUCTED CHANNELS IN A G DELINEATION W 27 X MAP X MANNER SO AS TO ADVERSELY AFFECT OTHER DOWNSTREAM PROPERTY OWNERS. CODE PRACTICE DETAIL DESCRIPTION 26 X SYMBOL X Cw LINE - TYP.) 29. ALL GRADING EQUIPMENT SHALL CROSS FLOWING STREAMS BY THE MEANS OF APPROVED AND W 1.1 I 2 3 4 5 6 7 8 8.1 PERMITTED STREAM CROSSINGS UTILIZING BRIDGES OR CULVERTS. ALL SUCH CROSSINGS SHALL BE P G P 28 KEPT TO A MINIMUM. ESTABLISHING TEMPORARY PROTECTION X X DISTURBED AREA FOR DISTURBED AREAS WHERE SEEDING 30 STABILIZATION 27 Ds1 Ds1 MAY NOT HAVE A SUITABLE GROWING W (WITH MULCHING P SEDIMENT 30. PROVISIONS SHALL BE MADE FOR TREATMENT OR CONTROL OF ANY SOURCE OF SEDIMENTS AND SEASON TO PRODUCE AN EROSION 29 X ONLY) X 26 RETARDING COVER. P ADEQUATE SEDIMENTATION CONTROL FACILITIES TO RETAIN SEDIMENTS ON SITE OR PRECLUDE 10' CO CO CO CO CO CO CO CO G FENCE (TYPE SEDIMENTATION OF ADJACENT WATERS. X 27 30 X W P 30 DISTURBED AREA 28 ESTABLISHING TEMPORARY 27 30 STABILIZATION VEGETATIVE COVER WITH FAST - STEEL POST) 31. CONTRACTOR SHALL NOT BE PERMITTED TO PLACE ANY FILL MATERIAL INTO AREAS DESIGNATED (WITH Ds2 Ds2 GROWING SEEDLINGS ON P TEMPORARY P AS WETLAND BY THE U.S. ARMY CORPS OF ENGINEERS UNLESS SPECIFIC PERMITS FOR SUCH FILL HAVE DISTURBED AREAS. W - DOUBLE SEEDING) G BEEN OBTAINED. X X DISTURBED AREA ESTABLISHING PERMANENT P Ds3 ROW 20' P Ds3 STABILIZATION VEGETATIVE COVER SUCH AS W 27 Ds3 Ds3 Ds3 (WITH Ds3 TREES, SHRUBS, VINES, GRASSES, Ds3 Ds3 Ds3 PERMANENT SOD, OR LEGUMES ON DISTURBED 27 G X X VEGETATION) AREAS. CO P P P CO W P HARDWARE CLOTH & A PROTECTIVE COVERING USED TO 29 P PREVENT EROSION AND ESTABLISH P SLOPE GRAVEL INLET PROTECTION Ss TEMPORARY OR PERMANENT 29 Ss STABILIZATION W X X VEGETATION ON STEEP SLOPES, SHORE T (TYP. THIS SHEET FOR ALL HARDWARE CLOTH & GRAVEL INLET G LINES, OR CHANNELS. P T T STORM STRUCTURES). PROTECTION (TYP. THIS SHEET FOR ALL T P W AFTER PAVING, USE BLOCK STORM STRUCTURES). 27 X X PHASE II SCHEDULE G P & GRAVEL FOR ALL INLET AFTER PAVING, USE BLOCK & GRAVEL FOR W PROTECTION ALL INLET PROTECTION 29 29 P (803) 254-8987 P X X · CONTINUE GRADING OPERATIONS AND INSTALL W Ds1 31 APPROX. SOIL G 7- DAY STABILIZATION 29 30 NEW SILT FENCES AS NEEDED DELINEATION P W · EXCAVATE AND COMPLETE INSTALLATION OF MULCH/ SEED RATES P Ds2 X X LINE - TYP.) G STORM WATER DETENTION POND W/RETAINING PLANTING APPLICATION 28 CODE SPECIES W CO WALLS. DATE RATE P P Ds3 · CONTINUE GRADING OPERATIONS X X G W Ds1 Ds2 Ds3 30 THE FOLLOWING APPLICATION RATES ARE FOR EROSION CONTROL · STABILIZE DISTURBED AREAS WITHIN 7 DAYS OF P 29 31 PURPOSES ONLY. SEE LANDSCAPE PLAN FOR PERMANENT VEGETATION. Ds3 Ds3 LAND DISTURBANCE WITH MULCH OR SEEDING P W · BEGIN INSTALLATION OF STORM DRAINAGE 14 - DAY STABILIZATION G ANYTIME HAY OR DRY STRAW 2" - 4" CO P SYSTEMS Ds1 ANYTIME WOOD CHIPS/ BARK/ SAWDUST 2" - 3" 30 X X 29 P · INSTALL TEMPORARY HARDWARE CLOTH & CONSTRUCTION EXIT W 30 30 G P GRAVEL INLET PROTECTION AS NEW STORM SEP 1 - JAN 1 WINTER RYE GRAIN (SECALE CEREALE) 28 lbs./AC LOCATION TO BE FIELD JAN 1 - FEB 15 ANNUAL RYE (LOLIUM TEMULENTUM) 40 lbs./AC W 32 STRUCTURES BASES ARE COMPLETED X X FEB 15 - MAR 15 ANNUAL LESPEDEZA (LESPEDEZA STRIATA) 10 lbs./AC ADJUSTED TO P PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR MAR 15 - JUN 15 WEEPING LOVEGRASS (ERGOSTIS CURVUIA) 4 lbs./AC · INSTALL EROSION CONTROL MATTING AND SCOTTS HILL LOOP ROAD PUBLIX P 31 Ds2 JUN 15 - SEP 1 PEARL MILLET (PENNESETUM GLAUCUM) 50 lbs./AC 31 G ACCOMMODATE W AnB31 31 BLANKETS IN ALL CRITICAL WORK ZONES AND ANYTIME FERTILIZER (10-10-10) 500-700 lbs./AC LIMITS OF X X AREAS INDICATED CONSTRUCTION SEQUENCING P ANYTIME MULCH (WHEAT STRAW) 2 1/2 T/AC ON-SITE CO P ANYTIME LIME 1 to 2 T/AC W DISTURBANCE 32 33 HARDWARE CLOTH & · INSTALL OUTLET PROTECTION RIP-RAP AT EACH 34.31911916345887, G (TYP.) GRAVEL INLET PROTECTION MAR 1 - MAR 31 COMMON BERMUDA (HULLED SEED) 10 lbs./AC LIMITS OF PIPE OUTLET X -77.76742270167678 32 32 X 4/1 - 6/15 40 cu.ft./AC P ON-SITE P (TYP. THIS SHEET FOR ALL COMMON BERMUDA (TIFT 44) OR W · COMPLETE INSTALLATION OF THE STORM AUG 15 - OCT 31 TALL FESCUE 50 lbs./AC DISTURBANCE STORM STRUCTURES). G SYSTEMS Ds3 OCT 1 - FEB 28 COMMON BERMUDA (UNHULLED SEED) 6 lbs./AC (TYP.) ANYTIME 1500 lbs./AC 34 AFTER PAVING, USE BLOCK FERTILIZER (6-12-12) X X W P · INSTALL AGGREGATE BASE COURSE IN PAVING 2 1/2 T/AC ANYTIME MULCH (WHEAT STRAW) P & GRAVEL FOR ALL INLET 1 to 2 T/AC CO AREAS ONCE GRADING IS COMPLETED ANYTIME LIME 31 33 33 33 PROTECTION 32 G W · INSTALL PERVIOUS PAVER IN THE AREAS AS P X Ds3 X INDICATED AFTER ALL CURB & GUTTER, FLUSH Ds3 Ds3 Ds3 Ds3 35 P Ds3 CURB, AND ASPHALT PAVEMENT INSTALLATION W G P Ds310' X G G G G G G G G G G G G G G X ARE COMPLETED. 34 G P · CONVERT HARDWARE CLOTH INLET PROTECTION W P 33 34 36 TO BLOCK & GRAVEL TYPE INLET PROTECTION AT 34 X X ALL INLET STRUCTURES DESCRIPTION P G T W 20' W W P W W W W · PLANT TEMPORARY OR PERMANENT GRASSING W W X AS GRADING IS COMPLETED IN NON-PAVED X CO CO CO W W W P P P P P P P P P W P P P P P P P P T P P P P P P P P P P P W P P P P P P P P W W W 37 W AREAS W W G W W W W Ds3 T · INSTALL PERMANENT VEGETATION AFTER ALL W DISTURBED AREA IS STABILIZED. SEE W W W W SS SS W W G W W SS SS W W LANDSCAPE PLANS FOR ALL PERMANENT SS W SS SS W SS SS SS W W W W W W W W W W W W W W VEGETATION REQUIREMENTS W W W W W W W · REMOVE SEDIMENT BUILD UP FROM DETENTION W W W W W W W W W W W W W 7- DAY STABILIZATION G W W W W W W W W W W W W SS POND AND THE STORM SYSTEM AFTER PAVING IS T W SEDIMENT FENCE CONSTRUCTION EXIT COMPLETE AND ALL NON-PAVED AREAS ARE (TYPE - STEEL Ds1 Ds2 STABILIZED G W LOCATION TO BE FIELD POST) ADJUSTED TO · REMOVE ALL TEMPORARY BMPS ONCE FINAL STABILIZATION IS ACHIEVED DATE W SS ACCOMMODATE G 11/20/25 EROSION COMMENTS CONSTRUCTION SEQUENCING XX/XX/XX CITY COMMENTS W 34.31830631871722, # G -77.76900087270111 REVISIONS W SS G W W G US HIGHWAY 17 SS W PUBLIX R/W - WIDTH VARIES G W G SS SS SS SS SS SS SS W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS W SS SS SS SS SS W SS W P SS W W P W P W SS W W SS W SS W SS W SS PLAN - PHASE II EROSION SEDIMENT & POLLUTION CONTROL SHEET TITLE W DATE SS 1. REQUIRED SEDIMENT STORAGE (67 CY/AC) = 67 CY/AC * 8.02 AC = 537 CY (14,508 CF) = 14,508 CF (PROVIDED @ EL. 16.4) 09/26/2025 2. AVAILABLE STORAGE = 5,590 CY (150,927.80 CF @ 23.0) PROJECT NUMBER R 3. IS 2 GREATER THAN 1? YES 4. CLEAN-OUT ELEVATION (22 CY/AC) = 22 CY/AC * 8.02 AC = 176 CY 22293 Know what's below. (4,752 CF (176 CY) PROVIDED @ 15.49) 5. REQUIRED SURFACE AREA = Q10 X 435 Call before you dig = 75.07 X 435 = 32,655 S.F. SHEET NUMBER SCALE: 1" = 40' 6. SURFACE AREA = 33,978 @ EL. 23 7. IS 6 GREATER THAN 5? YES 40 0 40 80 120 FEET C-4.2 Page 137 of 344 GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCEEQUIPMENT WITH AND VEHICLE MAINTENANCE ONSITE CONCRETE WASHOUT THE NCG01 CONSTRUCTION GENERAL PERMIT 1. Maintain vehicles and equipment to prevent discharge of fluids. STRUCTURE WITH LINER 10' A HIGH MIN SANDBAGS (TYP.) Implementing the details and specifications on this plan sheet will result in the construction COHESIVE & B OR STAPLES LOW FILTRATION 2. Provide drip pans under any stored equipment. SANDBAGS (TYP.) HIGH SOIL BERM 10 MIL COHESIVE & activity being considered compliant with the Ground Stabilization and Materials Handling OR STAPLES PLASTIC LINING LOW FILTRATION 10 MIL 1:1 SIDE SLOPE SOIL BERM 3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the 1:1 PLASTIC SANDBAGS (TYP.) (TYP.) SILT FENCE LINING SIDE SLOPE OR STAPLES sections of the NCG01 Construction General Permit (Sections E and F, respectively). The 10' (TYP.) MIN & X' MIN. 3'-0" project. MAX. permittee shall comply with the Erosion and Sediment Control plan approved by the 8" 2' & X' MIN. 3'-0" 4. Collect all spent fluids, store in separate containers and properly dispose as MAX. SECTION B-B delegated authority having jurisdiction. All details and specifications shown on this sheet A 6" hazardous waste (recycle when possible). B may not apply depending on site conditions and the delegated authority having jurisdiction. SANDBAGS (TYP.) NOTES: CLEARLY MARKED SIGNAGE SECTION A-A OR STAPLES 1. ACTUAL LOCATION DETERMINED IN FIELD CONCRETE NOTING DEVICE (18"X24" MIN.) 5. Remove leaking vehicles and construction equipment from service until the problem NOTES: WASHOUT CLEARLY MARKED SIGNAGE 2. THE CONCRETE WASHOUT STRUCTURES 1. ACTUAL LOCATION DETERMINED IN FIELD CONCRETE NOTING DEVICE (18"X24" MIN.) SHALL BE MAINTAINED WHEN THE LIQUID WASHOUT AND/OR SOLID REACHES 75% OF THE SECTION E: GROUND STABILIZATION has been corrected. 2. THE CONCRETE WASHOUT STRUCTURES SHALL BE STRUCTURES CAPACITY TO PROVIDE MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES ADEQUATE HOLDING CAPACITY WITH A 6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products 75% OF THE STRUCTURES CAPACITY. MINIMUM 12 INCHES OF FREEBOARD. PLAN 3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE PLAN 3.CONCRETE WASHOUT STRUCTURE NEEDS Required Ground Stabilization Timeframes CLEARY MARKED WITH SIGNAGE NOTING DEVICE. TO BE CLEARY MARKED WITH SIGNAGE to a recycling or disposal center that handles these materials. NOTING DEVICE. Stabilize within this ABOVE GRADE WASHOUT STRUCTURE BELOW GRADE WASHOUT STRUCTURE NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 Site Area Descriptionmany calendar Timeframe variations NOT TO SCALE NOT TO SCALE days after ceasing LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE land disturbance 1. Never bury or burn waste. Place litter and debris in approved waste containers. (a) Perimeter dikes, 2. Provide a sufficient number and size of waste containers (e.g dumpster, trash CONCRETE WASHOUTS swales, ditches, and 7 None receptacle) on site to contain construction and domestic wastes. 1. Do not discharge concrete or cement slurry from the site. perimeter slopes 3. Locate waste containers at least 50 feet away from storm drain inlets and surface2. Dispose of, or recycle settled, hardened concrete residue in accordance with local (b) High Quality Water waters unless no other alternatives are reasonably available. 7 None and state solid waste regulations and at an approved facility. (HQW) Zones 4. Locate waste containers on areas that do not receive substantial amounts of runoff3. Manage washout from mortar mixers in accordance with the above item and in from upland areas and does not drain directly to a storm drain, stream or wetland. (c) Slopes steeper than If slopes are 10' or less in length and are addition place the mixer and associated materials on impervious barrier and within 7 5. Cover waste containers at the end of each workday and before storm events or lot perimeter silt fence. 3:1 not steeper than 2:1, 14 days are 06/03/2026 allowed provide secondary containment. Repair or replace damaged waste containers. 4. Install temporary concrete washouts per local requirements, where applicable. If an -7 days for slopes greater than 50' in 6. Anchor all lightweight items in waste containers during times of high winds. alternate method or product is to be used, contact your approval authority for length and with slopes steeper than 4:1 7. Empty waste containers as needed to prevent overflow. Clean up immediately if review and approval. If local standard details are not available, use one of the two -7 days for perimeter dikes, swales, containers overflow. types of temporary concrete washouts provided on this detail. (d) Slopes 3:1 to 4:1 14 ditches, perimeter slopes and HQW 8. Dispose waste off-site at an approved disposal facility. 5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk Zones 9. On business days, clean up and dispose of waste in designated waste containers. sections. Stormwater accumulated within the washout may not be pumped into or -10 days for Falls Lake Watershed discharged to the storm drain system or receiving surface waters. Liquid waste must -7 days for perimeter dikes, swales, PAINT AND OTHER LIQUID WASTE be pumped out and removed from project. ditches, perimeter slopes and HQW Zones 1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it (e) Areas with slopes can be shown that no other alternatives are reasonably available. At a minimum, flatter than 4:1 14 -10 days for Falls Lake Watershed unless 2. Locate paint washouts at least 50 feet away from storm drain inlets and surface install protection of storm drain inlet(s) closest to the washout which could receive there is zero slope waters unless no other alternatives are reasonably available. spills or overflow. Note:After the permanent cessation of construction activities, any areas with temporary3. Contain liquid wastes in a controlled area. 7. Locate washouts in an easily accessible area, on level ground and install a stone ground stabilization shall be converted to permanent ground stabilization as soon as4. Containment must be labeled, sized and placed appropriately for the needs of site.entrance pad in front of the washout. Additional controls may be required by the practicable but in no case longer than 90 calendar days after the last land disturbing5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from approving authority. (803) 254-8987 activity. Temporary ground stabilization shall be maintained in a manner to render theconstruction sites. 8. Install at least one sign directing concrete trucks to the washout within the project surface stable against accelerated erosion until permanent ground stabilization is achieved. limits. Post signage on the washout itself to identify this location. PORTABLE TOILETS GROUND STABILIZATION SPECIFICATION 9. Remove leavings from the washout when at approximately 75% capacity to limit 1. Install portable toilets on level ground, at least 50 feet away from storm drains, overflow events. Replace the tarp, sand bags or other temporary structural Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the streams or wetlands unless there is no alternative reasonably available. If 50 foot components when no longer functional. When utilizing alternative or proprietary techniques in the table below: offset is not attainable, provide relocation of portable toilet behind silt fence or placeproducts, follow manufacturer's instructions. PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR on a gravel pad and surround with sand bags. 10. At the completion of the concrete work, remove remaining leavings and disposeSCOTTS HILL LOOP ROAD PUBLIX of 2. Provide staking or anchoring of portable toilets during periods of high winds or in highin an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance foot traffic areas. caused by removal of washout. 3. Monitor portable toilets for leaking and properly dispose of any leaked material. Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace with properly operating unit. HERBICIDES, PESTICIDES AND RODENTICIDES 1. Store and apply herbicides, pesticides and rodenticides in accordance with label EARTHEN STOCKPILE MANAGEMENT restrictions. DESCRIPTION 1. Show stockpile locations on plans. Locate earthen-material stockpile areas at least2. Store herbicides, pesticides and rodenticides in their original containers with the 50 feet away from storm drain inlets, sediment basins, perimeter sediment controlslabel, which lists directions for use, ingredients and first aid steps in case of and surface waters unless it can be shown no other alternatives are reasonably accidental poisoning. available. 3. Do not store herbicides, pesticides and rodenticides in areas where flooding is 2. Protect stockpile with silt fence installed along toe of slope with a minimum offset possibleof or where they may spill or leak into wells, stormwater drains, ground water POLYACRYLAMIDES (PAMS) AND FLOCCULANTS five feet from the toe of stockpile. DATE or surface water. If a spill occurs, clean area immediately. 11/20/25 EROSION COMMENTS 1. Select flocculants that are appropriate for the soils being exposed during 3. Provide stable stone access point when feasible. 4. Do not stockpile these materials onsite. # construction, selecting fromNC the DWR List of Approved PAMS/Flocculants. 4. Stabilize stockpile within the timeframes provided on this sheet and in accordance REVISIONS 2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.with the approved plan and any additional requirements. Soil stabilization is defined 3. Apply flocculants at the concentrations specifiedNC DWRin the List of Approved as vegetative, physical or chemical coverage techniques that will restrain accelerated erosion on disturbed soils for temporary or permanent control needs. HAZARDOUS AND TOXIC WASTE PAMS/Flocculants and in accordance with the manufacturer's instructions. 1. Create designated hazardous waste collection areas on-site. 4. Provide ponding area for containment of treated Stormwater before discharging offsite. 2. Place hazardous waste containers under cover or in secondary containment. 5. Store flocculants in leak-proof containers that are kept under storm-resistant cover 3. Do not store hazardous chemicals, drums or bagged materials directly on the ground. or surrounded by secondary containment structures. NCG01 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19 PLAN - NOTES EROSION SEDIMENT & POLLUTION CONTROL SHEET TITLE DATE 09/26/2025 PROJECT NUMBER R 22293 Know what's below. Call before you dig SHEET NUMBER C-4.3 Page 138 of 344 PART III PART III PART III SELF-INSPECTION, RECORDKEEPING AND REPORTING SELF-INSPECTION, RECORDKEEPING AND REPORTING SELF-INSPECTION, RECORDKEEPING AND REPORTING SECTION A: SELF-INSPECTION SECTION B: RECORDKEEPING SECTION C: REPORTING Self-inspections are required during normal business hours in accordance with the1.E&SC table Plan Documentation 1.Occurrences that Must be Reported below. When adverse weather or site conditions would cause the safety of the inspectionThe approved E&SC plan as well as any approved deviation shall be kept on the site.Permittees The shall report the following occurrences: personnel to be in jeopardy, the inspection may be delayed until the next business day on approved E&SC plan must be kept up-to-date throughout the coverage under this permit.(a) Visible sediment deposition in a stream or wetland. which it is safe to perform the inspection. In addition, when a storm event of equalThe to followingor items pertaining to the E&SC plan shall be kept on site and available for greater than 1.0 inch occurs outside of normal business hours, the self-inspection shallinspection be at all times during normal business hours. performed upon the commencement of the next business day. Any time when inspections (b) Oil spills if: were delayed shall be noted in the Inspection Record. · They are 25 gallons or more, · They are less than 25 gallons but cannot be cleaned up within 24 hours, · They cause sheen on surface waters (regardless of volume), or NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 · They are within 100 feet of surface waters (regardless of volume). (c) Releases of hazardous substances in excess of reportable quantities under Section 311 of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA (Ref: 40 CFR 302.4) or G.S. 143-215.85. (d) Anticipated bypasses and unanticipated bypasses. (e) Noncompliance with the conditions of this permit that may endanger health or the 06/03/2026 environment. 2.Reporting Timeframes and Other Requirements After a permittee becomes aware of an occurrence that must be reported, he shall contact the appropriate Division regional office within the timeframes and in accordance with the other requirements listed below. Occurrences outside normal business hours may also be reported to the Department's Environmental Emergency Center personnel at (800) 858-0368. 2. Additional Documentation to be Kept on Site In addition to the E&SC plan documents above, the following items shall be kept on the site and available for inspectors at all times during normal business hours, unless the Division provides a site-specific exemption based on unique site conditions that make this requirement not practical: (803) 254-8987 (a) This General Permit as well as the Certificate of Coverage, after it is received. (b) Records of inspections made during the previous twelve months. The permittee shall record the required observations on the Inspection Record Form provided by the Division or a similar inspection form that includes all the required elements. Use of PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR electronically-available records in lieu of the required paper copies will be allowed if SCOTTS HILL LOOP ROAD PUBLIX shown to provide equal access and utility as the hard-copy records. 3. Documentation to be Retained for Three Years All data used to complete the e-NOI and all inspection records shall be maintained for a period NOTE: The rain inspection resets the required 7 calendar day inspection requirement. of three years after project completion and made available .upon [40 CFR request 122.41] PART II, SECTION G, ITEM (4) DESCRIPTION DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather). Non-surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met: DATE 11/20/25 EROSION COMMENTS (a) The E&SC plan authority has been provided with documentation of the non-surface withdrawal and the specific time periods or conditions in which it will occur. The non-surface withdrawal XX/XX/XX CITY COMMENTS # shall not commence until the E&SC plan authority has approved these items, REVISIONS (b) The non-surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit, (c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems, (d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above, (e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and (f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States. NCG01 SELF-INSPECTION, RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19 PLAN - NOTES EROSION SEDIMENT & POLLUTION CONTROL SHEET TITLE DATE 09/26/2025 PROJECT NUMBER R 22293 Know what's below. Call before you dig SHEET NUMBER C-4.4 Page 139 of 344 PROFILE VIEW OF Storm Line A 40 40 PROFILE VIEW OF Storm Line B 35 EXISTING 35 35 35 GRADE PROPOSED JB A-8 TOP = 30.66' INV(IN) = 26.05' INV(IN) = 24.09' INV(OUT) = 24.09' TOP = 29.30' DI A-10 GRADE INV(OUT) = 25.00' EXISTING TOP = 28.70' DI A-9 INV(IN) = 24.42' INV(OUT) = 24.42' GRADE TOP = 28.60' DDI A-7 INV(IN) = 23.55' INV(OUT) = 23.55' TOP = 28.50' DDI A-6 INV(IN) = 22.96' INV(OUT) = 22.96' JB A-4 TOP = 29.77' INV(IN) = 21.72' INV(OUT) = 21.72' JB A-2 TOP = 26.56' INV(IN) = 20.90' INV(IN) = 21.20' INV(OUT) = 20.14' TOP = 28.50' DDI A-5 INV(IN) = 22.32' INV(OUT) = 22.32' JB A-3 TOP = 28.50' 30 INV(IN) = 21.24' INV(IN) = 21.28' INV(OUT) = 21.24' 30 30 30 10 YR JB B-2 TOP = 25.91' YI B-3 INV(IN) = 19.37' INV(OUT) = 19.37' TOP = 24.50' INV(OUT) = 20.50' HGL PROPOSED GRADE 42" HW A-1 TOP = 22.60' 24" HW B-1 TOP = 21.58' INV(IN) = 19.00' 25 25 25 INV(IN) = 19.00' 25 10 YR 116 LF 18" HDPE @ 0.50% 67 LF 18" HDPE @ 0.50% HGL NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 110 LF 24" HDPE @ 0.49% 119 LF 24" HDPE @ 0.50% 124 LF 30" HDPE @ 0.51% 120 LF 30" HDPE @ 0.50% 95 LF 30" HDPE @ 0.50% 20 69 LF 36" HDPE @ 0.50% 20 20 20 110 LF 24" HDPE @ 1.03% 45 LF 24" HDPE @ 0.83% 22 LF 36" HDPE @ 5.18% 15 15 15 15 98 LF 8" PVC @ 0.99% 6" PVC SS (B1.1-B1) 10 10 10 10 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 -0+50 0+00 0+50 1+00 1+50 2+00 SCALE: SCALE: 06/03/2026 1" = 40' H 1" = 40' H 1" = 5' V 1" = 5' V PROFILE VIEW OF Storm Line A-2 PROFILE VIEW OF Storm Line A-3 PROFILE VIEW OF Storm Line C 40 40 40 40 40 40 PROPOSED EXISTING GRADE 35 35 35 GRADE 35 35 35 EXISTING PROPOSED GRADE GRADE EXISTING PROPOSED GRADE GRADE TOP = 27.30' DWCB C-6 INV(OUT) = 22.52' TOP = 29.70' TOP = 28.50' JB A-3 DWCB C-2 INV(IN) = 19.91' INV(IN) = 22.31' INV(OUT) = 19.91' 30 30 30 INV(IN) = 21.24' INV(IN) = 21.28' INV(OUT) = 21.24' 30 30 30 YI A-3.2 TOP = 26.50' INV(OUT) = 22.00' YI A-3.1 TOP = 26.50' INV(IN) = 21.74' INV(OUT) = 21.74' TOP = 25.90' DI A-2.2 INV(OUT) = 21.90' TOP = 25.96' DI A-2.1 INV(IN) = 21.71' INV(OUT) = 21.71' TOP = 25.70' CI C-5 INV(IN) = 21.70' INV(OUT) = 21.70' TOP = 25.80' CI C-4 INV(IN) = 21.00' INV(OUT) = 21.00' TOP = 26.56' JB A-2 INV(IN) = 20.90' INV(IN) = 21.20' INV(OUT) = 20.14' JB C-1.1 TOP = 26.99' INV(IN) = 19.20' INV(IN) = 23.00' INV(OUT) = 19.20' TOP = 25.10' DWCB C-3 INV(IN) = 20.24' INV(OUT) = 20.24' (803) 254-8987 10 YR TOP = 22.08' 30" HW C-1 HGL INV(IN) = 19.00' 25 10 YR 25 25 25 25 10 YR 25 HGL HGL 38 LF 18" HDPE @ 0.50% 52 LF 24" HDPE @ 0.50% 82 LF 18" HDPE @ 1.00% 103 LF 18" HDPE @ 0.50% 91 LF 24" HDPE @ 0.50% 139 LF 24" HDPE @ 0.50% 20 20 20 20 20 152 LF 30" HDPE @ 0.50% 20 124 LF 30" HDPE @ 0.27% 142 LF 30" HDPE @ 0.50% 37 LF 30" HDPE @ 0.54% PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR 15 15 15 15 15 15 SCOTTS HILL LOOP ROAD PUBLIX 8" PVC SS 8" PVC SS (A4-A3) (A3-A2) 10 10 10 10 10 10 -0+50 0+00 0+50 1+00 1+50 2+00 -0+50 0+00 0+50 1+00 1+50 2+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 SCALE: SCALE: SCALE: 1" = 40' H 1" = 40' H 1" = 40' H 1" = 5' V 1" = 5' V 1" = 5' V DESCRIPTION PROFILE VIEW OF Storm Line A-8 PROFILE VIEW OF Storm Line C1.1 PROFILE VIEW OF Storm Line C-2 45 45 40 40 40 40 40 40 35 35 35 35 EXISTING PROPOSED DATE PROPOSED GRADE GRADE PROPOSED 03/20/2026 DEQ COMMENTS GRADE TOP = 34.59' SWCB (LEFT) A-8.2 INV(OUT) = 29.50' GRADE TOP = 34.00' SWCB (RIGHT) A-8.1 INV(IN) = 28.82' INV(OUT) = 28.82' TOP = 29.19' DI C-1.2 INV(OUT) = 23.45' TOP = 30.00' DI C-2.3 # INV(OUT) = 24.00' TOP = 30.00' DI C-2.2 INV(IN) = 23.40' INV(OUT) = 23.40' JB C-2.1 TOP = 30.30' INV(IN) = 23.07' INV(OUT) = 23.07' 35 35 30 30 REVISIONS TOP = 29.70' DWCB C-2 EXISTING 30 INV(IN) = 19.91' INV(IN) = 22.31' INV(OUT) = 19.91' 30 JB C-1.1 TOP = 26.99' INV(IN) = 19.20' INV(IN) = 23.00' INV(OUT) = 19.20' GRADE EXISTING JB A-8 TOP = 30.66' GRADE INV(IN) = 26.05' INV(IN) = 24.09' INV(OUT) = 24.09' 10 YR 10 YR 10 YR HGL HGL HGL 30 30 25 25 38 LF 18" HDPE @ 1.80% 25 25 111 LF 18" HDPE @ 2.50% 60 LF 18" HDPE @ 1.00% 15 LF 18" HDPE @ 2.96% 76 LF 18" HDPE @ 1.00% 25 25 20 20 33 LF 18" HDPE @ 1.00% 20 20 20 20 15 15 15 15 15 15 10 10 -0+50 0+00 0+50 1+00 1+50 2+00 -0+50 0+00 0+50 0+65 10 10 -0+50 0+00 0+50 1+00 1+50 2+00 STORM SEWER PROFILES SCALE: SCALE: SHEET TITLE 1" = 40' H 1" = 40' H SCALE: DATE 1" = 5' V 1" = 5' V 1" = 40' H 1" = 5' V 09/26/2025 PROJECT NUMBER 22293 SHEET NUMBER C-5.1 Page 140 of 344 PROFILE VIEW OF SANITARY LINE A 40 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 35 PROPOSED TOP = 29.76' MH A-1 INV(IN) = 14.10' INV(IN) = 14.10' INV(OUT) = 14.00' GRADE TOP = 29.57' MH A-2 INV(IN) = 14.93' INV(OUT) = 14.83' EXISTING 30 TOP = 26.51' GRADE MH A-6 INV(OUT) = 20.38' TOP = 26.07' MH A-4 INV(IN) = 18.29' INV(OUT) = 18.19' TOP = 26.07' MH A-5 INV(IN) = 19.93' INV(OUT) = 19.83' TOP = 25.30' MH A-3 INV(IN) = 16.70' INV(OUT) = 16.60' 25 20 06/03/2026 156 LF 8" PVC @ 0.99% 44 LF 8" PVC @ 1.00% 147 LF 8" PVC @ 1.01% 15 162 LF 8" PVC @ 1.03% 73 LF 8" PVC @ 1.00% 10 5 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 SCALE: 1" = 40' H 1" = 5' V (803) 254-8987 PROFILE VIEW OF SANITARY LINE B PROFILE VIEW OF SANITARY LINE B2 PROFILE VIEW OF SANITARY LINE B1 40 40 40 35 35 35 PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR SCOTTS HILL LOOP ROAD PUBLIX TOP = 29.75' MH B-6 PROPOSED INV(IN) = 15.63' INV(IN) = 15.45' INV(OUT) = 15.35' TOP = 28.19' MH B-2.1 INV(OUT) = 17.05' PROPOSED GRADE TOP = 29.75' MH B-6 INV(IN) = 15.63' INV(IN) = 15.45' INV(OUT) = 15.35' TOP = 29.11' MH B-1.1 INV(OUT) = 16.00' TOP = 29.76' MH A-1 INV(IN) = 14.10' INV(IN) = 14.10' INV(OUT) = 14.00' GRADE TOP = 27.81' MH B-2 INV(IN) = 16.70' INV(IN) = 16.70' INV(OUT) = 16.60' TOP = 27.81' MH B-2 INV(IN) = 16.70' INV(IN) = 16.70' INV(OUT) = 16.60' 30 30 30 TOP = 26.50' MH B-3 INV(OUT) = 17.50' PROPOSED GRADE EXISTING GRADE EXISTING GRADE 25 EXISTING 25 25 GRADE DESCRIPTION 20 20 20 79 LF 8" PVC @ 1.01% 98 LF 8" PVC @ 0.99% 15 15 15 35 LF 6" PVC @ 1.01% 55 LF 6" PVC @ 1.00% 35 LF 8" PVC @ 3.53% 10 10 10 DATE 02/04/2026 PUBLIX COMMENTS # REVISIONS 5 5 5 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 -0+50 0+00 0+50 1+00 -0+50 0+00 0+50 1+00 SCALE: SCALE: SCALE: 1" = 40' H 1" = 40' H 1" = 40' H 1" = 5' V 1" = 5' V 1" = 5' V SANITARY SEWER PROFILES SHEET TITLE DATE 09/26/2025 PROJECT NUMBER 22293 SHEET NUMBER C-5.2 Page 141 of 344 NOTE: 5.5"R PROVIDE ADDITIONAL "VAN WOVEN WIRE MESH SURFACE CONCRETE ACCESSIBLE" SIGNAGE AT RENFORCEMENT COAT SLAB LOCATIONS REQUIRED BY 1/2" PREFORMED CODE AND/OR AS INDICATED 2'-0" EXPANSION JOINT 1'-4" EXISTING PAVEMENT ON DRAWINGS. 0 VARIES, SEE PLANS TACK COAT 3.5 JOINT SEALER 1/8" /FT. SLOPE WELDED WIRE 1 4" (TYP.) BINDER 1 2"Ø GALVANIZED STEEL CUT PROPOSED PAVEMENT FABRIC PIPE. FILL BITUMINOUS 1'-0" 4" MIN. 6"Ø STEEL PIPE W/ CONCRETE 1'-9" 1'-6" PRIME 7'-0" MIN AGGREGATE FILL. PAINT YELLOW. BASE COURSE 0 COMPACTED SUBGRADE 8" 20 AGGREGATE 4" 1'-5" 4'-0" BASE COURSE SUB-BASE PAVEMENT FINISH GRADE UNDISTURBED GRADE 1'-8" 4" SUB-BASE CURB & GUTTER WHERE USED (5'-0" MIN HEIGHT WHEN USED W/OUT VAN SIGN) 2'-0" 10" NOTES: 1'-8" 1. CONCRETE - 3,000 PSI @ 28 DAYS. NOTE: 2. REINFORCEMENT - 6X6-W1.4 X W1.4 W.W.M. PROPOSED PAVEMENT TO MATCH ELEVATION OF EXISTING 1'-6" NOTES: 3. PROVIDE 1" DEEP TRANSVERSE GROOVES AT 5'-0" PAVEMENT. SAW CUT EXISTING PAVEMENT AS NECESSARY 1. THE TOP TWO (2) FEET OF THE SUB-BASE SHALL BE COMPACTED TO 98% OF MAXIMUM DRY DENSITY PER NOTES: 8" INTERVALS. TO OBTAIN A FULL DEPTH SEAL BETWEEN THE PROPOSED STANDARD PROCTOR ASTM D698. 1. ALL SIGNS SHOWN SHALL BE REFLECTORIZED TO SHOW THE 4. PROVIDE 1/2" WIDE EXPANSION JOINT AT 50' INTERVALS PAVEMENT AND THE EXISTING PAVEMENT. NOTES: 2. GRADED AGGREGATE BASE COURSE SHALL MEET THE REQUIREMENTS OF NCDOT SECTION 520 OR EQUIVALENT AND AT ALL CURBS, RIGID STRUCTURES AND RIGID 1. THE TOP TWO (2) FEET OF THE SUB-BASE SHALL BE COMPACTED TO 98% OF MAXIMUM DRY DENSITY PER STANDARD PROCTOR SAME COLOR BY NIGHT AS BY DAY. STATE D.O.T. REQUIREMENTS & SHALL BE COMPACTED TO 100% MAXIMUM DRY DENSITY PER MODIFIED PROCTOR CL OF PARKING SPACE PAVEMENT. ASTM D698. 2. ALL SIGNS SHALL BE SECURELY MOUNTED ON GALVANIZED ASTM D1557. STEEL CHANNEL POSTS. 5. TOOL ALL EXPOSED EDGES AND JOINTS TO 1/4" RADIUS. 2. GRADED AGGREGATE BASE COURSE SHALL MEET THE REQUIREMENTS OF NCDOT SECTION 520 OR EQUIVALENT STATE D.O.T. NOTE: REQUIREMENTS & SHALL BE COMPACTED100% TO MAXIMUM DRY DENSITY PER MODIFIED PROCTOR ASTM. D1557 3. ALL PORTLAND CEMENT CONCRETE SHALL BE IN ACCORDANCE WITH ACI 330 &/OR EQUIVALENT STATE D.O.T. 3. INSTALL QUANTITY AND AT LOCATIONS REQUIRED BY CODE 6. BROOM FINISH ACROSS DIRECTION OF TRAVEL. SYMBOL SHALL BE PAINTED BLUE AND SHALL MEET THE 7. MAXIMUM CROSS SLOPE: 2%, MAXIMUM SLOPE IN THE 3. ALL HOT MIX ASPHALTIC CONCRETE MIXTURES (STONE MATRIX ASPHALT (SMA), OPEN GRADED FICTION COURSE (OGFC), & REQUIREMENTS. AND/OR AS INDICATED ON DRAWINGS. CONFIRM ALL NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 REQUIREMENTS OF GDOT SECTION 655. SUPERPAVE ASPHALTIC CONCRETE) SHALL BE IN ACCORDANCE WITH NCDOT DIVISION 6 OR EQUIVALENT STATE D.O.T. 4. THE RECOMENDATIONS PROVIDED IN THE GEOTCHNICAL REPORT BY ECS SOUTHEAST, LLC DATED, JULY 30, 2025 , ACCESSIBLE SIGNAGE CODES. DIRECTION OF TRAVEL: 5%. REQUIREMENTS. SHALL CONTROL OVER THE SPECIFICATIONS SHOWN ABOVE. PAVEMENT TRANSITION 4. THE RECOMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT BY ECS SOUTHEAST, LLC DATED, JULY 30, 2025 , SHALL SUPERSEDE THE REQUIREMENTS SHOWN ABOVE. ACCESSIBLE POST SIGN ACCESSIBLE PARKING SYMBOL SIDEWALK W/ CURB DETAIL SCALE: NONE SCALE: NONE PAVEMENT SECTION (ASPHALT) PAVEMENT SECTION (CONCRETE) SCALE: NONE SCALE: NONE DETAIL # DETAIL # DETAIL # DETAIL # DETAIL # DETAIL # SCALE: NONE CSP-07.2 SCALE: NONE CSP-07.1 CSP-02.3 CSP-03.1 CSP-11.4 CSP-10.1 3'-4" 3/8" WIDE x 1 3/4" DEEP SAW CUT CONTROL JOINT EVERY 2x's SIDEWALK WIDTH 1'-11" 30" 5'-0" 3'-1" 9'-4" 8'-3" 1'-8" 4" 5'-4" PLAN VIEW 5'-3" 2'-8" 4" PORTLAND CEMENT CONCRETE WITH A R=4'-4" MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI 4'-4" 1" WHITE 6x6 - W1.4 / W1.4 WELDED WIRE FRAME 06/03/2026 BORDER 1'-3" VARIES, SEE PLANS 10" 6'-7" 30" 3'-8" TYPE 2 1/8" /FT. SLOPE WHITE TYPE 1 LETTERS USE DIMENSIONS SHOWN FOR STOP ROADS 4" MIN. REDUCE DIMENSIONS SHOWN RED BACKGROUND BY 50% FOR PARKING LOTS TYPE 3 SIGN MATERIAL TO AND DRIVES. BE 20 GAGE STEEL UNDISTURBED GRADE PAINT SHALL COMPLY WITH 4" COMPACTED SUBGRADE - SECTION 652 OR 853 OF GA. 13'-4" 1 COMPACTED TO 95% PER STANDARD D.O.T. STANDARDS & 1 2" DIA. POST: ANCHOR IN CONCRETE PROCTOR ASTM D698A OR D698B SPECIFICATIONS OF ROADS 5'-0" AND BRIDGES. FOOTING 1'-0" X 2'-0" DEEP PROFILE VIEW STRIPING TO MEET ABOVE GRADE STANDARDS SET BY THE GA SIGN TO MEET STANDARDS SET BY THE MANUAL ON DOT DETAIL T-12B UNIFORM TRAFFIC CONTROL DEVICES FOR A R1-1 SIGN. 1'-3" PAVEMENT 8'-0" STOP SIGN SCALE: NONE TRAFFIC ARROWS DETAIL # DETAIL # SIDEWALK DETAIL DETAIL # SCALE: NONE CSP-05.3 CSP-18.1 SCALE: NONE CSP-11.2 COMPACTED EXCAVATED FINAL TRENCH WIDTH BACKFILL FINISHED (803) 254-8987 GRADE COVER COMPACTED 6" MIN. INITIAL BACKFILL PROPOSED (FOR HDPE) PIPE CL PIPE 1 2 O.D. OF PIPE MIN. BEDDING MATERIAL PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR SCOTTS HILL LOOP ROAD PUBLIX FOUNDATION 4" (12"-24" PIPE) SOIL 8" MIN. 6" (30"-60" PIPE) NOTES: O.D./6 1. PIPE BEDDING MATERIAL SHALL BE CLASS I CRUSHED STONE OR ROUNDED GRAVEL. BEDDING MATERIAL SHALL HAVE 95% PASSING A 3/4" SIEVE AND 95% RETAINED ON A NO. 10 SIEVE. LOAD FACTOR SHALL BE 1.9. 2. FOR HDPE, INITIAL BACKFILL TO BE CLASS II (AS DEFINED BY ASTM D2321) COURSE-GRAINED SOILS, CLEAN GRAVELS, GRAVEL/SAND MIXTURES, WELL-GRADED SANDS AND/OR GRAVELY SANDS (ASTM CLASSIFICATION OF GW, GP, SW OR SP) COMPACTED TO NO LESS THAN 95% STANDARD PROCTOR. TOP OF POND = 26.00 3. FINAL BACKFILL TO BE CLASS I, II OR III MATERIAL (AS DEFINED BY ASTM D2321) APPROVED FOR STRUCTURAL AND GENERAL FILL BY THE ON-SITE GEOTECHNICAL ENGINEER COMPACTED PER THE REQUIREMENTS FOUND IN THE PROJECT SPECIFIC SPECIFICATIONS. 4. THIS DETAIL IS DESIGNED FOR STANDARD CONDITIONS WITH GOOD SOIL AND ADDITIONAL REQUIREMENTS MAY BE NEEDED FOR CERTAIN SITE WEIR OPENING = 24.5 CONDITIONS. RECOMMENDATIONS BY THE GEOTECHNICAL ENGINEER OF RECORD SHALL SUPERSEDE THESE REQUIREMENTS. 5. BEDDING FOR OUTLET PIPES FROM DETENTION PONDS SHALL USE CLASS III SOIL MATERIALS WITH FINES IN LIEU OF GRANULAR MATERIALS TO PREVENT TEMPORARY POOL ELEVATION = 24.5 WATER MIGRATION THOUGH THE BEDDING. 6. MINIMUM AND MAXIMUM COVER OVER PIPE SHALL NOT EXCEED THE DESCRIPTION MANUFACTURER'S REQUIREMENTS. MAIN POOL ELEVATION = 21.0 STORM PIPE BEDDING 7' SCALE: NONE DETAIL # 3.0" ORIFICE FOR TEMPORARY POOL CGP-01.1 FOREBAY 3' DRAWDOWN 0.5' 1.00 1.00 1.19% 30" RCP OUTFALL CANEBOLT 1' 4' SLEEVES 6' (TYP) 10' 10' 18" SLOPE 1.67% 1.00 BOTTOM OF FOREBAY = 19.0 1.0% MIN. 12' CLEAR 13'-4" 1.00 0.92 4' 1.67% 12' CLR 1.19% 5" GUARD 1.19% POST (TYP) DATE BOTTOM OF POND = 19.0 30" RCP OUTFALL 6" SEDIMENT STORAGE 03/20/2026 DEQ COMMENTS INV = 19.0 4' DEPTH 1.00 1.00 # 6" SEDIMENT STORAGE CENTER DUMPSTER DRAIN BRICK VENEER, DEPTH (TYP) SEE DETAIL CUP-SDD IF SPECIFIED REVISIONS 1.00 1.00 CANEBOLT 1' 4' SLEEVES (TYP) 10' 10' WET POND SECTION 18" 12' CLR 0.69% 4' SCALE: NONE SEE DETAIL 5" GUARD CSP-13.1 POST (TYP) CONCRETE SLAB W/APRON 1.00 1.00 1.67% 1.67% 25'-4" CLEAR 26'-8" 0.92 12'-8" 0.69% 18" OBSERVATION WELL 0.69% 12' CLR SLOPE 1.0% MIN. SEE GATE 4' DETAIL 1.00 1.00 TOP OF INFILTRATION NOTES: 1. 5" GUARD POSTS (BOLLARDS) TO BE PLACED 18" FROM BACK WALL OR FENCE, 4'-0" TRENCH = 19.0 APART. 2. PROVIDE 1" Ø GALV. RECEIVING PIPE EMBEDDED IN CONCRETE FOR THE CANEBOLT IN WASHED STONE BOTH THE GATE OPEN AND SHUT POSITIONS. PERMEABLE FILTER 3. THE FRONT CORNERS OF CONCRETE PAD TO BE MITERED @ 45° (1'x1'). 4. TURNDOWN ON SLAB TO BE LOCATED AROUND THE PERIMETER OF THE CONCRETE PAD FABRIC AS SHOWN ON THE CONCRETE SLAB & APRON DETAIL. 5. SEE ALSO THE CONCRETE SLAB & APRON AND DUMPSTER GATE DETAILS. 6. SEE ALSO THE DUMPSTER SCREENING WALL DETAIL. IF WOOD SCREEN WALL IS SPECIFIED, CONCRETE APRON IS TO BE POURED AROUND THE FENCE POSTS W/ OUTSIDE DIMENSION OF 13'-4" X 10'-8" (SINGLE), & 25'-4" X 10"-8" (DOUBLE). DUMPSTER PAD PLAN W/ DRAIN DETAIL # SCALE: NONE CSP-17.2 DETAILS SHEET TITLE DATE 09/26/2025 PROJECT NUMBER BOTTOM OF INFILTRATION 22293 INFILTRATION TRENCH SECTION TRENCH = 18.0 SCALE: NONE SHEET NUMBER C-6.1 Page 142 of 344 INSIDE DIMENSION = 4' HEIGHT OF STAGE WALL WALL WALL BOX THICKNESS REINFORCE. REINFORCE. (HORIZ.) (VERT.) 8' 0' - 8' 6" #4 @ 18" #4 @ 18" 0' - 8' 6" #5 @ 18" #4 @ 18" 12' 8' - 12' 6" #4 @ 18" #4 @ 18" 0' - 8' 6" #5 @ 12" #4 @ 18" 16' 8' - 12' 6" #5 @ 18" #4 @ 18" 12' - 16' 6" #4 @ 18" #4 @ 18" 0' - 8' 8" #5 @ 14" #4 @ 18" 8' - 12' 6" #5 @ 12" #4 @ 18" 20' 12' - 16' 6" #5 @ 18" #4 @ 18" 16' - 20' 6" #4 @ 18" #4 @ 18" 0' - 8' 8" #5 @ 12" #4 @ 18" 8' - 12' 8" #5 @ 14" #4 @ 18" 24' 12' - 16' 6" #5 @ 12" #4 @ 18" 16' - 20' 6" #5 @ 18" #4 @ 18" 20' - 24' 6" #4 @ 18" #4 @ 18" NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 TOP THICKNESS C.I. VALVE = 6" MIN. FLOOR BOX TOP @26.0 ACC STORM 14" DRAIN COVER STEPS TO BE PLACED 1'-4" O.C. 4' W X 1'H WEIR GATE WRENCH OPENING CAP END OF RISER EXTENSION STEM I.E. = 24.25' (4 SIDES) SECURELY CAP END OF RISER SEDIMENT STORAGE /TOP OF RISER 06/03/2026 ELEV. = 22.50' 24" Ø RISER WITH SKIMMER SKIMMER 3" TEMPORARY DRAWDOWN ORIFICE CUT INTO THE RISER I.E. =21' STAINLESS STEEL BOLTS (1" ADJUSTABLE STEM 2 MIN) W/ BANDS & ANCHORS GUIDE AT LEAST TO SECURE THE RISER TO 36" X 18" CONCRETE EVERY 4 V. F. (SEE THE OCB. BASE 12" I.E. = 19' MANUFACTURES W/ 2 - NO. 6 REBARS DETAIL) PHASE II TEMPORARY RISER AT POND "B" ON WATER QUALITY/CHANNEL PROTECTION DRAIN TO BE USED DURING CONSTRUCTION 12" SCH. 40 PVC RISER HEADWALL TO BE INSTALLED 12" SCH. 40 PVC REVERSE SLOPE AFTER FINAL STABILIZATION POND DRAIN 30" RCP 12" I.E. = 20' OUTLET PIPE I.E. = 19.00' 27 LF 6" DIP @ 3.7% 6" I.E. = 20' 6" I.E. = 19.5' M.J. GATE VALVE AND MEGA LUGS (803) 254-8987 POND OUTLET CONTROL STRUCTURE DETAIL # SCALE: NONE CGP-POC NOTES: PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR 1. USE MEGA LUGS ON ALL ENDS SCOTTS HILL LOOP ROAD PUBLIX 2. ALL DIP FITTINGS AND VALVES PER DEPARTMENT OF PUBLIC UTILITIES APPROVED MATERIALS LIST 3. DO NOT ORIENT STEPS DIRECTLY OVER INFLUENT OR EFFLUENT OPENINGS 4. STEPS MUST BE ORIENTED ON THE SAME SIDE OF STRUCTURE 5. ALL INVERT AND INLET SIZES TO BE CONSTRUCTED PER APPROVED PLANS 6. ALL INVERT AND INLET ELEVATIONS TO BE CONSTRUCTED PER APPROVED PLANS 7. VALVE STEM EXTENSION SHALL BE LOCATED SO AS NOT TO INTERFERE WITH INLET OPENINGS OR PIPES. TOP=33.0 TOP=31.50 DESCRIPTION 2" POROUS ASPHALT SURFACE COURSE TOP=30.50 2" POROUS ASPHALT 2" POROUS ASPHALT 2" POROUS ASPHALT SURFACE COURSE SURFACE COURSE SURFACE COURSE TOP = 29.50 TOP = 34.00 TOP = 34.50 1" BINDER COURSE 1" BINDER COURSE 1" BINDER COURSE 1" BINDER COURSE DATE 12" AGGREGATE BASE 01/19/2026 REVISED PER DEQ COMMENTS 03/20/2026 DEQ COMMENTS 12" AGGREGATE BASE 12" AGGREGATE BASE 12" AGGREGATE BASE # REVISIONS BAFFLE IN SUBGRADE SUB BASE SUB BASE SUB BASE 12" AGGREGATE BASE PERMEABLE PAVEMENT 1 PERMEABLE PAVEMENT 2 PERMEABLE PAVEMENT 3 PERMEABLE PAVEMENT 4 2" POROUS ASPHALT 2" POROUS ASPHALT 2" POROUS ASPHALT 2" POROUS ASPHALT SURFACE COURSE SURFACE COURSE SURFACE COURSE SURFACE COURSE TOP = 34.50 TOP = 33.70 TOP = 31.50 TOP = 29.50 1" BINDER COURSE 1" BINDER COURSE 1" BINDER COURSE 1" BINDER COURSE 12" AGGREGATE BASE 14" AGGREGATE BASE 12" AGGREGATE BASE 12" AGGREGATE BASE SUB BASE SUB BASE SUB BASE SUB BASE DETAILS SHEET TITLE PERMEABLE PAVEMENT 5 PERMEABLE PAVEMENT 6 PERMEABLE PAVEMENT 7 PERMEABLE PAVEMENT 8 DATE 09/26/2025 PROJECT NUMBER PERMEABLE PAVEMENT SECTIONS 22293 SCALE: NONE SHEET NUMBER C-6.2 Page 143 of 344 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 06/03/2026 (803) 254-8987 PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR SCOTTS HILL LOOP ROAD PUBLIX DESCRIPTION COMMENTS DATE 04/14/2026 PUBLIX # REVISIONS 1 4" x 2-2 2" SIAMESE FDC HEAD CONNECTION W/ CLAPPER ABOVE GROUND REDUCED PRESSURE BETWEEN 36" - IN OUT 48" ABOVE CHECK VALVE INSULATED BACKFLOW PREVENTER FINISHED GRADE POST INDICATOR VLAVE W/ ENCLOSURE (WATTS - LF009, AMES - TAMPER SWITCH LF4000B, FEBCO - LF860 FDC SIGN OR APPROVED EQUAL) 4" SCH. 40 STEEL RISER 3'- 4' BETWEEN FDC AND PIV F P D I C V 6" PVC CL-200 C-900 NOTES: 1. OBTAIN START-UP PROCEDURES FOR ACV PRESSURE REDUCING CONTROL VALVES FROM MANUFACTURER. THE START-UP PROCEDURES SHALL BE FOLLOWED IN ORDER TO BRING THE VALVES INTO SERVICE IN A CONTROLLED MANNER. WATER FLOW 2. THE OUTLET PRESSURE SHALL BE SET TO PREVENT OVERPRESSURE OF DOWNSTREAM PIPE, FIXTURES, VALVES AND TO BUILDING FROM PRIVATE MAIN OTHER APPURTENANCES (150 PSI MAX), AS WELL AS TO PREVENT CAVITATION WITHIN THE ACV VALVE. COORDINATE General Notes: OUTLET PRESSURE SETTING WITH HIGH PRESSURE ALARM SET POINT LOCATED IN BUILDING. 3. ABOVE GROUND INSULATED ENCLOSURE WITH ACCESS DOOR SHALL INCLUDE STANDARD THERMOSTATICALLY 1. IF FDC IS BUILDING MOUNTED: FIRE HYDRANT MUST BE WITHIN 100' (MIN) DETAILS AND 200' (MAX). SHEET TITLE CONTROLLED HEAT SOURCE UNLESS EXEMPTED BY LOCAL INSPECTOR. 2. IF FDC MORE THAN 100' FROM THE BUILDING IT SERVES: FDC MUST BE 4. INSULATED ENCLOSURE SHALL BE SIZED TO ACCOMMODATE APPURTENANCES. SEE UTILITY PLAN FOR THE SPECIFIC WITHIN 50' OF A HYDRANT. DATE APPURTENANCES TO BE INCLUDED IN THE ENCLOSURE. 3. IN GENERAL, FDC SHOULD BE ON THE 'STREET SIDE' OF THE BUILDING. 5. ALL PIPING 3" AND LARGER SHALL BE DUCTILE IRON CLASS 350. ALL PIPING LESS THAN 3" SHALL BE COPPER TUBING PER 4. POST-INDICATOR-VALVES MUST BE 40' OR MORE FROM A BUILDING. 09/26/2025 ASTM B88, TYPE 'K' ANNEALED. 5. FH MUST BE A MINIMUM OF 40' FROM A BUILDING. 6. UNIONS SHALL BE INSTALLED FOR CONTROL VALVE SERVICING AND REMOVAL. PROJECT NUMBER 7. ALL EQUIPMENT SHALL BE INSTALLED AS PER LOCAL CODES. 22293 ABOVE GROUND RPZ BACK FLOW PREVENTER FDC CHECK VALVE DETAIL # DETAIL # SHEET NUMBER SCALE: NONE DETAIL CUP-15.1 SCALE: NONE CUP-26.1 C-6.3 Page 144 of 344C-6.4 PROJECT NUMBER DATE SHEET NUMBER SHEET TITLE 09/26/2025 REVISIONS # DATE DESCRIPTION SCOTTS HILL LOOP ROAD PUBLIX 22293 04/14/2026 PUBLIX COMMENTS SCOTTS HILL LOOP ROAD & NC-17 DETAILS PENDER COUNTY, NC FOR: BAKER COMMERCIAL PROPERTIES, LLC 06/03/2026 1400 PICKENS STREET, 5TH FLOOR COLUMBIA, SC 29211 (803) 254-8987 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 Page 145 of 344C-6.5 PROJECT NUMBER DATE SHEET NUMBER SHEET TITLE 09/26/2025 REVISIONS # DATE DESCRIPTION SCOTTS HILL LOOP ROAD PUBLIX 22293 05/27/2026 PUBLIX COMMENTS SCOTTS HILL LOOP ROAD & NC-17 DETAILS PENDER COUNTY, NC FOR: BAKER COMMERCIAL PROPERTIES, LLC 06/03/2026 1400 PICKENS STREET, 5TH FLOOR COLUMBIA, SC 29211 (803) 254-8987 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 Page 146 of 344C-6.6 PROJECT NUMBER DATE SHEET NUMBER SHEET TITLE 09/26/2025 REVISIONS # DATE DESCRIPTION SCOTTS HILL LOOP ROAD PUBLIX 22293 05/27/2026 PUBLIX COMMENTS SCOTTS HILL LOOP ROAD & NC-17 DETAILS PENDER COUNTY, NC FOR: BAKER COMMERCIAL PROPERTIES, LLC 06/03/2026 1400 PICKENS STREET, 5TH FLOOR COLUMBIA, SC 29211 (803) 254-8987 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 Page 147 of 344 DATE: PAGE: DATE: PAGE: DATE: PAGE: PIPE OUTLET TO FLAT AREA NO WELL-DEFINED CHANNEL NOTES: 1. Construct and maintain all erosion and sediment control CONSIDERATIONS FOR CONSTRUCTION SCHEDULING practices and measures in accordance with the approved SPACING GUIDE FOR SLOPE BREAKS sedimentation control plan and construction schedule. CONSTRUCTION ACTIVITY SCHEDULE CONSIDERATION La SLOPE SPACING (FT) 2. Remove good topsoil from areas to be graded and filled, and A A preserve it for use in finishing the grading of all critical areas. CONSTRUCTION ACCESS: Construction entrance, construction First land-disturbing activity- Stabilize bare areas immediately with gravel and temporary 3d0 NOTES: 2:1 20 3. Scarify areas to be topsoiled to a minimum depth of 2 inches routes, equipment parking areas. vegetation as construction takes place. 1. Compact any fill required in the subgrade to the density d 0 of the surrounding undisturbed material. Low areas in Steep Slopes 3:1 35 before placing topsoil. SEDIMENT TRAPS AND BARRIERS: Basin traps, sediment fences, Install principal basins after construction site is accessed. Install additional traps and barriers d the subgrade on undisturbed soil may also be filled by 4. Clear and grub areas to be filled by removing trees, vegetation, and outlet protection. as needed during grading. increasing the riprap thickness. 4:1 45 roots, or other objectionable material that would affect the Install key practices after principal sediment traps and before land grading. Install additional FILTER 2. The riprap and gravel filter must conform to the specified RUNOFF CONTROL: Diversions, perimeter dikes, water bars, and SECTION A BLANKET grading limits shown on the plans. 15-25% 50 planned stability of the fill. outlet protection. runoff-control measures during grading. 3. Filter cloth, when used, must meet design requirements, 5. Ensure that fill material is free of brush, rubbish, rocks, logs, PLAN La = Length of Riprap Apron and be properly protected from punching or tearing 10-15% 80 RUNOFF CONVEYANCE SYSTEM: Stabilize streambanks, storm Where necessary, stabilize streambanks as early as possible. Install principal runoff d = Thickness of Riprap Apron during installation. Repair any damage by removing the stumps, building debris, and other materials inappropriate for drains, channels, inlet and outlet protection, and slope drains. conveyance system with runoff-control measures. Install remainder of system after grading. riprap and placing another piece over the damaged area. Long Slopes 6-10% 125 constructing stable fills. If the damage is extensive, replace the entire filter cloth. 6. Place all fill in layers not to exceed 9 inches in thickness, and LANDING CLEARING AND GRADING: Site preparation- cutting, filling Begin major clearing and grading AFTER principal sediment and key runoff-control measures 4. All connecting joints should overlap so the top layer is 3-6% 200 and grading, sediment traps, barriers, diversions, drains, and surface are installed. Clear borrow and disposal areas only as needed. Install additional control compact the layers as required to reduce erosion, slippage, PIPE OUTLET TO WELL-DEFINED CHANNEL above the downstream layer a minimum of 1 foot. roughening. measures as grading progresses. Mark trees and buffer areas for preservation. 5. The minimum thickness of the riprap should be 1.5 times <3% 300 settlement, or other related problems. the maximum stone diameter but not less than 6". 7. Do not incorporate frozen, soft, mucky, or highly compressible SURFACE STABILIZATION: Temporary and permanent seeding, Apply temporary or permanent stabilization measures immediately on all disturbed areas 6. Riprap may be field stone or rough quarry stone. It Use slope breaks, such as diversions, wattles, or benches, as appropriate, to reduce mulching, sodding and riprap. where work is delayed or complete. should be hard, angular highly weather-resistant and well materials into fill slopes. graded. the length of cut-and-fill slope to limit sheet and rill erosion and prevent gullying. La 8. Do not place fill on a frozen foundation, due to possible BUILDING CONSTRUCTION: Buildings, utilities, and paving. Install necessary additional erosion and sedimentation control practices as work takes place. 7. Construct the apron on zero grade with no overfill at the end. Make the top of the riprap at the downstream end MAINTENANCE: subsidence and slippage. LANDSCAPE AND FINAL STABILIZATION: Topsoiling, trees and Last construction phase: Stabilize all open areas, including borrow and spoil areas. Remove level with the receiving area or slightly below it. 9. Keep diversions and other water conveyance measures free of 1. Periodically check all graded areas and the supporting erosion shrubs, permanent seeding, mulching, sodding, and riprap. and stabilize all temporary control areas. NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 AA AA 8. Ensure that the apron is properly aligned with the sediment during all phases of development. receiving stream and preferably straight throughout its and sedimentation control practices, especially after heavy 10. Handle seeps or springs encountered during construction in length. If a curve is needed, place in the upper section of rainfalls. NOTE: The above are the main aspects of a typical construction sequence in general terms. A detailed Construction Sequence should be site specific based the apron. d 2. Promptly remove all sediment from diversions and other accordance with approved methods (subsurface drain). on your project and site needs. As a minimum, the construction sequence schedule should show the following: 11. Permanently stabilize all graded areas immediately after final MAINTENANCE: water-disposal practices. · The erosion and sedimentation control practices to be installed, 1. Inspect outlet structures at least weekly and after 3. If washouts or breaks occur, repair immediately. grading is completed on each area in the grading plan. Apply · Principal development activities, SECTION AA FILTER each rainfall of 1.0 inch or greater. 4. Prompt maintenance of small eroded areas before they become temporary stabilization measures on all graded areas when work · What measures should be in place before other activities are begun, and BLANKET 2. Check outlets for erosion around or below riprap La = Length of Riprap Apron is to be interrupted or delayed for 30 days or longer. · Compatibility with the general construction schedule of the contract. and for if stones have been dislodged. Make significant gullies is an essential part of an effective erosion and d = Thickness of Riprap Apron repairs immediately to prevent further damage. sedimentation control plan. 12. Show topsoil, stockpiles, borrow areas, and spoil areas on the PLAN plans, and make sure they are adequately protected from Many timely construction techniques can reduce the erosion potential of a site, such as (1) shaping earthen fills daily to prevent overflows and (2) erosion. Include final stabilization of these areas in the plan. constructing temporary diversions ahead of anticipated storms. These types of activities cannot be put on the construction sequence schedule, but should be used whenever possible. Effective Date: 9/1/2023 Effective Date: 9/1/2023 Effective Date: 9/1/2023 In accordance with the 2013 In accordance with the 2013 In accordance with the 2013 NORTH CAROLINA NORTH CAROLINA NORTH CAROLINA CONSTRUCTION SEQUENCING Department of Environmental Quality OUTLET STABILIZATION STRUCTURE Design Manual Updates Department of Environmental Quality LAND GRADING Design Manual Updates Department of Environmental Quality Design Manual Updates DATE: PAGE: DATE: PAGE: DATE: PAGE: EXCAVATED AREA (AS REQUIRED) 06/03/2026 TEMPORARY EARTHEN DIVERSION DIKE ACCUMULATED SEDIMENT Side slope 2:1 COMPACTED 2' MIN. NOTES: SOIL 1. Remove and properly dispose of all tree, 2:1 MAX FLOW brush, stumps, and other objectionable material. EXCAVATED DEPTH: 18" MIN. 2. Temporary diversions are to only be used for MIN. 1' - MAX. 2' GRAVEL - SUPPORTED BY drainage areas of 5 acres or less. SUFFICIENT ENOUGH TO RETAIN SEDIMENT ON BELOW TOP OF INLET WEEP HARDWARE CLOTH TO IF 50' CANNOT BE REACHED, A LENGTH 50' MIN. HOLES FOR ALLOW DRAINAGE AND 3. Ridges will have a 2 feet minimum top width, DEWATERING RESTRICT SEDIMENT 2:1 or flatter side slopes and a minimum of 0.3 MOVEMENT. feet freeboard. 4. Channels will have a parabolic, trapezoidal, or SITE AND OFF ROADWAYS. V shape with side slopes of 2:1 or flatter. Public Road 5. Any point where vehicles will be crossing 6' TYPICAL should have 3:1 or flatter side slopes. 6. Ensure the top of the dike is not lower at any point than the design elevation plus the specified settlement. TEMPORARY GRAVEL DIVERSION DIKE FOR VEHICLE CROSSING 7. Provide sufficient room around diversions to permit machine re-grading and cleanout. 6" MIN. Maintenance: Notes: COURSE 8. Vegetate the ridge immediately after GEOTEXTILE FABRIC 1. Inspect all measures at least weekly and after each rainfall AGGREGATE construction unless it will remain in place less TO BE USED IN LOCATIONS 1. Clear the area of all debris that might hinder excavation and 3:1 MAX than 30 working days. SUBJECT TO SEEPAGE OR of 1.0 inch or greater. HIGH WATER TABLE. disposal of spoil. 12' MIN. 2. Clean, and properly maintain the excavated basin after 18" MIN. MAINTENANCE: 2-3" COURSE AGGREGATE 2. Grade the approach to the inlet uniformly. AS REQUIRED every storm until the contributing drainage area has been FLOW 1. Inspect all measures at least weekly and after 3. Protect weep holes by gravel. permanently stabilized. every rainfall of 1.0 inch or greater. 4. When the contributing drainage area has been permanently (803) 254-8987 3. remove sediment when the volume of the basin has been 2. Make all repairs immediately. stabilized, seal weep holes, fill the basin with stable soil to 3. Immediately remove any sediment from the Construction: Maintenance: reduced by one-half. final grading elevations, compact it properly and stabilize. flow area and repair the diversion ridge. 1. Clear the entrance and exit area of all vegetation, roots, and other objectionable 1. Inspect all measures at least weekly and after each rainfall of 1.0 inch or greater. 4. Spread all excavated material evenly over the surrounding 4. Check outlets and make timely repairs as material and properly grade it. Make any required repairs immediately. land area or stockpile and stabilize appropriately. needed. 2. Place the gravel to the specific grade and dimensions shown on the plans, and 2. Maintain the gravel pad in a condition to prevent mud or sediment from leaving the smooth it. construction site. This may require periodic topdressing with 2-inch stone. 3. Provide drainage to carry water to a sediment trap or other suitable outlet. 3. Sediment on roadways is to be removed immediately by broom and shovel, either by 9' TYPICAL 4. Use geotextile fabrics in order to improve stability of the foundation in locations manual or mechanical means, and not to be washed off where it has the potential to subject to seepage or high water table. enter a stream, drainage way or storm drain system. Effective Date: 9/1/2023 Effective Date: 9/1/2023 Effective Date: 9/1/2023 In accordance with the 2013 In accordance with the 2013 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT In accordance with the 2013 NORTH CAROLINA NORTH CAROLINA NORTH CAROLINA Department of Environmental Quality EXCAVATED DROP INLET PROTECTION (TEMPORARY) Design Manual Updates Department of Environmental Quality TEMPORARY DIVERSIONS Design Manual Updates Department of Environmental Quality Design Manual Updates PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR SCOTTS HILL LOOP ROAD PUBLIX DATE: PAGE: DATE: 1' FREEBOARD AT ALL TIMES PAGE: DATE: WOOD STAKE OR PAGE: PERSPECTIVE VIEW METAL POST FOR EMBANKMENT RETRIEVAL ROPE BAFFLES INFLOW 6" MIN INVERT ELEVATION OF EMERGENCY STEEL POSTS TIE-OFF NOTES: "C" ENCLOSURE STRUCTURE SPILLWAY ABOVE BAFFLES (QUANTITY VAR.) ARM ASSEMBLY NOTES: DEWATERING 1. Lay one block, on each side of the structure, on its 1. Install temporary sediment basins to the approved design. If the basin will eventually be converted to a permanent CONCRETE BLOCKS RISER STRUCTURE SCM device, the basin must function as a temporary sediment basin and meet the following parameters until DEWATERING side in the bottom row to allow pool drainage. The WATER completion of the project: ZONE ENTRY UNIT · Maximum Drainage Area: 100 acres PVC ELBOW foundation should be excavated at least 2 inches FILTER · Minimum Sediment Storage Volume: 1800 cubic feet per acre of disturbed area EMBANKMENT PVC END PVC VENT PIPE PLASTIC SLOPE DRAIN PIPE FABRIC · Minimum Surface Area: 435 square feet per cfs of Q10 peak inflow OR GEOTEXTILE LINING below the crest of the storm drain. Place the CAP · Minimum dewatering time: 48 hours Rope WATER SURFACE SEDIMENT STONE EMERGENCY 2. Clear, grub, and strip topsoil from areas under the embankment to remove trees, vegetation, roots, and other ENERGY STORAGE ZONE SECTION VIEW bottom row of blocks against the edge of the storm SCHEDULE SPILLWAY objectionable material. Delay clearing the pool area until the dam is complete. Stockpile all topsoil or soil containing DISSIPATOR PVC END 4' MAX PVC PIPE 1/2" 40 PVC PIPE NOTES: organic matter for use on the outer shell of the embankment to facilitate vegetative establishment. CAP drain for lateral support and to avoid washouts HOLES IN 1. Clear, grub and strip the area under the embankment of all vegetation and root mat. Remove all surface soil 3. Place temporary sediment control measures below the basin and stockpile as needed. ORIFICE UNDERSIDE containing high amounts of organic matter and stockpile or dispose of it properly. Haul all objectionable material 4. Excavate a cut-off trench along the center line of the earth fill embankment. Cut trench to stable soil material, but in PVC PVC when overflow occurs. If needed, give lateral PLATE to the designated disposal area. Place temporary sediment control measures below basin as needed. no case make it less than 2 feet deep with maximum side slopes no steeper than 1:1. Compaction requirements are TEE TEE FLEXIBLE 2. Place the fill in lifts not to exceed 9 inches, and machine compact it. Over fill the embankment 6 inches to allow the same as those for the embankment. support to subsequent rows by placing 2 inch x 4 4' SKIMMER DESCRIPTION for settlement. 5. Extend the cut-off trench into both abutments to at least the elevation of the riser crest. HOSE (SIZE VAR.) Ɵ 3. Place the barrel on a firm, smooth foundation of impervious soil. Do not use pervious material such as sand, 6. Keep the trench dry during backfilling and compaction operations. inch wood studs through block openings. gravel, or crushed stone as backfill around the pipe. Place the fill around the pipe spillway in 4-inch layers and 7. Fill material should be clean mineral soil, free of roots, woody vegetation, rocks, and other objectionable material. TEMPORARY OR STONE PAD BOTTOM SURFACE (BELOW SKIMMER) compact it under and around the pipe to at least the same density as the adjacent embankment. Areas of approved fill should be shown on the plans. PERMANENT DITCH 2. Carefully fit hardware cloth or comparable wire END VIEW FRONT VIEW 4. Place a minimum depth of 2 feet compacted backfill over the pipe spillway before crossing with construction 8. Scarify areas on which fill is to be placed prior to placing. Ensure that fill material contains sufficient moisture so it equipment. can be formed by hand into a ball without crumbling. If water can be squeezed out of the ball, it is too wet for proper mesh with 1/2-inch openings over all block BAFFLES 5. Ensure that the flow length to basin width ratio is at least 2:1 to improve trapping efficiency. Length is measured compaction. at the elevation of the principal spillway. 9. Place fill material in 6 to 8 inch continuous layers over the entire length of fill area and compact. openings to hold gravel in place. 6. Assemble the skimmer following manufacturers instructions or as designed and lay on the bottom of the basin 10. Construct the embankment to an elevation 10% higher than the design height to allow for settling. with the flexible joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe and position the 11. Securely attach the riser to the barrel or barrel stub to make a watertight structural connection. All connections COIR FIBER BAFFLES 3. Use clean gravel 1/2 to 3/4 inch in diameter, placed skimmer over the excavated pit or support. Be sure to attach a rope and anchor it to the side of the basin.This should be made using approved watertight assemblies. (SEE POROUS BAFFLES) PLAN VIEW EMERGENCY 2:1 SLOPE GRAVEL FILTER will be used to pull the skimmer to the side for maintenance. 12. If no riser structure is to be used, couple the skimmer arm directly into the embankment 1 foot from the bottom of SPILLWAY 2 inches below the top of the block on a 2:1 slope 7. Install the spillway in undisturbed soil to the greatest extent possible. The spillway should be lined with laminated the basin. TOP OF EMBANKMENT plastic or impermeable geotextile fabric. The fabric must be wide and long enough to cover the bottom and sides 13. The arm pipe connecting the skimmer to the riser shall have a minimum length of 6 feet. WIRE SCREEN or flatter and smooth it to an even grade. NCDOT and extend onto the top of the dam for anchoring in a trench. The edges may be secured with 8-inch staples or 14. Place barrel and riser on a firm, smooth foundation of impervious soil. TRASH RACK TEMPORARY SEDIMENT POOL DEWATERING pins. 15. Do not use pervious material such as sand, gravel, or crushed stone as backfill around the pipe or anti-seep collars. 1' MIN. Emergency Spillway #57 washed stone is recommended. 8. Filter fabric must be long enough to extend down the slope and exit onto stable ground. The width of the fabric 16. Place fill material around the pipe spillway in 4-inch layers, and compact it under and around the pipe to at least the RISER STRUCTURE 1' FREEBOARD MIN. 2.5:1 MAX. SLOPE EMBANKMENT must be one piece, not joined or spliced; otherwise water can get under the fabric. same density as the adjacent embankment. MAINTENANCE: DATE INFLOW 9. The upper section(s) should overlap the lower section(s) so that water cannot flow under the fabric. Secure the 17. Place a minimum depth of 2 feet of compacted backfill over the pipe spillway before crossing it with any upper edge and sides of the fabric in a trench with staples or pins. construction equipment. BARREL PIPE 1' MIN. STRUCTURE 10. Discharge water into the basin in a manner to prevent erosion. Use temporary slope drains or diversions with 18. Anchor riser in place by concrete or other satisfactory means to prevent floatation. SKIMMER 6' MIN. 1. Inspect all measures at least weekly and after every XX/XX/XX CITY COMMENTS 2.5:1 MAX. SLOPE outlet protection to divert sediment-laden water to the upper end of the pool area to improve basin trap efficiency. 19. In no case should the pipe conduit be installed by cutting a trench through the dam after the embankment is 4' 2' MAX. 11. Stabilize the emergency spillway embankment and all other disturbed areas above the crest of the principal complete. rainfall of 1.0 inch or greater; repair immediately. 1' 1' # spillway immediately after construction. 20. Install the emergency spillway in undisturbed soil. 21. Discharge water into the basin in a manner to prevent erosion. 2. Remove sediment as necessary to provide REVISIONS MAINTENANCE: 22. Construct basin so that the disturbed area is minimized, divert surface water from bare areas and complete the 1. Inspect all measures at least weekly and after each rainfall of 1.0 inch or greater. Make necessary repairs SKIMMER embankment before the area is cleared. adequate storage volume for subsequent rains. immediately. CLASS B STONE PAD 23. Stabilize the emergency spillway embankment and all other disturbed area above the crest of the principal spillway STABILIZED OUTLET DEWATERING 2. Remove sediment and restore the basin to its original dimensions when sediment accumulates to one-half the (4'X4'X1' MIN.) CUT-OFF TRENCH 2' DEEP immediately after construction. DROP INLET 3. When the contributing drainage area has been DEVICE height of the first baffle. Pull the skimmer to one side so that the sediment underneath can be excavated. ANTI-SEEP COLLAR 24. Seed and place matting for erosion control on interior and exterior side slopes. Excavate the sediment from the entire basin, not just around the skimmer or within the first cell. ANTI-FLOATATION BLOCK 25. Install Porous Baffles as specified on following sheets. SECTIONAL VIEW WITH GRATE adequately stabilized, remove all materials and any 3. Make sure any vegetation growing in the bottom of the basin does not hold down the skimmer. 4. Repair baffles if they are damaged. Re-anchor the baffles if water is flowing underneath or around them. MAINTENANCE: unstable soil, and either salvage or dispose of it 5. Ensure the skimmer is not clogged with trash or debris. SEDIMENT 1. Inspect all measures at least weekly and after each rainfall of 1.0 inch or greater. Make any repairs immediately. Acceptable Dimensions for Basin Embankment 6. If the skimmer arm or barrel pipe is clogged, remove orifice and clear debris with a plumber’s snake or by AREA* 2. Remove sediment and restore basin to its original dimensions when it accumulates to one-half the design depth. properly. Bring the disturbed area to proper grade, AVERAGE WIDTH (W) = flushing with clean water. Be sure to replace the orifice before repositioning the skimmer. 3. Place removed sediment in an area with sediment control measures to ensure no loss of sediment off-site. Fill Height Minimum Top Width L 7. Check fabric lined spillway for damage and make any required repairs with fabric that spans the full width of the 4. Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for piping and then smooth and compact before stabilizing. spillway. Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for Less than 10.0 ft 8.0 ft * AREA OF BASIN WATER SURFACE AT TOP EMERGENCY settlement. PLAN VIEW piping and settlement. OF PRINCIPAL SPILLWAY ELEVATION SPILLWAY 5. Remove all trash and other debris form the riser and pool area. 10.0 ft to 15.0 ft 10.0 ft Effective Date: 9/1/2023 Effective Date: 9/1/2023 Effective Date: 9/1/2023 In accordance with the 2013 NORTH CAROLINA In accordance with the 2013 In accordance with the 2013 Department of Environmental Quality BLOCK AND GRAVEL INLET PROTECTION (TEMPORARY) NORTH CAROLINA NORTH CAROLINA SEDIMENT BASIN Design Manual Updates Department of Environmental Quality SKIMMER SEDIMENT BASIN Design Manual Updates Department of Environmental Quality Design Manual Updates DETAILS SHEET TITLE DATE 09/26/2025 PROJECT NUMBER 22293 SHEET NUMBER C-6.7 Page 148 of 344DATE: PAGE: DATE: PAGE: DATE: PAGE: NON-INVASIVE PERMANENT SEEDING RECOMMENDATIONS FOR FALL Mulching Materials and Application Rates NOTES: 1. Select material based on site and practice requirements, availability of material, labor and equipment. NON-INVASIVE PERMANENT SEEDING RECOMMENDATIONS Material Organic SEEDING MIXTURE Rate Per Acre Quality Notes 2. Before mulching, complete grading, install sediment control practices, and prepare the seedbed. Apply seed before mulching except FOR LATE WINTER AND EARLY SPRING NON-INVASIVE PERMANENT SEEDING Mulches when seed is applied as part of a hydroseeder slurry containing wood fiber mulch or a hydroseeder slurry is applied over straw. RECOMMENDATIONS FOR SUMMER Species Rate TEMPORARY SEEDING RECOMMENDATIONS Should come from wheat or SEEDING MIXTURE Dry, unchopped, APPLICATION OF ORGANIC MULCH Hard Fescue 15 lbs/acre FOR LATE WINTER AND EARLY SPRING oats; spread by hand or Straw 1-2 tons unweathered; 1. Spread mulch uniformly by hand, or with a mulch blower. Species Rate SEEDING MIXTURE machine; must be tacked 2. When spreading straw mulch by hand, divide the area to be mulched into sections of approximately 1,000 ft2, and place 70-90 lb. of Switchgrass 2.5-3.5 lbs/acre* avoid weeds. Centipede 5 lbs/acre down. straw(1 1/2 to 2 bales) in each section to facilitate uniform distribution. Species Rate Indian Grass 5-7 lbs/acre* Treat with 12 lbs 3. After Spreading, no more than 25% of the ground surface should be visible. Indian Woodoats 1.5-2.5 lbs/acre* Indian Woodoats 1.5-2.5 lbs/acre* Big Bluestem 5-7 lbs/acre* TEMPORARY SEEDING RECOMMENDATIONS FOR SUMMER TEMPORARY SEEDING RECOMMENDATIONS FOR FALL nitrogen/ton. Apply with 4.In hydroseeding operations a green dye, added to the slurry, assures a uniform application. Virginia Wild Rye 4-6 lbs/acre Virginia Wild Rye 4-6 lbs/acre* Wood Chips 5-6 tons Air dry mulch blower, chip handle, ANCHORING ORGANIC MULCH Indian Woodoats 1.5-2.5 lbs/acre* or by hand. Not for use in 1. Straw mulch must be anchored immediately after spreading. Virginia Wild Rye 4-6 lbs/acre* fine turf. 2. A tractor-drawn implement designed to punch mulch into the soil or a mulch anchoring tool provides maximum erosion control with *Depending upon mix with other species. See table 6.11.d *Depending upon mix with other species. Also referred to as wood straw. A regular farm disk, weighted and set nearly straight, may substitute, but will not do a job comparable to the mulch anchoring from Chapter 6 of the NC Erosion and Sediment Control See table 6.11.d from Chapter 6 of the NC cellulose. May be tool. The disk should not be sharp enough to cut the straw. These methods are limited to slopes no steeper than 3:1, where *Depending upon mix with other species. See table 6.11.d from In the Piedmont and Mountains, a small-stemmed Sudangrass may be Wood Fiber 0.5-1 tons Planning and Design Manual. hydroseeded. Do not use in equipment can operate safely. Erosion and Sediment Control Planning Chapter 6 of the NC Erosion and Sediment Control Planning and substituted at a rate of 50 lb/acre. hot, dry weather. 3. Application of liquid mulch binders and tackifiers should be heaviest at the edges of areas and at crests of ridges and banks, to resist and Design Manual. Design Manual. Air dry, shredded Apply with mulch blower, winds. Binder should be applied uniformly to the rest of the area. Binders may be applied after mulch is spread, or may be sprayed Seeding Dates Bark 35 cubic yards or hammer-milled, chip handler, or by hand. Do into the mulch as it is being blown onto the soil. Applying straw and binder together is the most effective method. 2 Coastal or Eastern Piedmont for Centipede- Sept. 1 - May 1 or chips. not use asphalt tack. 4.Emulsified asphalt should be applied at 0.10 gallons per square yard (10 gal/1,000 ft ). Heavier applications cause straw to "perch" Seeding Dates Seeding Dates Apply with mulch blower or over rills. Use Rapid setting (RS or CRS) designated asphalt in traffic areas to prevent uncured asphalt from being picked up on Coastal and Piedmont for Indian Woodoats and Virginia Mountains - July 15- Aug 15 Cut or shredded in Mountains - Hard Fescue- Aug 1 - June 1 Corn Stalks 4-6 tons by hand. Not for use in fine shoes and causing damage to rugs, clothes, etc. Wild Rye- Feb 15 - April 1 4-6 inch lengths. 5. Synthetic binders may be used as recommended by the manufacturer. Piedmont - Aug 15 - Oct 15 Mountains- Switchgrass, Indian Grass, Big Bluestem- Dec 1 - April 15 turf. Mountains for Indian Woodoats and Virginia Wild Rye- Green or dry; 6.Lightweight plastic, cotton, jute, wire or paper nets may be stapled over the mulch according to the manufacturer's recommendations. Piedmont and Coastal- Switchgrass, Indian Grass, Big Bluestem- Sericea Lespedeza 7.For small areas where other methods cannot be used, peg and twine anchoring can be used. Drive 8-10 inch wooden pegs to within 3 1-3 tons should contain March 1 - May 15 Maintenance: seed-bearing stems inches of the soil surface, every 4 feet in all directions. Stakes can be driven before or after straw is spread. Secure mulch by Dec 1 - April 1 mature seed. stretching twine between pegs in a criss-cross-within-a-square pattern. Turn twine two or more times around each peg. Indian Woodoats and Virginia Wild Rye Coastal- Indian Woodoats and Virginia Wild Rye- Sept 1 - Nov 1 Nets and Mats* 8.Rye Grain may be used to anchor mulch in fall plantings, and German Millet in spring. Broadcast at 15 lb/acre before applying mulch. Maintenance: are both sun and shade tolerant. Heavy, uniform; Withstands waterflow. Best CHEMICAL MULCHES Significant maintenance may be required to obtain desired Refertilize if growth is not fully adequate. Reseed, refertilize and mulch Jute net Cover area woven of single when used with organic Maintenance: 1. May be effective for soil stabilization if used between May 1 and June 15, or Sept. 15 and Oct. 15, provided that they are used on cover. immediately following erosion or other damage. jute yarn. mulch slopes no steeper than 4:1, and that proper seedbed preparation has been accomplished, including surface roughening where Hard Fescue is not recommended for slopes > 5%. Prefers shade. Withstands waterflow. Best required. SEED BED PREPARATION: Fiberglass net Cover area when used with organic 2. Chemical mulches cannot be used to bind other mulches, or with wood fiber in a hydroseeded slurry at any time. Follow the SEED BED PREPARATION: NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 LIMING- Apply lime according to soil test recommendations. If the pH (acidity) of the soil is not known, an application of ground agricultural limestone at the rate of 1 to 1 1 tons/acre on coarse0textured soils mulch manufacturer's recommendations for application. 2 LIMING- Apply lime according to soil test recommendations. If the pH (acidity) of the soil is not known, an application of ground agricultural limestone at the rate of 1-11 Excelsior (wood fiber net) Cover area Withstands waterflow. FIBERGLASS ROVING and 2-3 tons/acre on fine-textured soils is usually sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or higher need not be limed. 2 2 Continuous fibers 1. Spread roving uniformly over the area at a rate of 0.25 to 0.35 lb/yd . Anchor with asphalt immediately after application, at a rate of FERTILIZER- Base application rates on soil tests. When these are not possible, apply a 10-10-10 grade fertilizer at 700-1,000 lb/acre. Both fertilizer and lime should be incorporated into the top 4-6 inches of tons/acre on coarse-textured soils and 2-3 tons/acre on fine-textured soils is usually sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil. Apply with a compressed air 2 of drawn glass 0.25-0.35 gal/yd soil. If a hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes before application. Soils with a pH of 6 or higher need not be limed. ejector. Tack with emulsified Fiberglass roving bound together 2. As a channel lining, and at other sites of concentrated flow, the roving mat must be further anchored to prevent undermining. SURFACE ROUGHENING- If recent tillage operations have resulted in a loose surface additional roughening may not be required, except to break up large clods. If rainfall causes the surface to become 0.5-1 tons asphalt at a rate of 25-35 FERTILIZER- Base application rates on soil tests. When these are not possible, apply a 10-10-10 grade fertilizer at 700 - 1,000 lb/acre. Both fertilizer and lime should be with a non-toxic 3.It may be secured with stakes placed at intervals no greater than 10 feet along the drainageway, and randomly throughout its width, sealed or crusted, loosen it just prior to seeding by raking, harrowing, or other suitable methods for fine grading. the finished grade shall be a smooth even soil surface with a loosen uniformly fine texture. gal/1,000 sq. ft. agent. but not more than 10 feet apart. all ridges and depressions shall be removed and filled to provide the approved surface drainage . Planting is to be done immediately after finished grades are obtained and seedbed preparation is incorporated into the top 4-6 inches of soil. If a hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes before application. 4. As an option to staking, the roving can be buried to a depth of 5 inches at the upgrade end and at intervals of 50 feet along the length SURFACE ROUGHENING- If recent tillage operations have resulted in a loose surface additional roughening may not be required, except to break up large clods. If rainfall Chemical Stabilizers** of the channel. completed. Aquatain Aerospray NETS AND MATS NOTES: causes the surface to become sealed or crusted, loosen it just prior to seeding by raking, harrowing, or other suitable methods for fine grading. The finished grade shall Follow Curasol AK Pertroset SB 1. Nests alone generally provide little moisture conservation benefits and only limited erosion protection. Therefore, typically use in be a smooth even soil surface with a loosen uniformly fine texture. All ridges and depressions shall be removed and filled to provide the approved surface drainage. Manufacturer's Not beneficial to plant growth 1. Permanent seeding, sodding or other means of stabilization are required when all construction work is completed according to the NPDES timeframes table. Terra Tack Crust 500 conjunction with an organic mulch such as straw. specifications 2. A North Carolina Department of Agriculture soils test (or equal) is highly recommended to be obtained for all areas to be seeded, sprigged, sodded or planted. Planting is to be done immediately after finished grades are obtained and seedbed preparation is completed. Genaqua 743 M-145 2.Except when wood fiber slurry is used, netting should always be installed over the mulch. Wood fiber may be sprayed on top of an installed net. 3. Use a seeding mix that will produce fast0growing nurse crops and includes non-invasive species that will eventually provide a permanent groundcover. Soil blankets may be used in lieu of nurse crops. *Refer to Practice No. 6.30, Grass Lined Channels in the NC DEQ E&SC Planning and Design Manual 3.Mats, including "excelsior" (wood fiber) blankets, are considered protective mulches and may be used alone. Mat, tack or crimp mulch, as needed to stabilize seeded areas until root establishment. Mulch must cover at leaser 80% of the soil surface. **Use of trade names does not imply endorsement of product. 4.Place the matting in firm contact with the soil, and staple securely. 4. Ground cover shall be maintained until permanent vegetation is established and stable against accelerated erosion. Effective Date: 9/1/2023 Effective Date: 9/1/2023 Effective Date: 9/1/2023 In accordance with the 2013 In accordance with the 2013 In accordance with the 2013 NORTH CAROLINA NORTH CAROLINA NORTH CAROLINA Department of Environmental Quality MULCHING Design Manual Updates Department of Environmental Quality PERMANENT SEEDING Design Manual Updates Department of Environmental Quality TEMPORARY SEEDING Design Manual Updates CONSTRUCTION SPECIFICATIONS: MAINTENANCE ALL EROSION CONTROL BLANKETS AND MATTING SHOULD BE INSPECTED 06/03/2026 MATERIALS – HECP PERIODICALLY FOLLOWING INSTALLATION, PARTICULARLY AFTER RAINSTORMS HYDRAULIC EROSION CONTROL PRODUCTS SHALL BE PREPACKAGED FROM TOTHE CHECK FOR EROSION AND UNDERMINING. ANY DISLOCATION OR FAILURE MANUFACTURER. FIELD MIXING OF PERFORMANCE ENHANCING ADDITIVES WILLSHOULD BE REPAIRED IMMEDIATELY. IF WASHOUTS OR BREAKAGE OCCURS, NOT BE ALLOWED. FIBEROUS COMPONENTS SHOULD BE ALL NATURAL OR REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. BIODEGRADABLE. CONTINUE TO MONITOR THESE AREAS PRODUCTS SHALL BE DETERMINED TO BE NON-TOXIC IN ACCORDANCE WITH DATE: PAGE: EPA-821-R-02-012. Temporary Seeding Recommendations Temporary Seeding Recommendations: - Temporary annual seed selection should be based on season of project installation. MATERIALS – RECP Common Name Scientific Name Rate per Acre Optimal Planting Date UPSTREAM TERMINAL TRANSERVE CHECK SLOT DOWNSTREAM TERMINAL - A single species selection for temporary cover is acceptable. BLANKETS SHALL BE NONTOXIC TO VEGETATION, SEED, OR WILDLIFE. PRODUCTS 30 lbs Aug. 15 - May 15 SHALL BE DETERMINED TO BE NON-TOXIC IN ACCORDANCE WITH Rye Grain Secale Cereale - In some cases where seasons overlap, a mixture of two or more temporary species may be EPA-821-R-02-012. AT MINIMUM, THE PLASTIC OR BIODEGRADABLE NETTING SHALL Wheat Triticum Aestivum 30 lbs Aug. 15 - May 15 necessary; however, application rates should not exceed the total recommended rate per acre. BE STITCHED TO THE FIBROUS MATRIX TO MAXIMIZE STRENGTH AND PROVIDE German Millet Setaria Italica 10 lbs May 15 - Aug. 15 - Temporary seed should be mixed and applied simultaneously with the permanent seed mix if FOR EASE OF HANDLING. 1' - 2' 6" 1' - 2' RECPS ARE CATEGORIZED AS FOLLOWS: A. TEMPORARY METHODS Browntop Millet Urochloa Ramosa 10 lbs May 15 - Aug. 15 optimal planting dates allow. A. SHORT-TERM (FUNCTIONAL LONGEVITY 12 MO.) STEP 1 : CUT 1' MULCHES, SEE STANDARD DS1 - DISTURBED AREA STABILIZATION (WITH Permanent Seeding: I. PHOTODEGRADABLE TERMINAL SLOT. MULCHING ONLY). SYNTHETIC RESINS MAY BE USED INSTEAD OF ASPHALT TO - Soil analysis should be performed to STRAW BLANKETS WITH A TOP AND BOTTOM SIDE PHOTO DEGRADABLE NET. THE STEP 1 : CUT CHECK SLOT. STEP 1 : CUT TERMINAL SLOT. Permanent Seeding Recommendations MAXIMUM SIZE OF THE MESH SHALL BE OPENINGS OF ½” X ½”. THE BLANKET 9" 1' BIND MULCH MATERIAL. REFER TO STANDARD TB-TACKIFIERS AND BINDERS. Permanent Seeding Recommendations TEMPORARILY STAKE MATE Type: Warm Season determine nutrient and lime needs of SHOULD BE SEWN TOGETHER ON 1.5” CENTERS WITH DEGRADABLE THREAD. RESINS SUCH AS CURASOL OR TERRATACK SHOULD BE USED ACCORDING TO Type: Cold Season UNDER MODERATE TENSION. Optimal each site. MINIMUM THICKNESS SHOULD BE 0.35” AND MINIMUM DENSITY SHOULD BE 0.5 LBS MANUFACTURER RECOMMENDATIONS. Common Scientific Soil Drainage Shade 15" Cultivars Planting % of Mix Height PER SQUARE YARD. Common Optimal Planting % of Soil Drainage Shade Name Name Adaptation Tolerance - Riparian buffers regulated for nutrient VEGETATIVE COVER, SEE STANDARD DS2 - DISTURBED AREA STABILIZATION Scientific Name Height Dates II. BIODEGRADABLE (WITH TEMPORARY SEEDING). Name Dates Mix Adaptation Tolerance management may be limited to a STRAW BLANKET WITH A TOP AND BOTTOM SIDE BIODEGRADABLE JUTE NET. THE Blackwell -- well drained TOP SIDE NET SHALL CONSIST OF MACHINE DIRECTION STRANDS THAT ARE SPRAY-ON ADHESIVES, THESE ARE USED ON MINERAL SOILS (NOT EFFECTIVE Panicum Shelter -- well drained Cultivar single application of fertilizer. Indian Chasmanthium Feb. 15 - Mar. 20, Well-drained to Switchgrass Dec. 1 - Apr. 1 10-15% Poor 6 STEP 2 : SNUG MAT ON MUCK SOILS). KEEP TRAFFIC OFF THESE AREAS. REFER TO STANDARD 1-10% Moderate 4 virgatum Kanlow -- poorly drained Dependent TWISTED TOGETHER AND THEN INTERWOVEN WITH CROSS DIRECTION STRANDS Woodoats latifolium Sept. 1 - Nov. 1 Droughty - Apply seed uniformly with a cyclone (LENO WEAVE). THE BOTTOM NET MAY BE LENO WEAVE OR OTHERWISE TO MEET INTO SLOT. TB-TACKIFIERS AND BINDERS. Carthage -- well drained seeder, drop-type spreader, drill or REQUIREMENTS. THE APPROXIMATE SIZE OF THE MESH SHALL BE OPENINGS STEP 2 : WORK UPSTREAM STEP 2 : STAKE MAT INTO SLOT. TILLAGE, THIS PRACTICE IS DESIGNED TO ROUGHEN AND BRING CLODS TO Virginia Elymus Feb. 15 - Mar. 20, Well-drained to Panicum Cultivar OF 0.5” X 1.0”. THE BLANKET SHOULD BE SEWN TOGETHER ON 1.5” CENTERS WITH ACROSS CHECK SLOT AND LAP 5-25% Moderate 3 Switchgrass Alamo -- poorly drained Dec. 1 - May 1 10-15% Poor 6 hydroseeder on a firm, friable THE SURFACE. IT IS AN EMERGENCY MEASURE WHICH SHOULD BE USED Wildrye virginicus Sept. 1 - Nov. 1 Droughty virgatum Dependent DEGRADABLE THREAD. MINIMUM THICKNESS SHOULD BE 0.25” AND MINIMUM BACK 15". seedbed. BEFORE WIND EROSION STARTS. BEGIN PLOWING ON WINDWARD SIDE OF SITE. Sorghastrum Well-drained to DENSITY SHOULD BE 0.5 LBS PER SQUARE YARD. Indiangrass* Rumsey, Osage, Cheyenne Dec. 1 - Apr. 1 10-30% Poor 6 CHISEL-TYPE PLOWS SPACED ABOUT 12 INCHES APART, SPRING-TOOTHED Rough Feb. 15 - Mar. 20, nutans Droughty - When using a drill, equipment should B. EXTENDED-TERM SEE NOTE 3:B Argostis scabra 10-20% Poorly-drained Poor 2.5 Bentgrass Sept. 1 - Nov. 1 (FUNCTIONAL LONGEVITY 24 MO.) HARROWS, AND SIMILAR PLOWS ARE EXAMPLES OF EQUIPMENT WHICH MAY Sorghastrum Well-drained to be calibrated in the field for the Indiangrass* Lometa Dec. 1 - May 1 10-30% Poor 6 I.PHOTODEGRADABLE PRODUCE THE DESIRED EFFECT. nutans Droughty desired seeding rate. BLANKETS THAT CONSIST OF 70% STRAW AND 30% STEP 3 : IRRIGATION, THIS IS GENERALLY DONE AS AN EMERGENCY TREATMENT. SITE Andropogon Well-drained to COCONUT WITH A TOP AND BOTTOM SIDE PHOTODEGRADABLE Big Bluestem Earl Dec. 1 - Apr. 1 10-30% Poor 4 - Mulch all plantings immediately after A. STAKE MAT INTO SLOT. STEP 3 : TUCK MAT LAP INTO STEP 3 : BACKFILL IS SPRINKLED WITH WATER UNTIL THE SURFACE IS WET. REPEAT AS NEEDED. Permanent Seeding Recommendations gerardii Droughty NET. THE TOP NET SHOULD HAVE ULTRAVIOLET ADDITIVES B. USE 1"X3" PRESSURE TREATED SLOT AND STAKE. TERMINAL SLOT. seeding (see 6.14, Mulching).If BARRIERS SOLID BOARD FENCES, SNOWFENCES, BURLAP FENCES, CRATE Type: Wetland Schizachyrium Well-drained to TO DELAY BREAKDOWN. THE MAXIMUM SIZE OF BOARD TO SPACE MAT AGAINST Little Bluestem Cimarron Dec. 1 - Apr. 1 10-30% Poor 5 planting on stream banks steeper WALLS, BALES OF HAY AND SIMILAR MATERIAL CAN BE USED TO CONTROL scoparium Droughty THE MESH SHALL BE OPENINGS OF 0.65” X 0.65”. THE VERTICAL CUT. Common Optimal Planting % of Soil Drainage Shade BLANKET SHOULD BE SEWN TOGETHER ON 1.5” CENTERS C. BACKFILL AND COMPACT. AIR CURRENTS AND SOIL BLOWING. BARRIERS PLACED AT RIGHT ANGLES TO Scientific Name Height than 10% or areas subject to Name Dates Mix Adaptation Tolerance Sweet Cinna Poorly-drained to WITH DEGRADABLE THREAD. MINIMUM THICKNESS Dec. 1 - Apr. 1 1-10% Moderate 5 PREVAILING CURRENTS AT INTERVALS OF ABOUT 15 TIMES THEIR HEIGHT Woodreed arundinacea Well-drained flooding, a biodegradable RECP SHOULD BE 0.35” AND MINIMUM DENSITY SHOULD BE ARE EFFECTIVE IN CONTROLLING WIND EROSION. (6.17, Rolled Erosion Control 0.6 LBS PER SQUARE YARD. Soft Rush Juncus effusus Dec. 1 - Apr. 15 1-10% Poorly-drained Poor 4 (803) 254-8987 CALCIUM CHLORIDE, APPLY AT RATE THAT WILL KEEP SURFACE MOIST. MAY Leersia II.BIODEGRADABLE Rice Cutgrass Dec. 1 - Apr. 1 5-25% Poorly-drained Poor 3.5 Products) is recommended to hold oryzoides BLANKETS THAT CONSIST OF 70% STRAW AND 30% COCONUT WITH A TOP AND NEED RETREATMENT. 15'-20' Shallow seed and soil in place. BOTTOM SIDE BIODEGRADABLE JUTE NET. THE TOP SIDE NET SHALL CONSIST OF Carex lurida Dec. 1 - Apr. 15 1-10% Poorly-drained Poor 3 Redtop Panicum 5' Sedge Dec. 1 - Apr. 1 Maintenance: MACHINE DIRECTION STRANDS THAT ARE TWISTED TOGETHER AND THEN Panicgrass rigidulum 10-20% Well-drained Poor 3.5 INTERWOVEN WITH CROSS DIRECTION STRANDS (LENO WEAVE). THE BOTTOM B. PERMANENT METHODS - Many of the recommended Baked Panicum NET MAY BE LENO WEAVE OR OTHERWISE TO MEET REQUIREMENTS. THE Carex Dec. 1 - Apr. 1 Poorly-drained Fox Sedge Dec. 1 - Apr. 15 1-10% Poorly-drained Poor 3 Panicgrass anceps 10-20% Moderate 4.5 permanent grass species may require APPROXIMATE SIZE OF THE MESH SHALL BE OPENINGS OF 0.5” X 1.0”. THE PERMANENT VEGETATION, SEE STANDARD DS3 -DISTURBED AREA vulpinoidea BLANKET SHOULD BE SEWN TOGETHER ON 1.5” CENTERS WITH DEGRADABLE Eastern Tripsacum Well-drained to two years of establishment, STABILIZATION (WITH PERMANENT VEGETATION). EXISTING TREES AND Dec. 1 - Apr. 1 5-10% Poor 4.5 THREAD. MINIMUM THICKNESS SHOULD BE 0.25” AND MINIMUM DENSITY SHOULD Gammagrass dactyloides Poorly-drained Leathery Junucus Poorly-drained depending on site conditions. BE 0.65 LBS PER SQUARE YARD. STEP 4 : STEP 4 : STEP 4 : LARGE SHRUBS MAY AFFORD VALUABLE PROTECTION IF LEFT IN PLACE. Dec. 1 - Apr. 15 2-5% Poor 2 Rush coriaceus Well-drained to A. REVERSE MAT ROLL DIRECTION TO OVERLAY A. BACKFILL AND PROGRESS UPSTREAM. A. ROLL MAT UP-STREAM OVER REFILLED Purple Top Dec. 1 - Apr. 1 - Inspect seeded areas for failure and C. LONG-TERM TOPSOILING. THIS ENTAILS COVERING THE SURFACE WITH LESS EROSIVE Tridens flavus 5-10% Droughty Poor 2.5 (FUNCTIONAL LONGEVITY 36 MO.) CHECK LOT. B. PULL OUT TEMPORARY STAKES WHEN NO TERMINAL. SOIL MATERIAL. SEE STANDARD TP - TOPSOILING. make necessary repairs, soil B. STAKE MAT TO ANCHOR TERMINAL. LONGER NEEDED FOR TENSIONING. B. STAKE MAT DOWN TO ANCHOR TERMINAL. I. PHOTODEGRADABLE STONE, COVER SURFACE WITH CRUSHED STONE OR COARSE GRAVEL. SEE * Only Lometa in eastern coastal plan (Plant Hardiness Zone 8) amendments, and reseedings. C. PROGRESS UPSTREAM WITH ROLL. BLANKETS THAT CONSIST OF 100% COCONUT WITH A TOP AND BOTTOM SIDE STANDARD CR-CONSTRUCTION ROAD STABILIZATION. DUST CONTROL SHALL PHOTODEGRADABLE NET. EACH NET SHOULD HAVE ULTRAVIOLET ADDITIVES TO - If weedy exotic species have DELAY BREAKDOWN. THE MAXIMUM SIZE OF THE MESH SHALL BE OPENINGS OF BE USED IN ACCORDANCE WITH SPECIFICATION DU - DUST CONTROL IN - No specific seeding rate is given in order to allow for custom seed mixes based on site characteristics and season. However, permanent overtaken the area after the first DISTURBED AREAS IN ACCORDANCE WITH THE M.E.S.C.I.G. 0.65” X 0.65”. THE BLANKET SHOULD BE SEWN TOGETHER ON 1.5” CENTERS WITH seed inclusion in the mix should total 15 pounds of pure live seed (PLS) per acre drilled or 15-20 pounds PLS per acre broadcast applied. growing season, the invading species DEGRADABLE THREAD. MINIMUM THICKNESS SHOULD BE 0.3” AND MINIMUM Du DENSITY SHOULD BE 0.5 LBS PER SQUARE YARD. DUST CONTROL ON - At least 4 species should be selected for the mixture, including one species from each type(warm and cold season and wetland); selection must be eradicated to allow native PENDER COUNTY, NC III. BIODEGRADABLE BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR of more than four species is recommended for increasing chances of successful vegetation establishment. species to grow. SCOTTS HILL LOOP ROAD PUBLIX BLANKETS THAT CONSIST OF 100% COCONUT WITH A TOP AND BOTTOM SIDE ROLL NO. 1 - If other species such as wildflowers are added to the mix, they should not be counted in the minimum seeding rate for grasses. - Monitor the site until long term BIODEGRADABLE JUTE NET. THE TOP SIDE NET SHALL CONSIST OF MACHINE SEQUENTIAL ROLL DISTURBED AREAS DETAIL # DIRECTION STRANDS THAT ARE TWISTED TOGETHER AND THEN INTERWOVEN RUN OUT stability has been established. WITH CROSS DIRECTION STRANDS (LENO WEAVE). THE BOTTOM NET MAY BE ROLL NO. 2 IN CHANNELS SCALE: NONE LENO WEAVE OR OTHERWISE TO MEET REQUIREMENTS. THE APPROXIMATE SIZE CEP-Du Effective Date: 9/1/2023 PICTORAL VIEW OF TRANSVERSE SLOT OF THE MESH SHALL BE OPENINGS OF 0.5” X 1.0”. THE BLANKET SHOULD BE SEWN In accordance with the 2013 TOGETHER ON 1.5” CENTERS WITH DEGRADABLE THREAD. MINIMUM THICKNESS NORTH CAROLINA RIPARIAN AREA SEEDING (COASTAL PLAIN REGION) ROLL NO. 3 Department of Environmental Quality Design Manual Updates SHOULD BE 0.25” AND MINIMUM DENSITY SHOULD BE 0.5 LBS PER SQUARE YARD. 5' NOTES 36" IT IS THE INTENTION OF THIS SECTION TO ALLOW INTERCHANGEABLE USE OF RECPS AND HECPS FOR EROSION PROTECTION ON SLOPES. THE PROJECT 9" ENGINEER SHOULD SELECT THE TYPE OF EROSION CONTROL PRODUCT THAT 3" STAKE BEST FITS THE NEED OF THE PARTICULAR SITE. 8" SITE PREPARATION AFTER THE SITE HAS BEEN SHAPED AND GRADED TO THE APPROVED DESIGN, 1. START AT DOWNSTREAM TERMINAL PREPARE A FRIABLE SEEDBED RELATIVELY FREE FROM CLODS AND ROCKS MORE THAN ONE INCH IN DIAMETER, AND ANY FOREIGN MATERIAL THAT WILL PREVENT AND PROGRESS UPSTREAM. CONTACT OF THE SOIL STABILIZATION MAT WITH THE SOIL SURFACE. SURFACE 2. FIRST ROLL IS CENTERED LONGITUDINALLY 5' HARDWARE CLOTH & GRAVEL MUST BE SMOOTH TO ENSURE PROPER CONTACT OF BLANKETS OR IN MID CHANNEL AND PINNED WITH TEMPORARY MATTING TO THE SOIL SURFACE. IF NECESSARY, REDIRECT ANY RUNOFF FROM STAKES TO MAINTAIN ALIGNMENT. THE DITCH OR SLOPE DURING INSTALLATION. 3. SUBSEQUENT ROLLS FOLLOW IN STAGGERED INLET PROTECTION DESCRIPTION SEQUENCE BEHIND FIRST ROLL. USE CENTER ROLL FOR3' OVERLAP SLOPE STABILIZATION SHALL BE INSTALLED IN ACCORDANCE ALIGNMENT TO CHANNEL CENTER. WITH SPECIFICATION Ss - SLOPE STABILIZATION IN THE 4. WORK OUTWARDS FROM CHANNEL CENTER TO EDGE. M.E.S.C.I.G. 5. USE 3" OVERLAP AND STAKE AT 5' INTERVAL ALONG SEAMS. 6. USE 3" OVERLAPS AND SHINGLE DOWNSTREAM TO CONNECT SLOPE STABILIZATION LINING AT ROLL ENDS. DETAIL # SCALE: NONE CEP-Ss DATE XX/XX/XX CITY COMMENTS # REVISIONS POROUS BAFFLES DETAILS SHEET TITLE DATE 09/26/2025 PROJECT NUMBER 22293 SHEET NUMBER C-6.8 Page 149 of 344 LANDSCAPE CALCULATIONS PENDER COUNTY, NC - UNIFIED DEVELOPMENT ORDINANCE SECTION: 8.1.3 - TREE SURVEY AND MITIGATION MINIMUM REQUIREMENT: 2 MITIGATION TREES (2" CAL. MIN.) OF THE SAME SPECIES FOR EVERY SIGNIFICANT TREE REMOVED DUE TO CONSTRUCTION. CONDITION: PER THE PENDER COUNTY BOARD OF ADJUSTMENTS VARIANCE DECISION (VAR 2025-24) THE FOLLOWING CONDITIONS APPLY: 1. 163 (3" CAL.) MITIGATION TREES PLANTED ON SITE. 2. AN ANNUAL TREE HEALTH REPORT FOR THE FIRST 5 YEARS. 3. A CONTRIBUTION TO PENDER COUNTY OF $31,869.00 FOR THE PURPOSE OF TREE MITIGATION AT ABBEY NATURE PRESERVE. PROVIDED: 135 TOTAL MITIGATION TREES PROVIDED WITHIN THE GROCERY TRACT. AN ADDITIONAL 28 MITIGATION TREES WILL BE PROVIDED ON OUTLOTS 1 & 2, AND ALONG THE STREET FRONTAGE (SCOTTS HILL LOOP ROAD) OF OUTLOT 2 FOR A TOTAL OF 163 MITIGATION TREES. SECTION: 8.2.6 - LANDSCAPE BUFFER EXISTING TREE BEING 6' HIGH WOOD FENCE SAVED, TYP. PER CIVIL PLANS TREE PROTECTION 14" WO MINIMUM REQUIREMENT: 15' A-1 BUFFER = 3 CANOPY TREES, 2 UNDERSTORY TREES, AND 98% GRASS COVER COVERAGE PER 100 LF OF BUFFER. FENCING 10' C-1 BUFFER = 6' HIGH SOLID WOOD FENCE, 2 CANOPY TREES, AND 98% GRASS COVER COVERAGE PER 100 LF OF BUFFER. 15" WO 10' B-1 BUFFER = 3 CANOPY TREES, 4 UNDERSTORY TREES, AND 98% GRASS COVER COVERAGE PER 100 LF OF BUFFER. 12" WO 14" WO 12" WO PROPERTY LINE 12" WO 13" WO 10' C-1 BUFFER PROVIDED: LIMITS OF DISTURBANCE 16" WO TREE SAVE 1. A-1: 446 LF ALONG US HIGHWAY 17 (GROCERY TRACT ONLY) = 14 CANOPY TREES AND 9 UNDERSTORY TREES REQUIRED. TREE PROTECTION FENCING 19" WTO 27 NO TREES PROPOSED WITHIN THIS PORTION OF THE BUFFER DUE TO THE POWER EASEMENT. PER PENDER COUNTY UNIFIED 12" WO AREA 12" WO 13" WO 26 12" WO DEVELOPMENT ORDINANCE SECTION 8.2.5.B: NO TREES CAN BE PLANTED WITHIN AN EASEMENT. 28 12" WTO 17" WO 12" WO 27 17" G 16" WO 17" WO F F STREAM BUFFER 26 25 27 26 28 9" H 26 15" WO 25 2. C-1: 1008 LF ALONG THE REAR PROPERTY LINE, 193 LF OF WHICH IS FULLY OCCUPIED BY A WOODED AREA THAT IS PROPOSED TO 24 SS SS SS SS SS SS 22" WTO SS 24 F 24" C F s s s 13" WO F SS 17" WO s s 19" WO 23 REMAIN. NO ADDITIONAL BUFFER TREES PROPOSED FOR THIS WOODED PORTION. THE REMAINING 815 LF OF BUFFER LENGTH 22 22 SS 14" WO CO F 25 REQUIRES 17 CANOPY TREES AND A 6' HIGH SOLID WOOD FENCE. 13" WO SS CO CO CO CO CO 21 12" WO 17" WO 19" WO 13" WO 12" WO 13" WO 24" C 15" WO 20 14" WO 11"/20" WO NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 20 F SS F 25 CO 35 CANOPY TREES PROPOSED ALONG THE REAR PROPERTY LINE. A 6' HIGH WOOD STOCKADE FENCE IS ALSO PROPOSED PER 13" WO F 12" WO 17" WO SS F 8" H 19 CIVIL PLANS. 8 EXISTING TREES BEING SAVED WITHIN THIS BUFFER. CO CO CO CO CO 20" G s 18 10"/15" WO 13" WO SS SS SS 10" H 20" WO CO TREE SAVE 20 12" WO F F 22 26 CO SS CO CO F 3. B-1: 625 LF ALONG THE SIDE PROPERTY LINE = 19 CANOPY TREES AND 25 UNDERSTORY TREES REQUIRED. 24 12" WO SS AREA 26 F 8" H 12" MP 26 BUFFER. NO 18 CANOPY TREES PROPOSED ALONG THE SIDE PROPERTY LINE. 2 EXISTING TREES BEING SAVED WITHIN THIS 17" WTO 25 34" LBP CO 12" WO CO 20 F 7" H F PROVIDED DUE TO 288 LF OF THIS BUFFER BEING WITHIN A POWER ADDITIONAL UNDERSTORY OR OVERSTORY TREES CAN BE F 28 12" CH 22 15" WO 20 EASEMENT. PER PENDER COUNTY UNIFIED DEVELOPMENT ORDINANCE SECTION 8.2.5.B: NO TREES CAN BE PLANTED WITHIN AN 15' A-1 BUFFER 14" G 16" WO 19" WO SS F 27 12" WO 32" G 16" M F F F F F F 12" WO EASEMENT. 26 24" C 12" WO 24 24 13" WO W W W W W W W 6" H 13" WO 12" WO 28 28 6"/6" H 21 DETENTION19 POND F SS 4. A-1: 165 LF ALONG SCOTTS HILL LOOP ROAD (GROCERY TRACT) = 5 CANOPY TREES AND 4 UNDERSTORY TREES. 27 G G G 18" WO 25 6" H 18" WO W 13" WO 13" WO 29 THIS PORTION OF THE A-1 BUFFER IS FULLY OCCUPIED BY A WOODED AREA THAT IS PROPOSED TO REMAIN. NO ADDITIONAL 26 14" WO 13" WO G F TREES ARE BEING PROPOSED. 22 22" WO 15" WO 20" WO 28 13" WO 12" G 13" WO 13" WO 17" WOSS W 28 29 22 F G TREE PROTECTION 21 W 23 20 13" WO SECTION: 8.3.2 - INTERIOR PARKING AREAS 13" WO 10' B-1 BUFFER FENCING 25" G W 29 PROPOSED STORE SS F 12" WO 12" WO MINIMUM REQUIREMENT: 1 CANOPY TREE FOR EACH SINGLE ROW TERMINAL LANDSCAPE ISLAND. OUTLOT - 2 23 W G LIMITS OF DISTURBANCE 25 2 CANOPY TREE FOR EACH DOUBLE ROW TERMINAL LANDSCAPE ISLAND. 0.75 ACRES 29 50.0 PROTOTYPE W 19 F 27 1 CANOPY TREE FOR EACH INTERMEDIATE LANDSCAPE ISLAND. X X X W 9 MITIGATION TREES (3" CAL.) TO 8 50,239 SF X 18" WO SS X CONDITION: X BE PROVIDED AT TIME OF OUTLOT 16" WO G 30" WO X 24 W X W F 20 SINGLE ROW TERMINAL LANDSCAPE ISLANDS = 20 CANOPY TREES REQUIRED. 30 25 X X 22" WO DEVELOPMENT FFE= 31' X SS SS SS SS 14 DOUBLE ROW TERMINAL LANDSCAPE ISLANDS = 28 CANOPY TREES REQUIRED. 06/02/2026 26 s 26 CO CO CO CO CO W 26 s SS G 7 INTERMEDIATE LANDSCAPE ISLANDS = 7 CANOPY TREES REQUIRED. F W NAVD88 13" WO 18" WO 16" WO F PROVIDED: F F W 20 CANOPY TREES WITHIN THE SINGLE ROW TERMINAL LANDSCAPE ISLANDS. 15" WO W 18" WO 29 F 24 W G SS 13" WO 28 CANOPY TREES WITHIN THE DOUBLE ROW TERMINAL LANDSCAPE ISLANDS. W 21 F 13" WO F FF 13" WO 7 CANOPY TREES WITHIN THE INTERMEDIATE LANDSCAPE ISLANDS. 24" WO 20 W W 23" WO 12" WO F TRANSFORMER30 6 W 30 14" WO 12" WO 15" WO G 18" WO 22 s SS W SCOTTS HILL17" WO LOOP ROAD SHOPS 12" WO 26 25 24 W 13" WO F 13" WO LIMITS OF W G 29 SS EXISTING TREE LEGEND LEGEND 9,800 SF DISTURBANCE 30 W 27 18" WO 27 12" WO 28 16" WO SYM. REMARKS s 20" WO SS 22" WO 12" WO W F s 4" DW A-1 BUFFER TREES IN FRONT OF OUTLOT 2 TO BE W FFE= 31' 27 12" WO G W SS 14" WO PROVIDED AT TIME OF OUTLOT DEVELOPMENT. 12" WO 15" WO CODE TREE SPECIES F 13" M 13" WO 30 139 LF OF PLANTABLE FRONTAGE =W 4 CANOPYPUBLIX R/W - WIDTH VARIES s 13" WO TREES (3" CAL.) AND 3 UNDERSTORY (2" CAL.) F 27 WO WILLOW OAK W 13" WTO G TREES ARE REQUIRED. SS F W W SS 26 TREE SAVE AREA WM F AVOID OBSTRUCTING VISIBILITY TO THE SS SS s 16" WTO SS W 28 WTO WATER OAK W 19" WO s W 18" WO MONUMENT SIGN. F 18" WO F 12 30 P G P 23" WO F F MONUMENT SIGN F SS 22" WO 24" WO 27 29 26 F SS W W SS W F P SS SS 12" WO CH CHERRY SS F 27 SS P SS W 30 F SS W 17" WO 30 CO CO CO CO W CO SS CO G CO F CO W 14" WO F F F F W P 12" WTO 30' POWERLINE EASEMENT F 28 27 20" WO 30 s 12" WO F SS DW 12" WO 6"/15" WTO DOGWOOD P P W W F TPF TPF W G TREE PROTECTION FENCING F 27 SS MP MAPLE P 6" DW 12" WTO 19" WO P W 27 18" WO F W F s F W G CO CO F O LIVE OAK SS W 29 P 20" WO 18" WO 29 16" WO 12" WO P 17" WO F 14"/24" WO F F W W 12" WO G G GUM T W F T P T T 14"/14" WO P 27 W 15" WO F (803) 254-8987 F 23" WO 21" WTO H HOLLY EXISTING TREES TO BE SAVED W 30' POWERLINE EASEMENT 28" WO 20 20 SS F F F F F F F F F F F F F F F F F F F 27"F WO F F F G P F W 29 14" WO 13" M 29 W 10 15" M P F 13" WO LBP LOBLOLLY PINE 31 P 14" WO W W G 31 F 29 W 30 23" WO 13" WO 13" WO P W SS F P OUTLOT - 1 28 F G 1.51 ACRES W 13"/15" WO W 25" WO 25" WO W 19 MITIGATION TREES (3" CAL) TO 21" WTO CO P 12" WO P BE PROVIDED AT TIME OF 13" CHF F 30 G W W 29 OUTLOT DEVELOPMENT 31 24" WO W P 42" WO SS P F 24" WO W 42" WO 15' A-1 BUFFER 13"/18" WO F G 30 W LIMITS OF CO P 29 W DISTURBANCE 30 48" O 30 P F W PENDER COUNTY, NC 24" WO BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 1400 PICKENS STREET, 5TH FLOOR FOR: SCOTTS HILL LOOP ROAD PUBLIX F 13" WO G P SS W W 32 W F P 31 F 31 31 P 20 20 31 G W W W 19" WO F CO 32 P P F 33 W 10 SS 8" DW G 32 W 32 W F P P W F 10" DW 34 G 10' B-1 BUFFER W W P F W 31 P 33 33 12" DW 16" WO SS F 33 32 21" WTO CO G W P F 35 W W F P W G P 5 W 34 F 22"/26" WTO F W SS G G G G G G G G G G G G G G DESCRIPTION P G 33 W 36 P W SS SS 34 34 18" WO F W F MONUMENT SIGN P G T W F W F W W P W W W W W 11 12 SS 12 W W 8" DDC BFP CO CO CO 37 P P P P P P P P P P W P P P P P P P T P P P P P P P P P P P P W P P P P P P P W W W W IN VAULT W G F W F W W 15' A-1 BUFFER W WM 12" DW W W WM WM W WM T W 44" WO F 13" WO W W W W SS SS W W G W W SS W W W SS SS W SS SS SS W W W W W W W W 2" DOM. WATER LINE FOR W W W W W s W W W W OUTLOT AND 1-1/2" METER PROPERTY LINE W & 2" RPZBFP W W W W W W W W W W W W G 30' POWERLINE EASEMENT W W W W W W W W LIMITS OF DISTURBANCE 4' WOOD FENCE PER CIVIL PLANS SS W T DATE G W 02/04/2026 PUBLIX COMMENTS 10/30/2025 MASTER DEVELOPMENT SUBMITTAL COMMENTS W SS # G REVISIONS W G W SS G W W G US HIGHWAY 17 SS W PUBLIX R/W - WIDTH VARIES G W G SS SS SS SS SS SS SS W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS W SS SS SS SS SS W SS W SS W W W W SS W W SS W SS SIGNIFICANT TREE SURVEY SHEET TITLE DATE 12/09/2025 PROJECT NUMBER 22293 SHEET NUMBER SCALE: 1" = 40' 40 0 40 80 120 FEET TR-1 Page 150 of 344 EXISTING TREE BEING 6' HIGH WOOD FENCE SAVED, TYP. PER CIVIL PLANS TREE PROTECTION 14" WO FENCING 15" WO 12" WO 14" WO 12" WO PROPERTY LINE 12" WO 13" WO 10' C-1 BUFFER LIMITS OF DISTURBANCE 16" WO TREE SAVE TREE PROTECTION FENCING 27 AREA 26 28 27 17" G F STREAM BUFFER F 26 25 F 27 26 9" H 28 15" WO 26 25 24 SS SS SS SS SS SS SS SS SS 24" C 24 F SS s s F s SS s s F 23 F SS 22 22 CO SEE CIVIL PLANSSS FOR 25 CO CO CO CO CO F SS 21 PERMANENT STABILIZATION 24" C 20 F SS SS 20 F CO 25 F SS (SEEDING, MULCH, ETC). SS 8" H F 19 CO CO CO CO CO SS SS s SS 20" G F CO 10" H 18 F TREE SAVE F 20 SS SS CO CO CO 22 26 SS F 24 AREA F 26 12" MP F 26 8" H F CO 34" LBP 25 CO 7" H 20 F SS F 28 22 F 15' A-1 BUFFER 14" G 20 F W 12" WO 32" G F F F F F 27 F F F NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 26 SS W W W W W W W W W 24" C 24 24 F 28 W 6" H 28 SEE CIVIL PLANS FOR 6"/6" H 21 DETENTION19 POND W 27 G G G G G 18" WO 25 PERMANENT STABILIZATION W 6" H SS F (SEEDING, MULCH, ETC). 29 26 W W F 22 G 28 12" G SS W W F SHREDDED 28 29 22 HARDWOOD MULCH. G W TREE PROTECTION 23 21 SS W 20 F FENCING 25" G DARK IN COLOR. PROPOSED STORE 10' B-1 BUFFER 29 W OUTLOT - 2 23 G F W LIMITS OF DISTURBANCE 25 SS W 0.75 ACRES 29 50.0 PROTOTYPE 19 F STEEL LANDSCAPE X X X 27 W G 9 MITIGATION TREES (3" CAL.) TO X W 8 50,239 SF X EDGING SEPARATING THE X X BE PROVIDED AT TIME OF OUTLOT SS X F X W 24 W PEA GRAVEL FROM THE X X X X DEVELOPMENT X 30 G 25 FFE= 31' LANDSCAPING. SS SS SS SS SS W SEE CIVIL PLANS FOR F 26 s 26 W CO CO CO CO CO 26 PERMANENT STABILIZATION SS s INSTALLED PER G W F NAVD88 (SEEDING, MULCH, ETC). MANUFACTURER'S F 06/02/2026 W W F F F 25 SHA W SPECIFICATIONS. SS G 24 29 3 LOM W 24" WIDE PEA W 21 W F F F F F F GRAVEL STRIP 5 JUN G W SS F SEE CIVIL PLANS FOR20 TRANSFORMER 6 30 W W 30 W PERMANENT STABILIZATION22 G s SCOTTS HILL LOOP ROAD (SEEDING, MULCH, ETC). F W SHOPS 25 26 24 SS W W LIMITS OF SS 29 W 9,800 SF DISTURBANCE G 30 27 F 27 28 W W W SS s SS SS G A-1 BUFFER TREES IN FRONT OF OUTLOT 2 TO BE s F FFE= 31' F 27 PROVIDED AT TIME OF OUTLOT DEVELOPMENT.W W W 30 139 LF OF PLANTABLE FRONTAGE = 4 CANOPYPUBLIX R/W - WIDTH VARIES SS W F G s F TREES (3" CAL.) AND 3 UNDERSTORY (2" CAL.) SOD 27 SS TREES ARE REQUIRED.W 3 MUH 50 LIR2 26 W W F WM SS G 175 LIR2 F AVOID OBSTRUCTING VISIBILITY TOW THE SS SS s SS W SS SS W SS P F 28 s MONUMENT SIGN. F 11 LAN F 12 30 F W G F P P W F SOD W MONUMENT SIGN SS F 27 F 29 SS 26 SS F W SS F SS P SOD SS SS F SS W P W SS G 27 F SS 30 W CO W CO SS CO CO 30 CO SS F CO CO CO W F W W F P F F F F 30' POWERLINE EASEMENT F F 27 28 F 30 s F F P W W SS 125 LIR 125 LIR2 175 LIR P 8 JUN 14 JUN 12 JUN W 125 LIR2 3 MUH G 175 LIR P F SS 6 JUN MATCHLINE P W F W W 27 G P 27 W F F P (803) 254-8987 SS SOD F LA-2 s F W W CO G W CO 20 JUN29 7 LAN 7 LAN P F F 29 P F F W 7 LAN 7 JAS 6 JAS 6 JAS G W W T P F SS F W T 7 JAS T F P F T SEE CIVIL PLANS FOR P G 27 W W W PERMANENT STABILIZATION 30' POWERLINE EASEMENT F F F20 F F F F 20F F F F F F F F F F F F F F F F F F F F F F F F F F (SEEDING, MULCH, ETC). P 29 W 29 P G W SS W 10 F PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 1400 PICKENS STREET, 5TH FLOOR FOR: TREE SCHEDULE PLANT SCHEDULE SCOTTS HILL LOOP ROAD PUBLIX SYM. BOTANICAL NAME COMMON NAME QTY. HT. SIZE REMARKS SYM. CODE BOTANICAL NAME COMMON NAME QTY. SIZE SPACING REMARKS CANOPY TREE, JAS TRACHELOSPERMUM ASIATICUM ASIAN JASMINE 57 1 GAL. 4' O.C. GROUNDCOVER QUERCUS NUTTALLII NUTTALL OAK 47 - 3" CAL. MITIGATION TREE EVERGREEN SHA ILEX GLABRA 'SHAMROCK' SHAMROCK INKBERRY HOLLY 114 3 GAL. 4' O.C. SHRUB CANOPY TREE, QUERCUS LYRATA OVERCUP OAK 48 - 3" CAL. MITIGATION TREE DESCRIPTION ORNAMENTAL LOM LOMANDRA LONGIFOLIA 'BREEZE' BREEZE DWARF MAT RUSH 47 1 GAL. 4' O.C. GRASS CANOPY TREE, ACER RUBRUM OCTOBER GLORY 40 - 3" CAL. MITIGATION 'OCTOBER GLORY' RED MAPLE TREE JUNIPERUS CONFERTA JUN BLUE PACIFIC JUNIPER 194 1 GAL. 4' O.C. GROUNDCOVER 'BLUE PACIFIC' LAGERSTROEMIA INDICA 'SARAH'S SARAH'S FAVORITE CANOPY TREE, DATE 10 - 2" CAL. MUHLENBERGIA CAPILLARIS 02/04/2026 PUBLIX COMMENTS FAVORITE' CRAPE MYRTLE MULTI-STEM MUH 'WHITE CLOUD' MUHLY 82 1 GAL. 4' O.C. GROUNDCOVER 10/30/2025 MASTER DEVELOPMENT SUBMITTAL COMMENTS 'WHITE CLOUD' # REVISIONS TOTAL: 145 LAN LANTANA CAMARA 'NEW GOLD' 'NEW GOLD' LANTANA 78 1 GAL. 4' O.C. GROUNDCOVER TREE SCHEDULE NOTES: 1. CONTRACTOR TO VERIFY ALL TREE QUANTITIES. IF TREE QUANTITIES ON PLAN DIFFER FROM PLANT LIST QUANTITIES, THEN QUANTITIES ILLUSTRATED ON PLAN SHALL GOVERN. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING ALL APPLICABLE LOCAL, STATE & FEDERAL RULES & GUIDELINES. 15" O.C. 3. LOWER LIMBS OF ALL SHADE TREES SHALL BE REMOVED TO CLEAR TRUNK HEIGHT OF 6' AS TREE GROWTH ALLOWS. SMALL ORNAMENTAL TREE LIR LIRIOPE MUSCARI LIRIOPE 475 4" POTS GROUNDCOVER MAY RETAIN THEIR LOWER LIMBS, BUT MUST BE PLANTED WITH CONSIDERATION OF VISIBILITY AND TRAFFIC FLOW. 4. ALL PLANTING BEDS AND MULCHED AREAS ARE TO RECEIVE SHREDDED HARDWOOD MULCH (DARK IN COLOR) IN ALL SHRUB & TREE BEDS AND LANDSCAPE ISLANDS ON-SITE, AND PINESTRAW ON ALL SLOPES AND LANDSCAPE AREAS ALONG PERIMETER OF SITE, UNLESS OTHERWISE SPECIFIED BY OWNER OR OWNER'S REPRESENTATIVE. APPLY 3-INCH MINIMUM THICKNESS OF MULCH OVER ENTIRE SURFACE OF PLANTING AREA, WITH FINISH LEVEL ADJACENT TO FINISH GRADES. LIR2 LIRIOPE MUSCARI 'VARIEGATA' VARIEGATED LIRIOPE 650 4" POTS 15" O.C. GROUNDCOVER 5. ALL MULTI-STEMMED TREES SHALL HAVE 3 CANES MINIMUM AND EACH TRUNK MUST BE 1" CALIPER MINIMUM. SOD CYNODON DACTYLON HYBRID BERMUDA - - - SOD PLANT SCHEDULE NOTES: PLANT CODE LANDSCAPE PLAN - A 1. CONTRACTOR TO VERIFY ALL PLANT QUANTITIES. IF PLANT QUANTITIES ON PLAN DIFFER SHEET TITLE FROM PLANT LIST QUANTITIES, THEN QUANTITIES ILLUSTRATED ON PLAN SHALL GOVERN. CODE DESCRIPTION 2. CONTRACTOR TO CALCULATE ALL SOD & SEED, AND PEA GRAVEL SQUARE FOOTAGES. CAL. TRUNK CALIPER DATE 3. PLANTINGS SHALL BE INSTALLED AS SHOWN ON THE PLANS. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING ALL APPLICABLE LOCAL, STATE & GAL. GALLON CONTAINER 12/09/2025 FEDERAL RULES & GUIDELINES. B&B BALLED & BURLAPPED PROJECT NUMBER SS SINGLE STEMMED TRUNK MS MULTI-STEMMED TRUNK 22293 FWF FULL & WELL FORMED SHEET NUMBER SCALE: 1" = 30' O.C. ON CENTER 30 0 30 60 90 FEET LA-1 Page 151 of 344 SCOTTS HILL LOOP ROAD PUBLIX R/W - WIDTH VARIES 27 26 W W F WM SS G 175 LIR2 F AVOID OBSTRUCTING VISIBILITY TOW THE SS SS s SS W SS SS W SS P F 28 s MONUMENT SIGN. F 11 LAN F 12 30 F W MATCHLINE G F P P W F SOD W MONUMENT SIGN SS F 27 F 29 SS 26 SS F W SS F SS P SOD SS SS F SS W P W SS G 27 F SS 30 W CO W LA-1 CO SS CO CO 30 CO SS CO F CO CO W F W W F P F F F F 30' POWERLINE EASEMENT F F 27 28 F s 30 F F P W W 125 LIR 125 LIR2 175 LIR SS P 8 JUN 14 JUN 12 JUN W 125 LIR2 3 MUH G 175 LIR P F SS 6 JUN P W F W W 27 G P 27 W F F P SS SOD F s F W W CO G W CO 20 JUN29 7 LAN 7 LAN P F F 29 P F F W 7 LAN 7 JAS 6 JAS 6 JAS G W W T P F SS F W T 7 JAS T F P F T SEE CIVIL PLANS FOR P G 27 W W W PERMANENT STABILIZATION 30' POWERLINE EASEMENT F F F20 F F F F 20F F F F F F F F F F F F F F F F F F F F F F F F F F (SEEDING, MULCH, ETC). P 29 W 29 P G W SS W 10 F W F P P 3131 3 LOM 29 G W 30 W W F 5 JUN P F P SS W OUTLOT - 1 28 G W W 1.51 ACRES F P 16 JUN F W 9 JUN P 19 MITIGATION TREES (3" CAL) TO 9 JUN CO NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 3 LAN 5 LAN 5 LAN G P F W W BE PROVIDED AT TIME OF W F 4 JAS 30 9 JUN 9 JUN 3 JAS SS P 29 OUTLOT DEVELOPMENT 31 W G P 4 JAS 4 LAN F W W SEE CIVIL PLANS F W 15' A-1 BUFFER P FOR PERMANENT P 30 LIMITS OF G CO F 29 STABILIZATION SS W W F DISTURBANCE 30 (SEEDING, 30 9 JUN P P W MULCH, ETC). G F 3 MUH F W W W 32 P 3 JUN P G F SS W 31 F 31 P W 20 20 31 W 31 P W F G P F CO 32 W W W 33 10 7 JAS P SS F 30' POWERLINE G P F W 32 32 10 JUN EASEMENT W W 20 JUN P P F W G F 3 JAS 3 JAS 7 JAS 6 LAN 34 SS 10' B-1 BUFFER W W 3 MUH 3 LOM 3 MUH P 06/02/2026 W P F 31 3 LOM 5 MUH G 33 F 33 33 CO 32 5 LAN W P W W P SOD F 35 G F SS W P W W 5 JUN P F F 5 G W P 34 G G W W G G G G G G G G G G G G G G G G G T 7 LAN 5 LOM T F 17 JUN F P 33 G W 8 JUN 36 P 34 34 F W W SS SS SS SOD F MONUMENT SIGN SOD SS 3 MUH P W W G P F F T W W W W W W W W W W 175 LIR2 W W 11 12 12 P P W W 8" DDC BFP F G 11 LAN CO CO CO W F 37 W W W P P P T P P P W P P P P P P P P P P P P P P P P P W P P P P P P P P P P P P P P P W P P P P P P P P P W W W W W IN VAULT SS W W W W W W 15' A-1 BUFFER W W W WM WM WM W F G T W W WM F W F W W W W W W SS SS W W W W SS W W G W W SS W SS SS SS SS W W SS W SS SS W SS W SS W W SS W W W W W W W W W W 2" DOM. WATER LINEW FOR W W s W W W 89 SHA 30 LOM W W OUTLOT AND 1-1/2" METER PROPERTY LINE W SS G W W W W W W W W W & 2" RPZBFP 59 MUH 30' POWERLINE EASEMENTT W W W W W W W W W W W W W W W W W W W W W W W LIMITS OF DISTURBANCE 4' WOOD FENCE PER CIVIL PLANS W G T W SS G W G (803) 254-8987 W SS W G W G SS W G W US HIGHWAY 17 PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 1400 PICKENS STREET, 5TH FLOOR FOR: TREE SCHEDULE PLANT SCHEDULE SCOTTS HILL LOOP ROAD PUBLIX SYM. BOTANICAL NAME COMMON NAME QTY. HT. SIZE REMARKS SYM. CODE BOTANICAL NAME COMMON NAME QTY. SIZE SPACING REMARKS CANOPY TREE, JAS TRACHELOSPERMUM ASIATICUM ASIAN JASMINE 57 1 GAL. 4' O.C. GROUNDCOVER QUERCUS NUTTALLII NUTTALL OAK 47 - 3" CAL. MITIGATION TREE EVERGREEN SHA ILEX GLABRA 'SHAMROCK' SHAMROCK INKBERRY HOLLY 118 3 GAL. 4' O.C. SHRUB CANOPY TREE, QUERCUS LYRATA OVERCUP OAK 48 - 3" CAL. MITIGATION TREE DESCRIPTION ORNAMENTAL LOM LOMANDRA LONGIFOLIA 'BREEZE' BREEZE DWARF MAT RUSH 52 1 GAL. 4' O.C. GRASS CANOPY TREE, ACER RUBRUM OCTOBER GLORY 40 - 3" CAL. MITIGATION 'OCTOBER GLORY' RED MAPLE TREE JUNIPERUS CONFERTA JUN BLUE PACIFIC JUNIPER 194 1 GAL. 4' O.C. GROUNDCOVER 'BLUE PACIFIC' LAGERSTROEMIA INDICA 'SARAH'S SARAH'S FAVORITE CANOPY TREE, DATE 10 - 2" CAL. MUHLENBERGIA CAPILLARIS 02/04/2026 PUBLIX COMMENTS FAVORITE' CRAPE MYRTLE MULTI-STEM MUH 'WHITE CLOUD' MUHLY 82 1 GAL. 4' O.C. GROUNDCOVER 10/30/2025 MASTER DEVELOPMENT SUBMITTAL COMMENTS 'WHITE CLOUD' # REVISIONS TOTAL: 145 LAN LANTANA CAMARA 'NEW GOLD' 'NEW GOLD' LANTANA 78 1 GAL. 4' O.C. GROUNDCOVER TREE SCHEDULE NOTES: 1. CONTRACTOR TO VERIFY ALL TREE QUANTITIES. IF TREE QUANTITIES ON PLAN DIFFER FROM PLANT LIST QUANTITIES, THEN QUANTITIES ILLUSTRATED ON PLAN SHALL GOVERN. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING ALL APPLICABLE LOCAL, STATE & FEDERAL RULES & GUIDELINES. 15" O.C. 3. LOWER LIMBS OF ALL SHADE TREES SHALL BE REMOVED TO CLEAR TRUNK HEIGHT OF 6' AS TREE GROWTH ALLOWS. SMALL ORNAMENTAL TREE LIR LIRIOPE MUSCARI LIRIOPE 475 4" POTS GROUNDCOVER MAY RETAIN THEIR LOWER LIMBS, BUT MUST BE PLANTED WITH CONSIDERATION OF VISIBILITY AND TRAFFIC FLOW. 4. ALL PLANTING BEDS AND MULCHED AREAS ARE TO RECEIVE SHREDDED HARDWOOD MULCH (DARK IN COLOR) IN ALL SHRUB & TREE BEDS AND LANDSCAPE ISLANDS ON-SITE, AND PINESTRAW ON ALL SLOPES AND LANDSCAPE AREAS ALONG PERIMETER OF SITE, UNLESS OTHERWISE SPECIFIED BY OWNER OR OWNER'S REPRESENTATIVE. APPLY 3-INCH MINIMUM THICKNESS OF MULCH OVER ENTIRE SURFACE OF PLANTING AREA, WITH FINISH LEVEL ADJACENT TO FINISH GRADES. LIR2 LIRIOPE MUSCARI 'VARIEGATA' VARIEGATED LIRIOPE 650 4" POTS 15" O.C. GROUNDCOVER 5. ALL MULTI-STEMMED TREES SHALL HAVE 3 CANES MINIMUM AND EACH TRUNK MUST BE 1" CALIPER MINIMUM. SOD CYNODON DACTYLON HYBRID BERMUDA - - - SOD PLANT SCHEDULE NOTES: PLANT CODE LANDSCAPE PLAN - B 1. CONTRACTOR TO VERIFY ALL PLANT QUANTITIES. IF PLANT QUANTITIES ON PLAN DIFFER SHEET TITLE FROM PLANT LIST QUANTITIES, THEN QUANTITIES ILLUSTRATED ON PLAN SHALL GOVERN. CODE DESCRIPTION 2. CONTRACTOR TO CALCULATE ALL SOD & SEED, AND PEA GRAVEL SQUARE FOOTAGES. CAL. TRUNK CALIPER DATE 3. PLANTINGS SHALL BE INSTALLED AS SHOWN ON THE PLANS. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING ALL APPLICABLE LOCAL, STATE & GAL. GALLON CONTAINER 12/09/2025 FEDERAL RULES & GUIDELINES. B&B BALLED & BURLAPPED PROJECT NUMBER SS SINGLE STEMMED TRUNK MS MULTI-STEMMED TRUNK 22293 FWF FULL & WELL FORMED SHEET NUMBER SCALE: 1" = 30' O.C. ON CENTER 30 0 30 60 90 FEET LA-2 Page 152 of 344 2. THE LANDSCAPE ARCHITECT WILL PROVIDE WRITTEN DOCUMENTATION OF THE FINAL WALK-THROUGH LANDSCAPE CONTRACTOR NOTES AND ACCEPTANCE VIA EMAIL TO THE OWNER, CONTRACTOR, AND INSTALLER. 1. LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR OBTAINING THE LATEST, CURRENT SET OF PLANS & 3. THE INSTALLER WILL BE HELD RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH RE-INSPECTING WORK SPECIFICATIONS PRIOR TO BIDDING AND INSTALLATION. ANY AND ALL BID QUESTIONS, INCLUDING BUT THAT IS NOT SUBSTANTIALLY COMPLETE AT THE TIME OF THE FINAL WALK-THROUGH. (2 MIN.) 2"X2"X5' WOODEN STAKES TO AVOID WIND NOT LIMITED TO QUESTIONS REGARDING PLANT SELECTIONS, SIZES/QUANTITIES, AVAILABILITY, USDA TIP-OUT. DRIVE AT AN ANGLE TO A DEPTH OF 4" TO 3/4 INCH DIAMETER RUBBER HOSE, BLACK 6" DEEPER THAN ROOTBALL & DRAW TO VERTICAL. HARDINESS ZONES, PLAN DISCREPANCIES, ETC., MUST BE SUBMITTED THROUGH THE GENERAL IN COLOR, LENGTH SUFFICIENT TO EXTEND PLACE STAKES AS LOW AS POSSIBLE, BUT NO PAST THE TRUNK AT LEAST 6 INCHES. CONTRACTOR TO THE OWNER-APPOINTED BID REPRESENTATIVE. DO NOT CONTACT THE LANDSCAPE HIGHER THAN 2/3 THE HEIGHT OF THE TREE. ARCHITECT DIRECTLY PRIOR TO THE BID BEING AWARDED. AFTER THE BID HAS BEEN AWARDED, TREE PROTECTION FENCING NOTES 12 GAUGE GALVANIZED, MULTI-STRING, MULCH, MIN. 3" THICK. KEEP 2" AWAY FROM TRUNK. WIDE, SOFT, FLEXIBLE MATERIAL MANUFACTURED FOR THE TWISTED WIRE FOR TREE ANCHORING. CONTACT RLR LANDSCAPE ARCHITECT WITH ANY PLAN-RELATED QUESTIONS AND TO VERIFY MOST INSTALL 3' DIAMETER CIRCULAR MULCH BED PURPOSE OF TREE ANCHORING. EXAMPLES: WOVEN AROUND TREES IN LAWN AREAS. POLYPROPYLENE WEBBING OR RUBBER STRIPS WITH CURRENT APPROVED LANDSCAPE PLANS PRIOR TO INSTALLATION. 1. ALL TREE PROTECTION DEVICES ARE TO BE INSTALLED PRIOR TO THE START OF LAND DISTURBANCE, STANDARD SURVEYOR'S PLASTIC FLAGGING GROMMETS FOR WIRE ATTACHMENT. AND MUST REMAIN IN FUNCTIONING CONDITION UNTIL COMPLETION OF THE PROJECT OR UNTIL THE TAPE, WHITE, 6" LONG. FORM 3" HIGH WATER RING ONLY IF TREES ARE TO MULCH, 3" TO 4" DEEP. KEEP 2" AWAY FROM TRUNK. BE HAND WATERED WITH A HOSE. DESTROY AFTER 2. THE PROJECT SPECIFICATIONS ARE A PART OF THESE PLANS AND SHALL BE CONSULTED BY THE CERTIFICATE OF OCCUPANCY IS ISSUED. TREE WRAP, IF NECESSARY. ONE GROWING SEASON. GALVANIZED-STEEL WIRE APPROPRIATE FOR TREE LANDSCAPE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTING ALL WORK AS ANCHORING. FORM 4" EARTH SAUCER. TOPSOIL PER DEPTHS REQUIRED IN SPECIFICATIONS. SPECIFIED ON THE PLANS AND IN THE SPECIFICATIONS. 2. ALL TREE PROTECTION FENCING SHALL CONFORM TO LOCAL MUNICIPALITY REQUIREMENTS. TRUNK FLARE & TOP OF ROOTBALL SHOULD BE 1 1.5" TO 2" ABOVE GRADE IN WELL-DRAINED SLOPE 1 2:1 MAX SCARIFY BOTTOM AND SIDES OF PLANTING PIT. SOILS, UP TO 4" ABOVE GRADE IN POORLY EXCAVATE CIRCULAR PLANTING PITS WITH SIDES SLOPING 3. LANDSCAPE CONTRACTOR SHALL VERIFY ALL PLANT QUANTITIES SHOWN ON PLANS AND IN PLANT 3. NO PARKING, STORAGE, OR OTHER CONSTRUCTION SITE ACTIVITIES ARE TO OCCUR WITHIN TREE DRAINED SOILS. DO NOT COVER TOP OF INWARD AT A 45-DEGREE ANGLE. EXCAVATIONS WITH 1 ROOTBALL WITH SOIL. VERTICAL SIDES ARE NOT ACCEPTABLE. SCARIFY SIDES EXISTING SLOPE 2:1 MAX SLOPE 1 2:1 MAX SCHEDULE PRIOR TO BIDDING AND BEGINNING WORK. QUANTITIES SHOWN ON PLANS (VERSUS IN PROTECTION AREAS. OF PLANTING PIT SMEARED OR SMOOTHED DURING PLANT SCHEDULE) TAKE PRECEDENCE. IF A DISCREPANCY IS FOUND DURING BIDDING, CONTRACTOR EXCAVATION. USE PLANTING SOIL / TOPSOIL FOR BACKFILL. PLACE (3 MIN.) 2"X2" PRESSURE TREATED WOODEN STAKES. REMOVE ALL STRAPPING. 4. TREE PROTECTION FENCING TO BE INSPECTED DAILY, AND REPAIRED OR REPLACED AS NEEDED. PLANTING TABLETS IN EACH PLANTING PIT WHEN IT TOP OF STAKE 6" ABOVE GRADE. SHALL NOTIFY THE OWNER-APPOINTED BID REPRESENTATIVE. IF A DISCREPANCY IS FOUND AFTER BIDS MINIMUM 6" BETWEEN ROOTBALL & STAKES. 1 IS APPROXIMATELY ONE-HALF FILLED. REMOVE TOP 3 OF BURLAP & WIRE BASKET. HAVE BEEN AWARDED, CONTACT THE LANDSCAPE ARCHITECT PRIOR TO BEGINNING OR CONTINUING FIRMLY TAMP SOIL AROUND ROOTBALL BASE SET ROOTBALL ON SOLID GROUND. WORK. 5. TREE PROTECTION AREAS ARE TO BE PROTECTED FROM SEDIMENTATION. REMOVE ALL STRAPPING. REMOVE BURLAP & WIRE SO THAT THE ROOTBALL DOES NOT SHIFT. BASKET FROM TOPS OF ROOTBALL AND FROM SIDES, BUT DO NOT REMOVE FROM UNDER ROOTBALL. COMPACTED SUBGRADE. COMPACTED SUBGRADE. 4. PRIOR TO CONSTRUCTION, THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL ENSURE THAT ROOTBALL SITS ON UNDERGROUND UTILITIES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE UNDISTURBED BASE SOIL TO PREVENT WORK. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY AND ALL DAMAGE TO SEED AND SOD NOTES NOTES: SETTLING. 1. SET STAKES WITHIN MULCH BED OF TREE. NOTES: UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC., WHICH OCCURS AS A RESULT OF THE 2. PLACE STAKES AT EQUAL DISTANCES AROUND TREE. 1. PLANT TREE WITH 1.5" TO 2" OF ROOTBALL ABOVE FINISHED GRADE. LANDSCAPE CONSTRUCTION. 1. SATISFACTORY SEEDED TURF: AT THE END OF THE MAINTENANCE PERIOD, A HEALTHY, UNIFORM, NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 3. REFER TO SPECIFICATIONS FOR MORE DETAILED INFORMATION ABOUT TREE PLANTING 2. SET STAKES AT EQUAL DISTANCES AROUND TREE. CLOSE STAND OF GRASS MUST BE ESTABLISHED, FREE OF WEEDS AND SURFACE IRREGULARITIES, STANDARDS. 3. PLACE MULCH AND WATER TREE THOROUGHLY AFTER PLANTING. 4. FLAG ALL GUY WIRES WITH SURVEYOR'S TAPE. 4. PLANTING PIT SHALL BE TWICE THE DIAMETER OF THE ROOTBALL. 5. THERE SHALL BE NO ADDITIONS, SUBSTITUTIONS, OR DELETIONS TO THESE PLANS WITHOUT PRIOR WITH COVERAGE EXCEEDING 90% DENSITY OVER ANY 10 SQUARE FEET AND BARE SPOTS NOT 5. PLANTING PIT SHALL BE APPROXIMATELY 2X THE DIAMETER OF THE ROOTBALL. 5. FLAG ALL GUY WIRES WITH SURVEYOR'S TAPE. EXCEEDING 5 BY 5 INCHES. 6. REMOVE STAKING MATERIALS AFTER ROOTS HAVE ESTABLISHED (AS EARLY AS A FEW 7. WEED BARRIER TO BE INSTALLED IN ALL MULCHED LANDSCAPE AREAS. INSTALL PER MANUFACTURER'S APPROVAL FROM THE LANDSCAPE ARCHITECT. LANDSCAPE CONTRACTOR SHALL SUBMIT ALL MONTHS), BUT NO LONGER THAN ONE GROWING SEASON. RECOMMENDATIONS. PROPOSED CHANGES IN WRITING TO THE RLR LANDSCAPE ARCHITECT. 7. WEED BARRIER TO BE INSTALLED IN ALL MULCHED LANDSCAPE AREAS. INSTALL PER 2. SATISFACTORY SODDED TURF: AT THE END OF THE MAINTENANCE PERIOD, A HEALTHY, WELL-ROOTED, MANUFACTURER'S RECOMMENDATIONS. 6. ALL TREES & PLANTS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT, THE OWNER, OR EVEN-COLORED, VIABLE TURF MUST BE ESTABLISHED, FREE OF WEEDS, OPEN JOINTS, BARE AREAS, TREE PLANTING DETAIL THE OWNER'S REPRESENTATIVE BEFORE, DURING, AND AFTER INSTALLATION, AND MUST BE REPLACED AND SURFACE IRREGULARITIES. TREE PLANTING DETAIL TREE ON SLOPE BY THE LANDSCAPE CONTRACTOR WITH ACCEPTABLE PLANT MATERIAL. APPROVAL OF TREES & TREES 2" CALIPER AND LESS PLANTS AT THE NURSERY DOES NOT ALTER THE RIGHT OF REJECTION AT THE PROJECT SITE. 3. USE SPECIFIED MATERIALS TO RE-ESTABLISH TURF THAT DOES NOT COMPLY WITH REQUIREMENTS AND CONTINUE MAINTENANCE UNTIL TURF IS SATISFACTORY. NONE NONE 7. ALL TREES MUST BE STAKED AS SHOWN IN THE DETAILS, UNLESS THE LOCAL MUNICIPALITY REQUIRES OTHERWISE. LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ALL STAKING AND GUYING AFTER ONE GROWING SEASON. 8. WARRANTY: THE LANDSCAPE CONTRACTOR SHALL PROVIDE A WARRANTY FOR ALL PLANT MATERIALS (TREES, SHRUBS, GROUNDCOVER, TURF, ETC.) FOR A PERIOD OF ONE (1) YEAR FROM THE DATE OF FINAL PROJECT ACCEPTANCE, WHICHEVER IS LONGER. THE LANDSCAPE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS BEFORE THE END OF THE WARRANTY PERIOD. THIS INCLUDES REPLACING ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES. ALL REPLACEMENT MATERIAL SHALL BE OF THE SAME SPECIES, QUANTITY, SIZE, AND MEETING ALL PLANT LIST 06/02/2026 SPECIFICATIONS. 9. MAINTENANCE: PROVIDE FULL MAINTENANCE BY SKILLED EMPLOYEES OF THE LANDSCAPE FENCE LOCATION: AT LIMITS OF CRITICAL 4' HIGH BRIGHT ORANGE SAFETY NETTING CONTRACTOR. BEGIN MAINTENANCE IMMEDIATELY AFTER TREES, PLANTS AND TURF ARE INSTALLED ROOT ZONE (CRZ) OR OUTER PERIMETER OF OR EQUIVALENT. AND CONTINUE UNTIL PLANTINGS ARE ACCEPTABLY HEALTHY AND WELL-ESTABLISHED, BUT FOR NOT BRANCHES, AS REQUIRED BY MUNICIPALITY. 3" WATER RING, TREE SAVE SIGNAGE, AS REQUIRED BY ONLY IF NECESSARY. MULCH, 3"-4" THICK. LESS THAN THE WARRANTY PERIOD LISTED ABOVE. LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE MUNICIPALITY. FOR COORDINATING MAINTENANCE SCHEDULE WITH THE OWNER AND/OR THE SITE PROPERTY WOOD OR METAL STAKE. WEED BARRIER EXCAVATE CIRCULAR PLANTING PITS MANAGER. USE TOPSOIL FOR BACKFILL. BACKFILL WITH SIDES SLOPING INWARD AT A AROUND ROOTBALL IN LAYERS, TAMPING 45-DEGREE ANGLE. SCARIFY SIDES 10.MAINTENANCE COSTS: ALL MAINTENANCE COSTS SHALL BE INCLUDED IN THE OVERALL BASE BID TO SETTLE SOIL AND ELIMINATE VOIDS OF PLANTING PIT SMEARED OR AND AIR POCKETS. WHEN PLANTING PIT IS SMOOTHED DURING EXCAVATION. 4' PRICING WITH A BREAKOUT AMOUNT PROVIDED. INCLUDE BREAKOUT AMOUNT IN CONTRACTOR'S 2" MAX APPROX. 1/2 FILLED, WATER THOROUGHLY BEFORE PLACING REMAINDER OF COMPACTED SUBGRADE. SCHEDULE OF VALUES. BACKFILL. 2' ENSURE THAT ROOTBALL SITS ON 11.MAINTENANCE SCOPE: MAINTAIN AND ESTABLISH TURF, PLANTS, AND TREES BY WATERING, UNDISTURBED BASE SOIL TO PREVENT SETTLING. FERTILIZING, WEEDING, MOWING, TRIMMING, REPLANTING, AND PERFORMING OTHER OPERATIONS AS 6' O.C. (TYP.) REQUIRED TO ESTABLISH HEALTHY, VIABLE TURF, PLANTS, AND TREES. NOTES: 1. ENSURE THAT ROOT FLARE IS VISIBLE AT TOP OF ROOTBALL ACCORDING TO ANSI Z60.1. NOTES: 2. CAREFULLY REMOVE ROOTBALL FROM CONTAINER WITHOUT DAMAGING ROOTBALL OR PLANT. 1. NO VEHICLES OR CONSTRUCTION MATERIALS ARE TO BE STORED WITHIN FENCE AREA. 12. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE INSTALLATION AND USE OF 3. PLANTING PIT SHALL BE AT LEAST 12" WIDER THAN ROOT SPREAD. 2. TREE PROTECTION FENCING SHALL BE ERECTED PRIOR TO COMMENCEMENT OF SITE WORK. 1 ALL NECESSARY IRRIGATION SYSTEMS (NEW SYSTEM, TIE-IN TO EXISTING SYSTEM, ETC.) WITH THE 3. ALL TREE PROTECTION FENCE MUST BE ACCOMPANIED BY "KEEP OUT" OR "TREE SAVE" SIGNAGE. 4. REMOVE AT LEAST THE TOP 3 OF BURLAP FROM BALLED & BURLAPPED SHRUBS. 5. WEED BARRIER TO BE INSTALLED IN ALL MULCHED LANDSCAPE AREAS. INSTALL PER 4. PROVIDE 4" DEEP WOOD CHIP MULCH OVER UNPROTECTED ROOT ZONE. OWNER AND THE SITE PROPERTY MANAGER. SEE IRRIGATION PLANS AND SPECIFICATIONS MANUFACTURER'S RECOMMENDATIONS. 5. MAKE CLEAN CUTS ON ROOTS EXPOSED BY GRADING, AND BACKFILL IMMEDIATELY. (DESIGN-BUILD) FOR FURTHER INFORMATION ON CONTRACTOR'S RESPONSIBILITIES, REQUIRED 6. PROVIDE TEMPORARY IRRIGATION WHERE PRACTICAL AND FEASIBLE. WARRANTY & MAINTENANCE, TRAINING SESSIONS, ETC. SHRUB PLANTING DETAIL TREE PROTECTION DETAIL NONE PLANTING PLAN NOTES NONE 1. ALL CONSTRUCTION SHALL CONFORM TO CITY, COUNTY, STATE, AND FEDERAL REQUIREMENTS. 2. THESE PLANS ARE SCHEMATIC AND DUE TO THE NATURE OF CONSTRUCTION, SLIGHT FIELD (803) 254-8987 MODIFICATIONS MAY BE NECESSARY. ANY DEVIATIONS FROM THE ORIGINAL PLANS SHOULD BE NOTED ON THE AS-BUILT DRAWINGS. FIELD ADJUSTMENTS MAY ALSO BE REQUIRED IF ANY EXISTING LANDSCAPING IS TO REMAIN, AND SHOULD BE WORKED OUT AT THE PRE-INSTALLATION CONFERENCE IF GRASSED AREA. CURB & GUTTER. AT ALL POSSIBLE. CONTACT THE LANDSCAPE ARCHITECT WITH QUESTIONS. TOPSOIL. ASPHALT CAR, PAVING. SUBSOIL. PROPOSED TYPICAL 3. AMERICAN STANDARD FOR NURSERY STOCK (ANSI Z60.1-2004 OR LATEST VERSION) ARE ONLY SHRUB, GUIDELINE SPECIFICATIONS AND SHALL BE CONSIDERED MINIMUM QUALITY REQUIREMENTS FOR ALL TYPICAL PLANTS AND TREES. 4. ALL PLANTS AND TREES MUST COMPLY WITH GENUS, SPECIES, VARIETY, AND CULTIVAR INDICATED ON DRAWINGS, AND WITH ANSI Z60.1, (INCLUDING A DOMINANT CENTRAL LEADER FOR ALL SHADE TREES). PROVIDE WELL-SHAPED, FULLY BRANCHED, HEALTHY, VIGOROUS STOCK, DENSELY FOLIATED WHEN IN PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 1400 PICKENS STREET, 5TH FLOOR FOR: LEAF AND FREE OF DISEASE, PESTS, EGGS, LARVAE, AND DEFECTS SUCH AS KNOTS, SUN SCALD, SCOTTS HILL LOOP ROAD PUBLIX MULCH, 3"-4" DEPTH. CURB & GUTTER. INJURIES, ABRASIONS, AND DISFIGUREMENT. ASPHALT PAVING. 5. SIZES INDICATED IN THE PLANT AND TREE SCHEDULES ARE CONSIDERED THE MINIMUM ACCEPTABLE WEED BARRIER SIZES. THIS APPLIES TO BOTH HEIGHT AND CONTAINER SIZE, IF BOTH ARE LISTED. IN THE EVENT THE CONTRACTOR HAS DIFFICULTY MEETING THE STATED MINIMUM SIZES, CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE LANDSCAPE ARCHITECT, PRIOR TO INSTALLATION, FROM THREE (3) PLANT TOPSOIL. NURSERIES OR TREE FARMS INDICATING THE SIZES ARE NOT ACHIEVABLE. SUBSOIL. 6. IF ANY PLANT MATERIAL IS REJECTED BY THE GOVERNING MUNICIPALITY FOR NOT MEETING THE NOTES: MINIMUM SIZES LISTED IN THE PLANT AND TREE SCHEDULES, IT IS THE CONTRACTOR'S RESPONSIBILITY 1. GRASS SHALL BE INSTALLED FLUSH WITH TOP OF ADJACENT CURB OR SIDEWALK. TO PAY FOR AND REPLACE SAID MATERIAL AS NECESSARY IN ORDER TO GET FINAL APPROVAL. 2. WEED BARRIER TO BE INSTALLED IN ALL MULCHED LANDSCAPE AREAS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. CURB & GUTTER 7. ROOT BALL DIAMETERS & DEPTHS SHALL COMPLY WITH THE MINIMUM SIZES AS LISTED IN ANSI Z60.1. ROOT BALL DEPTHS SHALL BE MEASURED FROM THE TOP OF THE BALL, WHICH IN ALL CASES SHALL BEGIN AT THE ROOT FLARE. ROOT FLARE SHALL BE VISIBLE BEFORE PLANTING. THE TOP OF ALL SHRUB PLANTING LOCATION WHEN ADJACENT TO HEAD-IN PARKING DESCRIPTION MULCH & LAWN AT CURB ROOT-BALLS SHALL BE 1.5 TO 2 INCHES ABOVE GRADE IN WELL-DRAINED SOILS, AND UP TO 4 INCHES NONE ABOVE GRADE IN POORLY DRAINED SOILS. DO NOT COVER THE TOP OF THE ROOT BALL WITH SOIL. NONE 8. PRIOR TO MULCHING, CLEAN AREA OF WEED GROWTH AND DEBRIS AND TREAT PLANTING AREAS WITH PRE-EMERGENT WEED KILLER, APPLIED ACCORDING TO THE MANUFACTURER'S DIRECTIONS. 9. ALL PLANTING BEDS AND MULCHED AREAS ARE TO RECEIVE SHREDDED HARDWOOD MULCH (DARK IN COLOR) IN ALL SHRUB & TREE BEDS AND LANDSCAPE ISLANDS ON-SITE, AND PINESTRAW ON ALL SLOPES AND LANDSCAPE AREAS ALONG PERIMETER OF SITE, UNLESS OTHERWISE SPECIFIED BY OWNER OR OWNER'S REPRESENTATIVE. APPLY 3-INCH MINIMUM THICKNESS OF MULCH OVER ENTIRE SURFACE OF PLANTING AREA, WITH FINISH LEVEL ADJACENT TO FINISH GRADES. 10. ALL TREES NOT LOCATED WITHIN SHRUB BEDS SHALL RECEIVE MULCH TO THE DEPTH SPECIFIED IN A 3' DIAMETER MULCH BED AROUND THE CENTER OF THE TRUNK. KEEP MULCH A MINIMUM OF 2 INCHES DATE AWAY FROM THE TREE TRUNK TO AVOID COLLAR ROT. 10/30/2025 MASTER DEVELOPMENT SUBMITTAL COMMENTS 11. ALL DISTURBED LANDSCAPE AREAS NOT SHOWN TO BE SODDED, SEEDED OR MULCHED, SHALL RECEIVE # GRASS SEED / PERMANENT SEEDING PER CIVIL ENGINEERING PLANS, UNLESS OTHERWISE SPECIFIED REVISIONS 3/4 INCH DIAMETER RUBBER HOSE, BLACK MULCH, MIN. 3" THICK. KEEP 2" AWAY FROM TRUNK. BY OWNER OR OWNER'S REPRESENTATIVE. ADDITIONAL SEEDING OR SODDING BEYOND PROPERTY IN COLOR, LENGTH SUFFICIENT TO EXTEND INSTALL 3' DIAMETER CIRCULAR MULCH BED PAST THE TRUNK AT LEAST 6 INCHES. AROUND TREES IN LAWN AREAS. LINES (I.E. RIGHT-OF-WAY AND/OR ADJACENT PROPERTIES) MAY BE REQUIRED. CONSULT OWNER OR OWNER'S REPRESENTATIVE FOR SITE SPECIFIC LIMITS. FORM 3" HIGH WATER RING ONLY IF TREES ARE TO 12 GAUGE GALVANIZED, MULTI-STRING, BE HAND WATERED WITH A HOSE. DESTROY AFTER TWISTED WIRE FOR TREE ANCHORING. ONE GROWING SEASON. STANDARD SURVEYOR'S PLASTIC FLAGGING (3 MIN.) 2"X2" WOODEN STAKES, LONG ENOUGH FOR TAPE, WHITE, 6" LONG. SECURE GRIP IN SUBGRADE. ANGLE STAKES 20-30 PRE-INSTALLATION CONFERENCE TREE WRAP, IF NECESSARY. DEGREES OFF VERTICAL. TRUNK FLARE & TOP OF ROOTBALL SHOULD BE TOPSOIL PER DEPTHS REQUIRED IN SPECIFICATIONS. 1. LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR CONDUCTING A PRE-INSTALLATION 1.5" TO 2" ABOVE GRADE IN WELL-DRAINED CONFERENCE AT THE PROJECT SITE OR VIA PHONE. SOILS, UP TO 4" ABOVE GRADE IN POORLY EXCAVATE CIRCULAR PLANTING PITS WITH SIDES SLOPING DRAINED SOILS. DO NOT COVER TOP OF INWARD AT A 45-DEGREE ANGLE. EXCAVATIONS WITH ROOTBALL WITH SOIL. VERTICAL SIDES ARE NOT ACCEPTABLE. SCARIFY SIDES 2. ATTENDEES: LANDSCAPE INSTALLER, LANDSCAPE ARCHITECT OR DESIGNER OF RECORD, OF PLANTING PIT SMEARED OR SMOOTHED DURING USE PLANTING SOIL / TOPSOIL FOR BACKFILL. PLACE CONTRACTOR, AND IRRIGATION DESIGNER AND INSTALLER IF AN IRRIGATION SYSTEM IS REQUIRED FOR PLANTING TABLETS IN EACH PLANTING PIT WHEN IT EXCAVATION. IS APPROXIMATELY ONE-HALF FILLED. THE PROJECT. FIRMLY TAMP SOIL AROUND ROOTBALL BASE SO THAT THE ROOTBALL DOES NOT SHIFT. REMOVE ALL STRAPPING. REMOVE BURLAP & WIRE 3. NOTIFY THE OWNER AT LEAST 1 WEEK IN ADVANCE OF THE SCHEDULED PRE-INSTALLATION BASKET FROM TOPS OF ROOTBALL AND FROM SIDES, COMPACTED SUBGRADE. BUT DO NOT REMOVE FROM UNDER ROOTBALL. CONFERENCE FOR THEIR ELECTIVE PARTICIPATION. ENSURE THAT ROOTBALL SITS ON UNDISTURBED BASE SOIL TO PREVENT NOTES: SETTLING. 4. LANDSCAPE ARCHITECT WILL RECORD AND DISTRIBUTE MEETING MINUTES VIA EMAIL TO ALL 1. SET STAKES WITHIN MULCH BED OF TREE. 2. PLACE STAKES AT EQUAL DISTANCES AROUND TREE. ATTENDEES AND OWNER. 3. REFER TO SPECIFICATIONS FOR MORE DETAILED INFORMATION ABOUT TREE PLANTING STANDARDS. 4. FLAG ALL GUY WIRES WITH SURVEYOR'S TAPE. 5. PLANTING PIT SHALL BE APPROXIMATELY 2X THE DIAMETER OF THE ROOTBALL. 6. REMOVE STAKING MATERIALS AFTER ROOTS HAVE ESTABLISHED (AS EARLY AS A FEW AS-BUILT DRAWINGS (IF REQUESTED BY OWNER) MONTHS), BUT NO LONGER THAN ONE GROWING SEASON. 7. WEED BARRIER TO BE INSTALLED IN ALL MULCHED LANDSCAPE AREAS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 1. LANDSCAPE CONTRACTOR SHALL PROVIDE AS-BUILT DRAWINGS INDICATING ANY CHANGES IN SPECIES, SIZE, AND LOCATION ON-SITE. LANDSCAPE NOTES & DETAILS SHEET TITLE TREE PLANTING DETAIL 2. LANDSCAPE CONTRACTOR SHALL NOTIFY THE GENERAL CONTRACTOR OR THE LANDSCAPE ARCHITECT TREES LARGER THAN 2" CALIPER WHEN ALL LANDSCAPING HAS BEEN INSTALLED. DATE NONE 3. PRIOR TO FINAL ACCEPTANCE, THE AS-BUILT DRAWINGS MUST BE CERTIFIED BY THE LANDSCAPE 12/09/2025 ARCHITECT WHO CREATED THE ORIGINAL LANDSCAPE DRAWINGS. PROJECT NUMBER FINAL INSPECTIONS 22293 1. LANDSCAPE CONTRACTOR SHALL COORDINATE A WALK-THROUGH / INSPECTION OF THE COMPLETE SHEET NUMBER PROJECT TO ALLOW THE LANDSCAPE ARCHITECT TO CERTIFY THE WORK MEETS ALL CONTRACT REQUIREMENTS. LA-3 Page 153 of 3441" EC FOR MONITORING PIV (VERIFY LOCATION IN FIELD). ROUTE TO FACP IN BUILDING. COORDINATE APPROXIMATE LOCATION OF UTILITY WITH PUBLIX'S FIELD REPRESENTATIVE. COMPANY PAD MOUNTED TRANSFORMER. 208Y/120V,3Ø, 4-WIRE. VERIFY EXACT LOCATION IN FIELD. NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 SEE PUBLIX'S PLANS FOR FEEDER SIZES. COORDINATE STUB-UP LOCATION WITH PUBLIX. VICINITY MAP WET POND N CABLE CABINET. SEE BUILDING PLANS. SEE BUILDING PLANS PROPOSED STORE FOR SERVICE SIZES. 1" EC WITH PULL CORD FROM HPA TO SITE UTILITY NOTES SCOTTS HILL LOOP TELEPHONE PUBLIX'S ELECTRICAL ROOM FOR CABINET. SEE MONITORING OF PARKING LOT LIGHTING BUILDING PLANS. CONTROLS. VERIFY EXACT STUB-UP APPROXIMATE LOCATION OF UTILITY 1. UTILITIES EXIST WHICH ARE NOTE SHOWN ON THE PLANS. THE CONTRACTOR LOCATION WITH PUBLIX'S FIELD SHALL BE RESPONSIBLE FOR CONTACTING ALL UTILITY COMPANIES HAVING COMPANY PAD MOUNTED REPRESENTATIVE PRIOR TO ROUGH-IN. TRANSFORMER. 208Y/120V,3Ø, 4-WIRE UTILITIES WITHIN OR ADJACENT TO THE WORK AREA. THE CONTRACTOR SHALL VERIFY EXACT LOCATION IN FIELD. HAVE UTILITIES FILED LOCATED AND COORDINATED WITH UTILITY COMPANIES 05/26/2026 PUBLIX R/W - WIDTH T TO HAVE THEM RELOCATED WHEN NECESSARY OR ADAPTED FOR TIE-INS. HPA ROAD PANEL FOR LIFT STATION. 208Y/120V,3Ø, 4-WIRE. VERIFY EXACT LOAD WITH LIFT STATION DESIGNER. SHOPS VARIES PROVIDE 4#3/0,2-1/2C" FROM TRANSFORMER. VERIFY EXACT LOCATION IN FIELD. METER GROUP AND MAKE ALL CONNECTIONS NECESSARY IN LIFT STATION. MAIN DISCONNECTS. SEE BUILDING PLANS. 10' SITE ELECTRICAL NOTES HPA-22,24,26,28 SIGN. SEE DETAIL. 1. REFER TO CIVIL PLANS FOR NAMES/ADDRESSES OF OWNER AND UTILITIES. REFER TO CIVIL PLANS FOR TYPES OF PAVING. 2. PROVIDE FUSE HOLDER IN HANDHOLE OF POLE. SECURE HANDHOLE COVER. J VAN FUSE HOLDER SHALL BE BUSSMAN "TRON" No. HEB-JK WITH WEATHERPROOF (2) 2" SCH. PVC 40 CONDUITS, BOOT AND 20 AMP "KTK" FUSE FOR EACH UNGROUNDED CONDUCTOR. 1 WITH PULL CORD, FROM SECURELY TAPE OVER COMPLETE HOLDER TO INSULATE FROM METAL PARTS. ELECTRICAL PANELS. STUB AT GRAB IN HANDHOLE. 3. PROVIDE #12 AWG INSULATED WIRING FROM FUSE HOLDER TO FIXTURE. PROVIDE #12 GROUND FROM POLE BASE GROUND LUG TO FIXTURE HOUSING AND GROUND METAL PARTS. 4. PROVIDE PERMANENT WEATHERPROOF LABELS FOR ALL ELECTRICAL EQUIPMENT. SEE SPECIFICATIONS. 5. TRENCHING AND/OR DUCT WORK SHALL NOT EXTEND BEYOND PROPERTY LINES EXCEPT FOR UTILITY CONNECTIONS. VAN 6. TRANSFORMER PADS SHALL BE IN ACCORDANCE WITH UTILITY COMPANY (2) 4" SCH. 40 PVC CONDUITS, WITH PULL CORD, REQUIREMENTS AND SHALL BE LOCATED TO MEET UTILITY COMPANY (803) 254-8987 ROUTED TO TELEPHONE COMPANY'S DESIGNATE CLEARANCES. LOCATION IN RIGHT-OF-WAY. COORDINATE ROUTING, LOCATION, AND ALL OTHER REQUIREMENTS, WITH 7. BALANCE LIGHTING LOADS ON CIRCUITS ACCORDING TO QUANTITIES AND THE TELEPHONE COMPANY FIELD REPRESENTATIVE FEEDER DISTANCES. ALTERNATE ON PHASES THROUGHOUT THE RUN FOR PRIOR TO CONSTRUCTION. EACH BRANCH CIRCUIT. 8. ALL WIRE AND CABLE SHALL BE COPPER. UNDERGROUND CONDUIT SHALL BE SCH. 40 PVC AT 2'-6" BELOW GRADE WITH EQUIPMENT GROUND CONDUCTOR EXCEPT AS OTHERWISE NOTED. OVERSIZE WIRING, WHERE INDICATED, IS UTILIZED FOR VOLTAGE DROP PURPOSES. 9. REFER TO BUILDING ELECTRICAL PLANS FOR SOURCE PANELS, CIRCUITS, AND CONTROLS RELATING TO SITE LIGHTING AND PYLON SIGNS. 2) 4" SCH. 40 PVC CONDUITS, WITH PULL CORD, ROUTED TO CABLE COMPANY'S DESIGNATE 10. COORDINATE THE WORK SHOWN ON THIS PLAN WITH UTILITIES AND OTHER CONDUITS SHALL BE IN LOCATION IN RIGHT-OF-WAY. COORDINATE ROUTING, TRADES TO AVOID INTERFERENCE AND TO ASSURE A SUITABLE INSTALLATION. SEPERATE TRENCHES. 1400 PICKENS STREET, 5TH FLOOR COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC SCOTTS HILL LOOP ROAD SHOPS LOCATION, AND ALL OTHER REQUIREMENTS, WITH ADDITIONAL COST TO THE OWNER WILL NOT BE ALLOWED FOR FAILURE TO FOR: THE CABLE COMPANY FIELD REPRESENTATIVE COORDINATE. PRIOR TO CONSTRUCTION. 11. ALL OPEN CONDUIT ENDS SHALL BE SEALED UNTIL USED. PROVIDE PULL CORD HPA-14,16,18,20 IN EMPTY CONDUIT. 12. REFER TO ELECTRICAL BUILDING PLANS FOR STUB UP LOCATIONS OF CONDUITS FOR LOW VOLTAGE SYSTEMS. #4 4" SCH. 40 PVC CONDUIT, WITH PULL CORD, ROUTED TO HPA-33,35,37 J PUBLIX'S DATA COMPANY'S DESIGNATE LOCATION IN SIGN. SEE DETAIL. RIGHT-OF-WAY. COORDINATE ROUTING, LOCATION, AND ALL OTHER REQUIREMENTS, WITH THE DATA COMPANY (3) HOT BOXES. 120V, 1Ø, FIELD REPRESENTATIVE PRIOR TO CONSTRUCTION. DESCRIPTION 1.5kW. VERIFY EXACT LOCATION IN FIELD. J (2) 3" SCH. 40 PVC CONDUITS, WITH PULL CORD, ROUTED TO TELEPHONE COMPANY'S DESIGNATE LOCATION IN RIGHT-OF-WAY. COORDINATE ROUTING, LOCATION, AND ALL OTHER REQUIREMENTS, WITH THE TELEPHONE COMPANY FIELD REPRESENTATIVE PRIOR TO CONSTRUCTION. PUBLIX COMMENTS DATE US HIGHWAY 04/10/2026 # 1 17 REVISIONS TO (4) 20A/1P/120V/1-POLE CIRCUIT BREAKERS IN HOUSE PANEL. (3) CIRCUITS SHALL BE CONTROLLED VIA CONTACTOR. 30/2/NF/WP 3#12, #12G, 3/4"C. GFCI RECEPTACLE WITH SPRING LOADED COVER. CONNECT 30/2/NF/WP RECEPTACLE TO ONE PHASE AND NEUTRAL (NOT CONTACTOR WP CONTROLLED). N 1 ELECTRICAL SITE PLAN 1E7.1 1" = 40'-0" TO SIGN. 2#12, #12G, 1/2"C. 3#12, #12G, 3/4"C. SHEET TITLE PYLON TO SIGN. ELECTRICAL SITE PLAN C:\Users\SWalker\Documents\Revit2026\22293 SHOPS Elect R26_bald dude.rvt SIGN 2#12, #12G, 1/2"C DATE 05/27/2026 PROJECT NUMBER 22293 SHEET NUMBER 2 SIGN DETAIL 1E7.1 NOT TO SCALE 5/26/2026 12:19:33 PM 1E7.1 Page 154 of 344 O3B-T4W-1 O3B-T4W-1 O3B-T4W-1 O3B-T4W-1 O3B-T4W-1 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 O3B-T3-1 #10 WET POND HPA-53,55 PROPOSED STORE O4B-T5-3 SCOTTS HILL LOOP #10 O4A-T4W-1 HPA-54,56 HPA-50,52 05/26/2026 PUBLIX R/W - WIDTH T ROAD #10 SHOPS VARIES O3B-T3-1 O4A-T4W-1 10' #10 O4A-T4W-1 O4A-T4W-1 PROVIDE POSITIVE ATTACHMENT BRACKET BY GROUND CONNECTION LUMINAIRE MANUFACTURER. HPA-49,51 VAN FROM FIXTURE TO POLE HPA-41,43 #10 TO GROUND. LUMINAIRE. SEE FIXTURE SCHEDULE. #10 #10 HPA-58,60 POLE. SEE FIXTURE SCHEDULE. HPA-30,32 O4A-T4W-1 O4B-T5-3 O4B-T5-3 O4B-T5-3 O4B-T5-3 2 #8 O3B-T3-1 PROVIDE FUSE BLOCK IN HANDHOLE. HANDHOLE WITH GASKETED COVER VAN BUSH ENDS OF CONDUIT. HPA-42,44 HPA-38,40 (803) 254-8987 HPA-34,36 #8 O3A-T5-2 #8 O3A-T5-2 O3A-T5-2 O3A-T5-2 #8 FINISHED GRADE. HPA-45,47 #2 BARE COPPER GROUND WIRE #10 2'-0" MIN. 2'-0" MIN. CADWELD CONNECTION 3/4" x 10' COPPER WELD GROUND ROD (LIGHTNING PROTECTION) O4B-T5-3 PVC SCHEDULE 40 CONDUIT HPA-57,59 PER POLE MANUFACTURER'S INSTRUCTIONS GALVANIZED RIGID STEEL TO 1400 PICKENS STREET, 5TH FLOOR COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC SCOTTS HILL LOOP ROAD SHOPS SCH. 40 PVC COUPLING FOR: #10 GALVANIZED RIGID STEEL O3A-T5-2 CONDUIT LARGE RADIUS 90° ELL. O3A-T5-2 O3A-T5-2 HPA-46,48 1 NOTES: 1. POLE MANUFACTURER SHALL CONFIRM BURIAL DEPTH BASED ON GEOTECHNICAL REPORT. O3A-T5-1 O4A-T3-1 O4A-T3-1 O4A-T3-1 O4A-T3-1 2 #10 DIRECT BURIED POLE BASE DETAIL 1E7.2 NOT TO SCALE DESCRIPTION O3B-T3-1 SITE COORDINATION PUBLIX COMMENTS DATE 04/10/2026 US HIGHWAY 03/12/2026 # 2 1 17 REVISIONS LIGHTING FIXTURE SCHEDULE (SITE ELECTRICAL PLAN) TYPE DESCRIPTION MANUFACTURER CATALOG NUMBER LUMENS WATTAGE O3A-T5-1 AREA LIGHT, LED, POLE MOUNTED, TYPE 5 LUMARK PRV-XL-PA3A-740-U-T5WQ 25453 lm 172 VA DISTRIBUTION, 4000K, DARK BRONZE. SITE LIGHTING FIXTURE SCHEDULE NOTES O3A-T5-2 AREA LIGHT, LED, (2) HEADS POLE MOUNTED AT LUMARK (2) PRV-XL-PA3A-740-U-T5WQ 25453 lm 172 VA 180-DEGREES, TYPE 5 DISTRIBUTION, 4000K, DARK BRONZE. 1. PROVIDE MOUNTING ARMS AS NECSSARY FOR POLE. COLOR TO MATCH POLE / LIGHTING FIXTURE. O3B-T3-1 AREA LIGHT, LED, POLE MOUNTED, TYPE 3 LUMARK PRV-XL-PA3B-740-U-T3 30527 lm 234 VA DISTRIBUTION, 4000K, DARK BRONZE. O3B-T4W-1 AREA LIGHT, LED, POLE MOUNTED, TYPE 4 LUMARK PRV-XL-PA3B-740-U-T4W 30161 lm 234 VA DISTRIBUTION, 4000K, DARK BRONZE. O4A-T3-1 AREA LIGHT, LED, POLE MOUNTED, TYPE 3 LUMARK PRV-XL-PA4A-740-U-T3 33932 lm 245 VA 1 ELECTRICAL SITE PLAN - LIGHTING DISTRIBUTION, 4000K, DARK BRONZE. 1E7.2 1" = 40'-0" O4A-T4W-1 AREA LIGHT, LED, POLE MOUNTED, TYPE 4 LUMARK PRV-XL-PA4A-740-U-T4W 33525 lm 245 VA SITE LIGHTING POLE SPECIFICATION DISTRIBUTION, 4000K, DARK BRONZE. SHEET TITLE O4B-T5-3 AREA LIGHT, LED, POLE MOUNTED AT LUMARK PRV-XL-PA4B-740-U-T5 40868 lm 303 VA ELECTRICAL SITE PLAN - LIGHTING C:\Users\SWalker\Documents\Revit2026\22293 SHOPS Elect R26_bald dude.rvt 120-DEGREES, TYPE 5 DISTRIBUTION, 4000K, POLE, PARKING AREA: DATE DARK BRONZE. ROUND TAPERED, CONCRETE, DIRECT BURIED POLE, WITH LIGHTING FIXTURES 30'-0" ABOVE FINISHED GRADE. BRONZE FINISH. PROVIDE HAND HOLE WITH COVER, AND POLE TOP SUITABLE FOR FIXTURE BRACKET ARM. POLES, WITH FIXTURES, SHALL BE DESIGNED FOR 100 MPH WINDS PLUS 1.3 GUSTS. POLE MANUFACTURER SHALL DETERMINE 05/27/2026 OVERALL POLE LENGTH.. PROJECT NUMBER FUSEHOLDER: PROVIDE PER INSTRUCTIONS AND NOTES THIS SHEET. 22293 ORIENTATION: ORIENT POLES AND FIXTURES AS SHOWN ON PLANS / DETAILS. SHEET NUMBER 5/26/2026 12:19:34 PM 1E7.2 Page 155 of 344 CALCULATION SUMMARY Label Units Avg Max Min Avg/Min Max/Min 1 - OVERALL Fc 4.05 15.7 0.1 40.50 157.00 2 - PUBLIX PARKING Fc 6.30 12.9 3.2 1.97 4.03 3 - FRONT ENTRANCE Fc 4.59 5.6 3.1 1.48 1.81 4 - SIDE ENTRANCE Fc 3.30 8.3 1.3 2.54 6.38 5 - REAR Fc 4.65 12.1 2.4 1.94 5.04 5 - SIDE DRIVE Fc 5.15 8.3 2.7 1.91 3.07 Luminaire Schedule Symbol Qty Arrangement Tag Luminaire Lumens 1 Single O3A-T5-1 25453 7 Back-Back O3A-T5-2 25453 5 Single O3B-T4W-1 30161 4 Single O3B-T3-1 30527 5 Single O4A-T4W-1 33525 5 SINGLE OA 5819 7 SINGLE E10 3760 5 SINGLE E11 15668 4 SINGLE O4A-T3-1 33932 6 3 @ 120 DEGREES O4B-T5-3 40868 CALCULATION SUMMARY Label Units Avg Max Min Avg/Min Max/MinPHOTOMETRIC PLAN DISCLAIMER 1 - OVERALL Fc 4.05 15.7 0.1 40.50 157.00 6.30 12.9 3.2 1.97 4.03PHOTOMETRIC VALUES ARE A COMPUTER GENERATED PREDICATION OF THE AMOUNT OF LIGHT FOR 2 - PUBLIX PARKING Fc THIS SPECIFIC PROJECT. THIS PREDICTION DOES NOT TAKE INTO ACCOUNT SITE ELEVATIONS, OR 3 - FRONT ENTRANCE Fc 4.59 5.6 3.1 1.48 1.81CHANGES IN GRADE. IT IS BASED ON THE SPECIFIC FIXTURES LISTED IN THE LUMINAIRE SCHEDULE. OTHER FACTORS THAT CAUSE ACTUAL LIGHT LEVELS TO DIFFER FROM THE LIGHT LEVELS PREDICTED 4 - SIDE ENTRANCE Fc 3.30 8.3 1.3 2.54 6.38INCLUDE, BUT ARE NOT LIMITED TO, ELECTRICAL SUPPLY, EQUIPMENT TOLERANCES, INSTALLATION Fc 4.65 12.1 2.4 1.94 5.04DETAILS, THERMAL FACTORS, OBSTRUCTIONS, AND OTHER FACTORS BEYOND THE DESIGNER'S 5 - REAR CONTROL. TREES HAVE BEEN INCLUDED IN THE MODEL AND ARE A PART OF THE CALCULATIONS. 5 - SIDE DRIVE Fc 5.15 8.3 2.7 1.91 3.07 0.6 0.5 0.4 0.3 0.3 0.4 0.6 0.7 0.9 1.0 1.0 1.0 1.0 1.0 0.9 0.6 0.3 0.1 0.1 PHOTOMETRIC PLAN NOTES 0.2 0.8 1.1 1.7 1.4 0.9 0.1 0.4 0.2 0.2 0.4 0.5 0.9 1.5 2.0 1.4 0.2 0.6 0.3 0.7 0.7 0.8 0.5 1.6 2.2 2.2 1.7 1.4 1.3 1.4 0.8 0.3 0.1 0.1 Luminaire Schedule Symbol Qty Arrangement Tag Luminaire Lumens 1 Single O3A-T5-1 25453 7 Back-Back O3A-T5-2 25453 5 Single O3B-T4W-1 30161 3.7 3.7 2.9 2.2 2.1 2.2 1.6 0.7 0.4 0.3 1. ALL SITE LIGHTING FIXTURES TO BE MOUNTED AT 30'-0" ABOVE FINISHED GRADE. SEE SITE 4 Single O3B-T3-1 30527 2.2 2.2 1.5 0.9 1.0 1.1 1.2 1.2 1.3 0.5 1.5 2.3 3.0 2.7 1.7 1.3 1.3 0.9 1.5 1.4 1.1 0.4 2.8 3.1 2.8 1.6 1.7 1.9 2.1 2.1 2.0 2.1 2.7 5 Single O4A-T4W-1 33525 5 SINGLE OA 5819 7 SINGLE E10 3760 5 SINGLE E11 15668 4 SINGLE O4A-T3-1 33932 ELECTRICAL PLAN FOR MORE INFORMATION. 6 3 @ 120 DEGREES O4B-T5-3 40868 O3B-T4W-1 1.3 2.3 3.3 3.3 2.8 2.5 2.6 2.8 2.9 2.9 2.9 0.2 2.6 3.2 3.7O3B-T4W-13.5 3.1 2.9 3.1 3.3 3.3 3.2 3.1 3.2 3.6 3.8 3.6 3.2 3.2 3.5 3.6 3.7 3.7 3.6 4.1 4.4O3B-T4W-14.5 4.2 3.9 3.8 3.9 3.0 0.5 0.9 0.6 A. POLES SHALL BE CONCRETE, DIRECT-BURIED. SEE SITE ELECTRICAL PLANS. O3B-T4W-1 O3B-T4W-1 O3B-T4W-1 O3B-T4W-1O3B-T4W-1 4.4 3.9 3.4 3.1 3.3 3.4 3.4 3.4 3.3 3.5 4.0 4.7 4.0 3.4 3.1 3.2 3.3 3.4 3.5 3.7 4.4 5.2 5.4 4.8 4.3 4.3 4.3 3.3 0.5 0.3 0.2 2.0 2.4 2.7 3.3 3.8 4.0 3.7 3.2 3.2 3.3 3.2 3.2 3.2 3.1 3.1 3.7 2. REFER TO BUILDING PLANS AND PUBLIX'S FOR MORE INFORMATION AND MOUNTING HEIGHTS FOR 2.2 2.6 2.8 3.4 4.0 4.3 3.7 3.3 3.3 3.2 3.1 3.0 3.1 3.1 3.1 3.4 3.7 3.4 3.1 3.0 3.3 3.8 4.6 5.3 6.0 5.4 5.1 4.8 4.0 3.3 3.1 3.1 3.1 3.3 3.4 3.7 4.1 4.9 5.2 5.0 4.7 4.5 4.3 3.3 1.8 1.2 0.8 THE FOLLOWING LIGHTING FIXTURE TYPES: A. PUBLIX'S PLANS - E10, E11 1.6 2.3 2.8 3.0 3.2 3.7 4.0 3.8 3.4 3.3 3.4 3.5 3.8 4.0 4.2 4.7 5.3 5.6 5.9 5.2 4.7 4.5 4.7 5.4 5.8 8.7 6.6 6.2 6.8 6.3 5.1 4.9 4.9 4.9 4.8 5.0 5.2 5.7 6.2 6.6 6.4 5.6 5.0 4.8 3.9 2.2 1.3 0.8 E10 3. LIGHTING FIXTURE TYPES E10 AND E11 ARE PROVIDED BY PUBLIX'S CONTRACTOR. SHOWN FOR 3.7 3.4 3.5 4.0 5.2 6.3 6.4 7.1 9.0 8.5 9.1 8.8 8.3 7.7 6.2 8.9 8.5 8.1 9.1 8.8 9.1 8.6 8.8 7.6 7.3 7.4 7.6 7.2 6.7 5.9 5.4 4.5 3.3 1.7 0.9 2.0 2.6 2.9 3.2 3.6 4.1 4.2 4.0 REFERENCE ONLY. O3B-T4W-1O3B-T4W-1 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 1.7 2.6 3.0 3.2 3.4 3.6 3.7 3.7 3.6 3.5 3.5 3.5 4.0 5.3 9.3 7.7 10.112.211.510.510.611.39.9 7.8 12.89.7 10.811.811.911.212.111.59.7 7.6 8.2 8.8 7.5 7.4 6.5 5.7 4.5 3.4 1.8 0.9 E10 4. SEE SITE ELECTRICAL PLANS AND BUILDING PLANS FOR MORE INFORMATION OF ALL OTHER 3.4 3.3 3.2 3.3 3.6 4.7 11.77.2 8.3 12.210.08.4 10.08.8 9.6 8.4 11.19.7 8.7 10.511.410.79.8 10.79.8 5.8 11.010.88.6 8.3 6.4 4.9 3.7 2.6 1.5 0.9 1.6 1.1 3.4 3.4 3.4 3.5 3.6 3.6 3.5 E11 E11 E11 E11 LIGHTING FIXTURE TYPES. E10 1.0 3.8 4.0 3.8 3.7 3.6 3.5 3.5 3.3 3.2 3.2 3.0 2.9 2.7 3.1 10.3 E1014.915.711.39.4 6.1 4.1 3.4 2.0 1.3 0.8 E10 3.7 4.3 4.3 4.4 4.2 4.0 3.8 3.6 3.5 3.4 3.3 3.2 3.1 3.0 2.8 3.1 1.7 9.2 8.2 5.7 3.9 3.4 1.2 1.3 0.7 3.6 4.8 4.2 4.2 4.7 5.0 4.5 4.1 3.8 3.7 3.7 3.7 3.6 3.4 3.2 2.9 3.2 2.0 11.59.4 5.8 3.8 3.4 2.2 1.4 0.4 O3B-T3-1O3B-T3-1 E11 2.0 4.0 4.1 3.7 4.5 5.0 5.1 4.7 4.3 4.1 4.1 4.2 4.2 4.1 3.9 3.5 3.2 3.0 2.9 13.79.1 5.5 3.6 3.3 2.5 1.7 0.6 WET POND 3.8 4.0 4.3 4.8 5.4 5.0 4.5 4.4 4.4 4.6 4.7 4.8 4.7 4.4 4.0 3.6 3.4 5.2 15.47.6 5.1 3.5 3.2 2.4 2.0 0.6 0.4 0.3 0.2 0.2 1.3 2.7 E10 1.5 3.0 3.7 4.1 4.4 5.1 5.1 4.5 4.3 3.6 4.7 5.0 5.3 5.5 5.4 5.0 4.6 4.0 3.9 8.9 11.96.9 5.0 3.6 3.3 3.1 2.0 0.7 0.4 0.3 0.2 0.2 E10 1.6 2.5 3.0 3.5 3.9 4.5 4.5 4.3 4.1 4.2 4.5 5.0 5.5 5.9 4.2 4.2 3.9 5.2 4.5 4.4 11.2 7.9 6.0 4.8 3.7 3.4 3.2 2.2 0.9 0.5 0.4 0.3 0.2 PROPOSED STORE 1.4 1.9 2.4 2.7 3.0 3.3 3.7 3.8 3.6 3.8 4.1 4.7 5.3 5.8 6.8 5.3 2.7 6.5 5.6 4.9 4.7 7.4 4.9 5.2 4.9 4.1 3.7 3.8 2.9 1.3 0.1 0.4 0.3 0.2 SCOTTS HILL LOOP ROAD O4B-T5-3 1.5 1.3 2.2 2.4 2.5 2.6 2.8 1.4 3.2 3.2 2.8 4.0 4.7 5.4 6.2 7.9 9.7 9.2 7.2 5.9 5.1 4.8 4.7 1.6 2.2 3.6 4.4 5.0 4.8 4.6 4.9 4.0 2.4 0.9 0.4 0.3 0.2 SCOTTS HILL LOOP O4B-T5-3 O4A-T4W-1 O4A-T4W-1 1.6 1.9 2.1 2.5 2.7 2.6 2.4 2.5 1.6 2.7 2.9 3.4 4.0 4.6 5.4 6.3 7.7 9.3 9.1 7.2 6.1 5.4 4.8 3.7 1.7 2.3 3.2 4.1 4.9 5.3 5.4 5.8 4.6 2.9 0.1 0.5 0.3 0.3 1.5 2.2 2.3 2.4 2.8 3.9 4.2 4.3 4.7 4.7 5.1 4.6 3.9 3.8 4.4 5.1 6.3 8.0 9.8 9.8 8.8 8.8 7.0 4.7 3.3 1.8 2.4 3.3 4.1 3.7 5.2 5.3 5.7 4.5 2.4 1.0 0.4 0.3 0.3 PUBLIX R/W - WIDTH VARIES 0.6 0.2 2.7 2.8 2.8 3.2 6.5 5.4 6.1 9.0 6.6 5.9 3.8 3.4 3.9 4.6 5.8 8.3 10.313.211.213.18.1 4.3 3.1 2.0 2.7 3.5 4.2 4.7 5.0 5.2 5.5 4.0 1.5 0.8 0.5 0.3 0.3 05/26/2026 PUBLIX R/W - WIDTH OAOA OA 0.2 2.3T 3.2 3.2 3.4 3.7 7.5 7.5 OA 9.4 7.1 3.7 2.8 2.2 2.9 3.7 4.4 4.7 5.0 5.5 5.7 3.8 1.2 0.5 0.3 0.3 0.3 T OA OA OA ROAD 1.4 2.9 3.4 3.2 3.5 4.3 8.3 9.2 OA 9.0 7.8 3.5 2.7 2.4 3.1 3.9 4.6 5.0 3.0 5.7 6.0 4.1 0.7 0.4 0.5 0.4 0.4 2.1 4.1 3.3 3.1 3.6 4.4 7.7 6.3 SHOPS 8.9 8.1 3.1 2.6 2.6 3.4 4.1 4.9 5.6 5.7 6.3 6.8 2.6 1.6 1.0 0.6 0.4 0.4 VARIES O3B-T3-1O3B-T3-1 2.4 4.3 3.4 3.3 3.7 4.5 6.0 4.0 9.5 6.3 2.9 2.4 2.8 3.6 4.4 5.3 6.3 6.5 7.1 7.5 4.6 2.7 1.1 0.6 0.4 0.4 O4A-T4W-1O4A-T4W-1 OA 10' 0.6 0.7 0.5 3.6 3.8 3.6 4.0 4.2 3.6 2.2 OA 9.9 5.7 2.9 2.8 3.2 3.9 4.8 5.6 6.5 6.8 7.6 7.8 5.8 3.0 0.5 0.4 0.5 0.3 1.3 1.6 0.3 1.7 1.6 1.9 2.8 3.0 2.7 1.5 0.8 3.7 3.7 4.0 4.1 2.8 1.9 6.4 4.5 2.4 2.9 10' 3.6 4.4 5.3 6.0 6.7 6.6 7.1 7.3 4.9 2.4 0.7 0.8 0.5 0.5 O4A-T4W-1 2.3 2.1 1.9 3.0 3.8 3.9 3.7 3.8 3.2 1.8 6.1 4.7 2.6 3.0 4.1 4.9 5.8 6.6 6.9 6.6 6.7 6.7 4.4 1.6 0.7 0.6 0.6 0.5 0.5 0.5 0.7 1.1 1.3 1.6 1.9 2.4 2.7 2.8 3.2 3.8 O4A-T4W-14.2 0.6 2.9 0.6 0.7 0.9 1.0 1.1 1.1 1.2 1.3 1.5 1.8 2.1 2.5 2.7 3.3 4.3 4.7 4.1 3.5 3.4 3.5 3.2 2.8 2.8 3.4 3.6 3.9 3.7 3.6 3.3 3.0 2.2 2.4 2.6 2.9 3.1 3.3 3.5 3.5 3.5 3.4 3.3 2.9 2.8 3.3 4.7 4.2 3.5 3.5 4.7 5.4 6.3 6.9 7.3 7.0 7.4 7.3 4.8 1.4 0.9 0.9 0.7 0.4 0.4 0.6 0.8 1.1 1.3 1.3 1.4 1.3 1.3 1.4 1.6 1.7 2.0 2.3 2.5 2.9 3.6 3.9 3.6 3.3 3.3 3.4 3.4 3.3 3.4 4.0 4.2 4.1 3.9 3.7 2.8 3.2 3.2 2.9 3.2 3.5 3.8 4.2 4.4 4.4 4.4 4.2 4.1 4.0 4.0 4.0 4.3 4.5 4.6 4.6 4.8 4.6 4.6 4.4 4.1 4.0 3.9 3.9 3.9 4.0 5.4 6.2 7.0 7.5 8.0 7.6 8.1 7.6 5.9 3.4 1.5 0.9 0.7 0.6 O4A-T4W-1O4A-T4W-1 4.5 5.0 5.2 5.4 5.2 5.2 5.0 4.8 4.7 4.7 4.9 5.2 5.3 5.6 5.6 5.6 5.4 5.3 5.0 4.8 4.6 4.5 4.7 5.0 5.1 5.5 5.8 5.8 5.8 5.7 5.6 5.4 5.3 5.2 5.4 5.6 5.8 5.9 6.8 7.3 7.7 7.9 8.3 7.7 8.0 7.4 5.9 3.0 1.0 0.7 0.5 0.5 0.3 0.4 0.6 0.9 1.3 1.6 1.8 1.8 1.7 1.6 1.6 1.6 1.5 1.6 1.8 2.1 2.6 3.3 4.0 4.1 3.5 3.2 3.2 3.2 3.3 3.4 3.7 4.3 4.6 4.4 4.2 3.8 3.5 3.5 3.5 3.6 3.9VAN4.2 0.2 0.3 0.4 0.6 0.9 1.3 1.9 2.4 2.6 2.3 2.1 1.9 1.8 1.6 1.4 1.4 1.5 1.9 2.4 2.8 3.2 3.4 3.4 3.2 3.1 3.1 3.2 3.5 4.1 4.9 5.1 4.7 4.2 3.9 3.7 3.8 3.8 4.0 4.4 5.0 5.3 5.9 6.2 6.3 6.2 6.0 5.8 5.6 5.3 5.3 5.5 5.9 6.2 6.5 6.7 6.6 6.3 6.1 5.8 5.4 5.3 5.2 5.4 5.7 6.0 6.4 6.8 6.9 6.9 6.7 6.5 6.2 6.1 6.0 6.3 6.5 6.7 7.3 7.8 8.0 8.2 8.2 8.1 7.2 7.2 6.8 4.8 2.6 1.6 1.1 0.8 0.6 0.2 0.3 0.4 0.6 0.9 1.4 2.0 2.8 3.2 3.3 2.8 2.6 2.3 2.0 1.5 1.2 1.1 1.2 1.6 1.9 2.2 2.5 2.7 2.9 3.0 3.0 3.1 3.3 3.3 3.7 4.5 4.7 4.2 3.9 4.0 4.0 4.1 4.2 4.5 4.9 5.5 6.1 6.7 7.2 7.4 7.2 6.8 6.5 6.3 6.1 6.1 6.2 6.6 7.0 7.2 7.8 7.7 7.4 6.9 6.5 6.1 6.0 5.9 6.1 6.4 6.8 7.2 7.8 8.1 8.0 7.6 7.3 7.1 6.9 6.9 7.1 7.5 8.0 8.5 8.8 8.8 8.7 8.3 7.8 7.0 6.6 6.0 4.0 1.7 1.5 1.0 0.8 0.6 O4A-T4W-1 2 3.0 3.2 3.3 3.4 4.0 4.9 5.3 4.7 4.1 4.2 4.2 4.3 4.6 4.9 5.4 6.0 6.6 7.7 9.2 9.4 8.3 7.4 7.1 6.8 6.7 6.7 6.9 7.2 7.7 8.5 9.8 9.8 8.5 7.5 7.0 6.7 6.5 6.2 6.6 7.0 7.4 8.1 9.6 10.59.7 8.5 7.8 7.7 7.6 7.6 7.8 8.2 8.8 10.110.810.18.9 8.3 7.6 7.0 6.4 5.8 3.7 2.0 1.5 1.1 0.9 0.6 0.1 0.2 0.3 0.4 0.6 0.9 1.4 2.0 3.0 3.7 3.5 3.2 3.2 3.0 2.5 0.5 1.0 0.9 0.9 1.1 1.2 1.4 1.6 1.9 2.2 2.5 2.7 O4B-T5-3 O4B-T5-3 O4B-T5-3 O4B-T5-3 0.6 0.2 0.4 0.6 0.8 1.2 1.8 2.6 3.4 3.5 3.3 3.0 3.2 3.0 1.8 1.0 0.7 0.7 0.7 0.8 2.4 2.9 3.2 3.4 3.4 4.0 4.5O4A-T4W-14.8 4.6 3.9 4.3 4.4 4.6 4.7 5.0 5.6 6.2 7.0 8.6 10.8O4B-T5-311.29.3 7.9 7.2 7.2 6.6 6.6 7.2 7.6 8.1 9.5 11.5O4B-T5-311.59.5 8.1 7.3 7.0 6.6 6.7 6.9 7.2 7.5 4.3 10.7O4B-T5-312.210.99.0 8.4 8.1 8.0 8.1 8.2 7.9 9.5 11.2O4B-T5-312.911.39.0 8.2 7.4 6.8 6.1 5.5 3.4 0.8 1.5 1.1 0.8 0.3 0.5 0.7 1.0 1.4 2.1 2.9 3.3 3.1 2.7 3.0 3.7 2.3 0.3 0.6 1.5 1.7 1.9 1.9 0.8 2.9 3.8 4.3 3.5 2.9 2.9 3.3 3.6 4.1 4.7 5.3 6.0 6.9 8.1 9.9 10.08.4 8.0 7.1 6.7 6.1 7.1 7.3 7.7 8.1 9.0 9.9 10.36.8 6.1 7.5 7.1 6.8 6.8 7.0 6.9 5.4 8.0 9.8 10.94.7 8.9 8.4 7.4 8.2 6.2 8.5 8.9 4.8 8.4 11.910.89.0 7.8 7.2 6.4 5.6 5.0 3.5 2.1 0.7 1.1 0.5 0.6 0.6 0.5 0.4 0.3 0.3 0.4 0.6 0.7 0.9 1.0 1.0 1.0 1.0 1.0 0.9 0.6 0.3 0.1 0.1 O3B-T3-1 O3B-T3-1 0.5 0.7 1.0 1.4 2.0 2.6 3.0 3.0 3.1 3.8 3.5 1.6 0.7 0.9 1.0 1.0 1.3 1.8 2.7 2.7 2.3 1.9 1.6 2.3 1.0 3.3 4.2 5.1 4.3 6.6 7.4 8.1 8.0 8.1 7.8 6.9 7.3 7.1 7.1 7.3 7.6 6.1 8.4 8.6 8.6 6.3 7.9 6.0 4.7 7.0 6.9 7.0 4.9 7.0 7.9 8.4 8.8 9.0 8.2 8.31 8.3 8.2 8.3 8.5 8.8 9.2 7.3 9.7 4.9 8.5 7.4 6.8 6.0 5.2 4.4 3.2 1.9 1.5 1.0 0.8 0.6 0.2 0.8 1.1 1.7 1.4 0.9 0.1 0.4 0.2 0.2 0.4 0.5 0.9 1.5 2.0 1.4 0.2 0.6 0.3 0.7 0.7 0.8 0.5 1.6 2.2 2.2 1.7 1.4 1.3 1.4 0.8 0.3 0.1 0.1 0.6 0.8 1.0 1.3 1.7 2.2 2.8 3.0 3.1 3.0 2.2 1.8 2.5 3.3 4.0 4.8 5.6 6.4 7.0 7.3 7.7 7.7 7.5 7.3 5.9 6.9 6.8 7.1 7.4 7.6 7.9 8.0 7.9 7.8 7.5 7.3 5.8 6.7 6.7 6.9 7.2 7.5 7.9 8.2 8.2 8.1 8.1 8.2 8.0 7.9 8.0 8.2 8.3 8.9 9.1 9.0 8.7 8.1 5.8 6.6 5.6 3.9 4.0 2.9 2.0 1.5 1.1 0.8 0.6 2.2 2.2 1.5 0.9 1.0 1.1 1.2 1.2 1.3 0.5 1.5 2.3 3.0 2.7 1.7 1.3 1.3 0.9 1.5 1.4 1.1 0.4 2.8 3.1 2.8 1.6 1.7 1.9 2.1 2.1 2.0 2.1 2.7 3.7 3.7 2.9 2.2 2.1 2.2 1.6 0.7 0.4 0.3 0.7 0.9 1.2 1.5 2.0 2.3 2.2 1.5 1.1 2.0 2.5 3.0 3.8 4.7 5.4 6.1 6.6 7.0 7.2 7.3 7.1 7.0 6.8 6.6 6.6 6.8 7.1 7.3 7.5 7.6 7.6 7.5 7.2 7.0 6.7 6.5 6.4 6.6 6.9 7.2 7.5 7.8 7.9 7.9 7.9 7.9 7.7 7.6 7.8 8.0 8.1 8.5 8.7 8.5 8.3 6.3 7.1 6.3 5.3 4.5 3.6 2.7 1.9 1.4 1.0 0.8 0.6 O3B-T4W-1 VANVAN 1.3 2.3 3.3 3.3 2.8 2.5 2.6 2.8 2.9 2.9 2.9 0.2 2.6 3.2 3.7O3B-T4W-13.5 3.1 2.9 3.1 3.3 3.3 3.2 3.1 3.2 3.6 3.8 3.6 3.2 3.2 3.5 3.6 3.7 3.7 3.6 4.1 4.4O3B-T4W-14.5 4.2 3.9 3.8 3.9 3.0 0.5 0.9 0.6 7.5 7.4 7.5 7.6 8.0 8.2 8.3 8.2 8.0 7.4 6.7 6.0 4.7 4.2 3.4 2.6 1.9 1.3 0.9 0.8 0.6 O3B-T4W-1 0.8 1.0 1.3 1.6 1.6 1.0 0.6 1.9 1.9 2.9 3.5 4.4 5.1 5.7 6.2 6.6 6.8 6.8 6.7 6.6 6.4 6.2 6.2 6.4 6.7 6.9 7.0 7.0 7.1 7.0 6.8 6.6 6.3 6.1 6.1 6.3 6.6 6.8 7.1 7.3 7.5 7.5 7.5 7.3 2.0 2.4 2.7 3.3 3.8 4.0 3.7 3.2 3.2 3.3 3.2 3.2 3.2 3.1 3.1 3.7 4.4 3.9 3.4 3.1 3.3 3.4 3.4 3.4 3.3 3.5 4.0 4.7 4.0 3.4 3.1 3.2 3.3 3.4 3.5 3.7 4.4 5.2 5.4 4.8 4.3 4.3 4.3 3.3 0.5 0.3 0.2 (803) 254-8987 0.7 0.9 1.0 1.1 0.7 0.3 1.8 2.2 2.7 3.3 4.0 4.7 5.3 5.8 6.2 6.4 6.4 6.3 6.1 5.9 5.8 5.8 6.0 6.2 6.4 6.6 6.7 6.7 6.6 6.4 6.1 5.9 5.8 5.7 5.9 6.1 6.4 6.7 7.0 7.1 7.1 7.1 7.0 6.9 7.0 7.1 7.4 7.7 7.9 8.0 8.0 7.7 7.2 6.5 5.7 4.8 4.0 3.2 2.5 1.8 1.3 1.1 0.8 0.6 2.2 2.6 2.8 3.4 4.0 4.3 3.7 3.3 3.3 3.2 3.1 3.0 3.1 3.1 3.1 3.4 3.7 3.4 3.1 3.0 3.3 3.8 4.6 5.3 6.0 5.4 5.1 4.8 4.0 3.3 3.1 3.1 3.1 3.3 3.4 3.7 4.1 4.9 5.2 5.0 4.7 4.5 4.3 3.3 1.8 1.2 0.8 0.6 0.6 0.5 0.3 1.6 1.7 2.5 3.1 3.7 4.3 5.0 5.6 6.1 6.4 6.1 5.9 5.7 5.5 5.4 5.4 5.5 5.7 6.0 6.3 6.5 6.6 6.3 6.0 5.8 5.5 5.4 5.4 5.5 5.7 6.0 6.5 6.9 7.0 6.8 6.7 6.6 6.6 6.7 6.9 7.2 7.5 7.8 8.1 8.3 7.4 7.2 6.4 5.6 4.7 3.8 2.8 2.4 1.9 1.4 1.1 0.8 0.6 1.6 2.3 2.8 3.0 3.2 3.7 4.0 3.8 3.4 3.3 3.4 3.5 3.8 4.0 4.2 4.7 5.3 5.6 5.9 5.2 4.7 4.5 4.7 5.4 5.8 8.7 6.6 6.2 6.8 6.3 5.1 4.9 4.9 4.9 4.8 5.0 5.2 5.7 6.2 6.6 6.4 5.6 5.0 4.8 3.9 2.2 1.3 0.8 E10 0.4 0.3 0.1 1.6 1.9 2.3 2.9 3.5 4.1 4.7 5.4 6.2 6.6 6.1 5.6 5.4 5.2 5.0 5.0 5.2 5.4 5.7 6.1 6.8 6.9 6.3 5.7 5.5 5.2 5.0 5.0 5.2 5.5 5.8 6.4 7.1 7.2 6.8 6.5 6.4 6.4 6.5 6.6 7.1 7.5 7.9 8.5 9.0 8.5 7.4 6.5 5.6 4.7 3.8 2.0 2.4 1.6 1.0 1.1 0.8 0.6 7.1 9.0 8.5 9.1 8.8 8.3 7.7 6.2 8.9 8.5 8.1 9.1 8.8 9.1 8.6 8.8 7.6 7.3 7.4 7.6 7.2 6.7 5.9 5.4 4.5 3.3 1.7 0.9 O3A-T5-2 2.0 2.6 2.9 3.2 3.6 4.1 4.2 4.0 3.7 3.4 3.5 4.0 5.2 6.3 6.4 O3A-T5-2O3A-T5-2 O3A-T5-2O3A-T5-2 O3A-T5-2O3A-T5-2 O3A-T5-2 O3B-T4W-1 1.5 1.8 2.1 2.7 3.2 3.9 4.4 5.1 5.6 6.3 5.8 5.3 5.1 4.9 4.7 4.7 4.7 5.1 5.4 5.8 6.4 6.8 6.0 5.4 5.2 4.9 4.8 4.8 4.9 5.1 5.4 5.9 6.9 6.7 6.5 6.2 6.2 6.2 6.4 6.7 7.1 7.6 8.0 8.7 9.2 8.7 7.5 6.5 5.7 4.8 3.9 3.1 2.4 1.6 1.4 0.9 0.8 0.6 1.7 2.6 3.0 3.2 3.4 3.6 3.7 3.7 3.6 3.5 3.5 3.5 4.0 5.3 9.3 7.7 10.112.211.510.510.611.39.9 7.8 12.89.7 10.811.811.911.212.111.59.7 7.6 8.2 8.8 7.5 7.4 6.5 5.7 4.5 3.4 1.8 0.9 E10 1.4 1.7 2.1 2.6 3.1 3.6 4.1 4.6 5.2 5.4 5.2 4.9 4.8 4.6 4.6 4.5 4.5 4.8 5.0 5.3 5.1 5.8 5.4 4.9 4.9 4.7 4.6 4.6 4.7 4.9 5.2 5.5 6.0 6.2 5.5 5.6 6.0 6.1 6.4 6.7 7.2 7.7 8.1 8.6 8.8 8.4 7.6 6.6 5.8 4.9 3.9 3.0 2.5 1.9 1.5 1.1 0.8 0.6 3.4 3.3 3.2 3.3 3.6 4.7 11.77.2 8.3 12.210.08.4 10.08.8 9.6 8.4 11.19.7 8.7 10.511.410.79.8 10.79.8 5.8 11.010.88.6 8.3 6.4 4.9 3.7 2.6 1.5 0.9 1.6 1.1 3.4 3.4 3.4 3.5 3.6 3.6 3.5 E11 E11 E11 E11 E10 1.1 1.3 2.0 2.5 3.0 3.5 3.9 4.2 4.5 4.7 4.6 4.6 4.6 4.5 4.4 4.4 4.5 4.6 4.7 4.8 4.9 5.0 4.8 4.7 4.6 4.5 4.4 4.4 4.5 4.6 4.9 5.0 5.3 5.5 5.5 5.7 5.8 6.1 6.4 6.6 7.5 8.0 8.4 8.5 8.7 8.4 7.7 6.8 6.1 5.0 4.1 3.2 2.2 2.0 1.4 1.1 0.8 0.6 1.0 3.8 4.0 3.8 3.7 3.6 3.5 3.5 3.3 3.2 3.2 3.0 2.9 2.7 3.1 10.3 E1014.915.711.39.4 6.1 4.1 3.4 2.0 1.3 0.8 E10 1.2 1.6 2.0 2.4 2.9 3.4 3.7 3.9 4.1 3.3 4.4 4.2 4.2 4.4 4.3 4.3 4.3 4.4 4.0 4.5 4.6 4.6 4.5 4.4 4.5 4.4 4.3 4.3 4.4 4.5 4.5 4.8 5.0 5.1 5.2 5.4 5.8 6.1 6.5 7.0 7.7 8.2 8.6 8.9 7.9 8.6 7.9 7.2 6.3 5.2 4.2 3.3 2.6 2.0 1.5 1.1 0.8 0.6 3.7 4.3 4.3 4.4 4.2 4.0 3.8 3.6 3.5 3.4 3.3 3.2 3.1 3.0 2.8 3.1 1.7 9.2 8.2 5.7 3.9 3.4 1.2 1.3 0.7 1.2 1.5 1.1 2.4 2.9 3.3 3.5 3.8 3.2 4.2 4.2 4.2 4.3 4.3 4.2 4.1 4.2 4.3 3.9 4.3 4.2 4.3 4.3 4.3 4.3 4.0 4.2 4.2 4.3 4.4 4.4 4.6 4.7 4.9 5.1 5.3 5.7 5.8 6.6 7.1 7.8 8.4 8.8 9.3 9.6 8.1 8.2 7.3 6.4 5.3 4.3 3.4 2.6 2.0 1.5 1.1 0.8 0.6 3.6 4.8 4.2 4.2 4.7 5.0 4.5 4.1 3.8 3.7 3.7 3.7 3.6 3.4 3.2 2.9 3.2 2.0 11.59.4 5.8 3.8 3.4 2.2 1.4 0.4 O3B-T3-1 E11 0.9 1.4 1.7 2.3 2.8 3.2 3.4 3.7 3.9 3.9 4.1 4.1 4.2 4.1 4.0 4.0 4.1 4.1 4.1 4.1 4.0 4.1 3.9 3.9 4.2 4.1 4.1 4.1 4.2 4.3 4.3 4.4 4.6 4.8 5.0 5.2 5.6 6.0 6.5 7.0 7.4 8.3 9.0 10.610.6O4B-T5-310.18.3 7.3 6.3 5.3 4.3 3.4 2.6 1.9 1.5 1.1 0.8 0.6 2.0 4.0 4.1 3.7 4.5 5.0 5.1 4.7 4.3 4.1 4.1 4.2 4.2 4.1 3.9 3.5 3.2 3.0 2.9 13.79.1 5.5 3.6 3.3 2.5 1.7 0.6 1.1 1.4 1.7 2.2 2.6 3.0 3.3 3.6 3.8 4.1 3.5 4.0 4.0 3.9 3.9 3.9 4.0 4.0 4.0 4.1 4.2 3.5 3.9 4.0 4.0 3.9 3.9 3.9 4.1 4.2 4.2 4.2 4.6 4.3 4.7 5.2 5.5 5.8 6.3 6.8 7.4 8.2 9.1 10.7O4B-T5-312.710.18.3 7.1 6.2 5.1 4.2 3.3 2.6 2.0 1.5 1.1 0.8 0.6 WET POND 1.3 2.7 3.8 4.0 4.3 4.8 5.4 5.0 4.5 4.4 4.4 4.6 4.7 4.8 4.7 4.4 4.0 3.6 3.4 5.2 15.47.6 5.1 3.5 3.2 2.4 2.0 0.6 0.4 0.3 0.2 0.2 1400 PICKENS STREET, 5TH FLOOR COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC SCOTTS HILL LOOP ROAD SHOPS E10 FOR: 1.0 1.3 1.7 2.1 2.5 2.9 3.3 3.6 4.0 4.2 4.0 3.9 3.8 3.8 3.7 3.7 3.8 3.9 3.9 4.0 4.2 4.2 4.1 4.0 3.8 3.9 3.8 3.8 3.9 4.0 4.2 4.4 4.6 4.9 4.9 5.0 5.4 5.6 6.1 6.7 7.2 7.9 8.1 10.010.69.4 7.8 6.9 5.9 5.0 3.6 3.2 2.5 1.9 1.1 0.8 0.8 0.6 1.5 3.0 3.7 4.1 4.4 5.1 5.1 4.5 4.3 3.6 4.7 5.0 5.3 5.5 5.4 5.0 4.6 4.0 3.9 8.9 11.96.9 5.0 3.6 3.3 3.1 2.0 0.7 0.4 0.3 0.2 0.2 E10 0.9 1.3 1.6 2.0 2.4 2.9 3.3 3.9 4.3 4.8 4.3 3.9 3.8 3.6 3.5 3.5 3.6 3.7 3.9 4.2 4.5 4.6 4.3 4.0 3.8 3.7 3.6 3.6 3.8 4.0 4.2 4.5 5.0 5.2 5.1 5.1 5.2 5.2 5.8 6.3 6.9 6.7 7.9 5.7 8.5 7.4 7.3 6.5 5.6 3.6 3.8 3.0 1.8 1.8 1.4 1.0 0.6 0.6 1.6 2.5 3.0 3.5 3.9 4.5 4.5 4.3 4.1 4.2 4.5 5.0 5.5 5.9 4.2 4.2 3.9 5.2 4.5 4.4 11.2 7.9 6.0 4.8 3.7 3.4 3.2 2.2 0.9 0.5 0.4 0.3 0.2 O3A-T5-2 O3A-T5-2 O3A-T5-2 PROPOSED STORE 0.3 0.7 1.5 1.8 2.3 2.8 3.2 3.9 4.9O3A-T5-25.1 4.4 3.8 3.6 3.5 3.3 3.3 3.5 3.7 3.9 4.3 5.1 5.0 4.5 4.0 3.8 3.6 3.4 3.5 3.6 3.9 4.2 4.7 5.5 5.6 5.3 5.0 4.8 5.2 5.4 5.9 6.4 6.9 6.5 5.5 7.6 7.0 6.8 5.3 5.3 4.4 3.4 2.8 2.2 1.7 1.3 1.0 0.7 0.5 1.4 1.9 2.4 2.7 3.0 3.3 3.7 3.8 3.6 3.8 4.1 4.7 5.3 5.8 6.8 5.3 2.7 6.5 5.6 4.9 4.7 7.4 4.9 5.2 4.9 4.1 3.7 3.8 2.9 1.3 0.1 0.4 0.3 0.2 O3A-T5-2 O3A-T5-2 SCOTTS HILL LOOP ROAD 0.8 1.1 1.4 1.7 2.2 2.6 3.0 3.6 4.2 4.4 4.0 3.6 3.4 3.3 3.1 3.2 3.3 3.6 3.8 4.3 5.0 5.0 4.4 3.9 3.6 3.4 3.3 3.3 3.5 3.8 4.1 4.6 5.4 5.5 5.2 4.9 4.9 5.0 5.1 4.8 5.9 6.4 6.6 5.3 6.6 6.6 6.2 5.6 5.0 3.1 3.1 2.5 2.0 1.6 1.0 0.9 0.7 0.5 1.5 1.3 2.2 2.4 2.5 2.6 2.8 1.4 3.2 3.2 2.8 4.0 4.7 5.4 6.2 7.9 9.7 9.2 7.2 5.9 5.1 4.8 4.7 1.6 2.2 3.6 4.4 5.0 4.8 4.6 4.9 4.0 2.4 0.9 0.4 0.3 0.2 SCOTTS HILL LOOP O4B-T5-3 3.0 3.0 3.2 3.4 3.7 4.1 4.5 4.6 4.1 3.7 3.5 3.4 3.2 3.2 3.4 3.7 4.0 4.5 4.8 5.2 4.9 4.5 4.8 5.0 5.2 5.3 5.6 5.8 5.8 6.1 6.2 6.1 5.6 5.2 4.7 3.8 2.9 2.3 1.8 1.4 1.1 0.8 0.6 0.5 O4A-T4W-1 0.8 1.1 1.3 1.7 2.1 2.5 2.9 3.3 3.7 3.8 3.6 3.5 3.3 3.1 1.6 1.9 2.1 2.5 2.7 2.6 2.4 2.5 1.6 2.7 2.9 3.4 4.0 4.6 5.4 6.3 7.7 9.3 9.1 7.2 6.1 5.4 4.8 3.7 1.7 2.3 3.2 4.1 4.9 5.3 5.4 5.8 4.6 2.9 0.1 0.5 0.3 0.3 0.6 0.8 1.4 1.8 2.2 2.6 3.0 3.5 4.2 4.4 3.9 3.4 3.3 3.2 3.2 3.2 3.3 3.5 3.9 3.2 5.0 4.9 4.3 3.8 3.6 3.6 3.5 3.5 3.7 3.7 4.4 3.6 5.6 5.6 5.1 4.9 5.1 5.3 5.2 6.0 5.7 5.4 5.3 5.9 6.2 4.5 5.6 5.2 4.7 3.9 2.8 2.1 1.7 1.3 1.0 0.8 0.6 0.4 1.5 2.2 2.3 2.4 2.8 3.9 4.2 4.3 4.7 4.7 5.1 4.6 3.9 3.8 4.4 5.1 6.3 8.0 9.8 9.8 8.8 8.8 7.0 4.7 3.3 1.8 2.4 3.3 4.1 3.7 5.2 5.3 5.7 4.5 2.4 1.0 0.4 0.3 0.3 O3A-T5-1 4.5 4.4 3.7 4.4 4.6 5.0 5.5 6.2 6.8 6.7 6.5 6.3 6.1 6.5 7.0 6.9 6.5 6.0 5.8 6.3 4.4 6.4 5.8 5.2 4.8 4.1 2.9 2.0 1.6 1.3 1.0 0.7 0.5 0.4 1.1 1.4 1.8 2.2 2.6 3.1 3.5 4.2 5.0 5.1 4.7 4.2 4.0 3.9 3.8 3.1 4.0 4.2 4.5 5.0 5.8 5.6 5.1 4.3 O3A-T5-1 PUBLIX R/W - WIDTH VARIES 0.6 0.2 2.7 2.8 2.8 3.2 6.5 5.4 6.1 9.0 6.6 5.9 3.8 3.4 3.9 4.6 5.8 8.3 10.313.211.213.18.1 4.3 3.1 2.0 2.7 3.5 4.2 4.7 5.0 5.2 5.5 4.0 1.5 0.8 0.5 0.3 0.3 O4A-T3-1 O4A-T3-1 O4A-T3-1 4.4 4.4 5.1 4.4 5.5 5.8 5.3 6.3O4A-T3-15.7 4.5 6.7 6.2 6.4 5.1O4A-T3-16.3 6.3 6.2 5.5 6.2 6.3 6.2 5.7 5.3 4.5 4.2 3.1 2.0 1.5 1.2 0.7 0.6 0.5 0.4 PUBLIX R/W - WIDTH OA OA 1.2 1.6 2.0 2.4 3.0 3.3 3.6 4.1 4.2 4.4 3.2 4.3 4.6 4.5 4.5 4.6 4.7 4.9 5.0 5.0 5.1 4.8 5.1 4.4 4.6 O4A-T3-1 0.2 2.3T 3.2 3.2 3.4 3.7 7.5 7.5 9.4 7.1 3.7 2.8 2.2 2.9 3.7 4.4 4.7 5.0 5.5 5.7 3.8 1.2 0.5 0.3 0.3 0.3 O4A-T3-1 O4A-T3-1 2.9 3.4 3.6 3.4 4.2 4.4 4.4 4.3 4.4 4.6 4.7 3.9 4.2 4.3 4.2 4.6 4.6 4.7 4.8 4.7 4.1 4.8 5.3 5.3 5.1 5.2 5.6 6.0 6.3 6.0 5.7 5.5 5.4 5.6 5.8 5.7 5.6 4.7 5.5 5.0 5.2 5.1 4.8 3.7 2.2 1.6 0.8 0.8 0.6 0.5 0.4 OA 1.2 1.5 1.8 2.3 2.8 3.3 3.4 ROAD 1.4 2.9 3.4 3.2 3.5 4.3 8.3 9.2 OA 9.0 7.8 3.5 2.7 2.4 3.1 3.9 4.6 5.0 3.0 5.7 6.0 4.1 0.7 0.4 0.5 0.4 0.4 0.9 1.4 1.7 2.1 2.5 2.9 2.8 3.3 3.4 3.7 3.7 3.2 3.8 3.9 4.0 4.0 4.1 4.3 4.2 4.2 4.3 3.7 3.8 4.2 4.4 4.3 4.3 4.4 4.6 4.6 4.8 4.5 5.3 5.4 5.6 5.9 5.6 5.7 5.6 5.4 5.0 5.3 5.1 4.3 4.7 5.1 5.3 5.3 5.2 5.0 4.4 2.9 1.8 1.2 0.9 0.5 0.5 0.4 2.1 4.1 3.3 3.1 3.6 4.4 7.7 6.3 SHOPS 8.9 8.1 3.1 2.6 2.6 3.4 4.1 4.9 5.6 5.7 6.3 6.8 2.6 1.6 1.0 0.6 0.4 0.4 VARIES DESCRIPTION O3B-T3-1 1.0 1.3 1.5 1.9 2.3 2.8 2.6 3.2 3.5 3.6 3.3 3.5 3.8 3.6 3.5 3.5 3.7 4.0 3.9 3.9 4.1 3.7 4.1 4.1 4.1 3.9 3.9 3.9 4.0 4.5 4.7 4.4 5.0 5.2 5.1 5.9 5.8 5.4 5.3 4.9 5.0 4.8 4.6 4.3 3.9 4.6 5.1 5.4 5.1 4.6 4.8 4.4 2.6 1.1 0.8 0.6 0.4 0.3 2.4 4.3 3.4 3.3 3.7 4.5 6.0 4.0 9.5 6.3 2.9 2.4 2.8 3.6 4.4 5.3 6.3 6.5 7.1 7.5 4.6 2.7 1.1 0.6 0.4 0.4 O3B-T3-1 O4A-T4W-1 0.9 1.1 1.4 1.6 2.0 2.5 2.9 3.1 3.4 3.5 3.4 3.3 3.2 3.2 3.1 3.1 3.3 3.6 3.5 3.9 4.1 3.7 3.9 3.9 3.7 3.5 3.4 3.5 3.8 3.8 4.2 4.5 4.8 4.9 5.1 5.2 5.1 5.0 4.9 4.7 4.4 4.1 4.0 3.4 3.7 4.0 4.6 5.3 4.9 4.4 4.1O3B-T3-15.0 3.2 1.4 0.8 0.6 0.4 0.3 10' 0.6 0.7 0.5 3.6 3.8 3.6 4.0 4.2 3.6 2.2 OA 9.9 5.7 2.9 2.8 3.2 3.9 4.8 5.6 6.5 6.8 7.6 7.8 5.8 3.0 0.5 0.4 0.5 0.3 0.8 1.0 1.1 1.4 1.7 2.0 2.2 2.3 2.7 2.8 2.8 2.8 2.8 2.5 2.6 2.7 2.8 3.0 3.1 3.1 3.3 3.3 3.2 3.1 3.1 2.9 2.9 3.0 3.2 3.4 3.3 3.7 3.9 4.0 4.0 4.1 4.0 3.9 3.8 3.7 3.5 3.3 3.2 3.0 3.1 3.3 4.0 4.9 4.7 4.4 3.7 4.4 2.9 1.3 0.8 0.6 0.4 0.3 1.3 1.6 0.3 1.7 1.6 1.9 2.8 3.0 2.7 1.5 0.8 3.7 3.7 4.0 4.1 2.8 1.9 6.4 4.5 2.4 2.9 10' 3.6 4.4 5.3 6.0 6.7 6.6 7.1 7.3 4.9 2.4 0.7 0.8 0.5 0.5 0.7 0.8 0.9 1.1 1.3 1.5 1.6 1.7 1.8 2.0 2.0 2.1 2.1 2.1 2.1 2.1 2.2 2.3 2.3 2.4 2.4 2.3 2.4 2.4 2.4 2.3 2.4 2.4 2.5 2.6 2.7 2.8 2.8 2.8 2.9 2.8 2.9 2.9 2.7 2.7 2.6 2.5 2.4 2.4 2.4 2.7 3.3 4.2 4.7 4.1 3.7 3.7 2.7 1.1 0.7 0.4 0.4 0.3 2.3 2.1 1.9 3.0 3.8 3.9 3.7 3.8 3.2 1.8 6.1 4.7 2.6 3.0 4.1 4.9 5.8 6.6 6.9 6.6 6.7 6.7 4.4 1.6 0.7 0.6 0.6 0.5 0.5 0.5 0.7 1.1 1.3 1.6 1.9 2.4 2.7 2.8 3.2 3.8 O4A-T4W-14.2 0.6 2.9 0.6 0.7 0.8 0.9 1.0 1.0 1.2 1.2 1.3 1.4 1.4 1.5 1.5 1.5 1.6 1.6 1.6 1.7 1.7 1.7 1.7 1.8 1.8 1.7 1.8 1.8 1.8 1.9 1.9 1.9 2.0 2.0 2.0 2.0 2.1 2.1 2.1 2.0 1.9 1.9 1.9 1.8 1.8 1.9 1.8 2.1 2.5 3.3 4.0 4.0 3.6 3.5 2.6 1.2 0.6 0.3 0.3 0.2 0.6 0.7 0.9 1.0 1.1 1.1 1.2 1.3 1.5 1.8 2.1 2.5 2.7 3.3 4.3 4.7 4.1 3.5 3.4 3.5 3.2 2.8 2.8 3.4 3.6 3.9 3.7 3.6 3.3 3.0 2.2 2.4 2.6 2.9 3.1 3.3 3.5 3.5 3.5 3.4 3.3 2.9 2.8 3.3 4.7 4.2 3.5 3.5 4.7 5.4 6.3 6.9 7.3 7.0 7.4 7.3 4.8 1.4 0.9 0.9 0.7 0.4 0.4 0.5 0.6 0.6 0.7 0.7 0.7 0.9 0.9 1.0 1.0 1.1 1.1 1.2 1.2 1.2 1.2 1.3 1.2 1.3 1.3 1.3 1.1 1.3 1.3 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.3 1.3 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.4 1.5 1.6 2.0 2.5 3.1 3.3 3.0 2.8 2.4 1.3 0.6 0.3 0.3 0.2 0.4 0.6 0.8 1.1 1.3 1.3 1.4 1.3 1.3 1.4 1.6 1.7 2.0 2.3 2.5 2.9 3.6 3.9 3.6 3.3 3.3 3.4 3.4 3.3 3.4 4.0 4.2 4.1 3.9 3.7 2.8 3.2 3.2 2.9 3.2 3.5 3.8 4.2 4.4 4.4 4.4 4.2 4.1 4.0 4.0 4.0 4.3 4.5 4.6 4.6 4.8 4.6 4.6 4.4 4.1 4.0 3.9 3.9 3.9 4.0 5.4 6.2 7.0 7.5 8.0 7.6 8.1 7.6 5.9 3.4 1.5 0.9 0.7 0.6 O4A-T4W-1 0.3 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.7 0.7 0.7 0.8 0.8 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 1.0 1.1 1.3 1.6 2.0 2.3 2.3 2.3 2.2 2.0 1.4 0.6 0.3 0.2 0.2 7.4 3.0 1.0 0.7 0.5 0.5 4.5 5.0 5.2 5.4 5.2 5.2 5.0 4.8 4.7 4.7 4.9 5.2 5.3 5.6 5.6 5.6 5.4 5.3 5.0 4.8 4.6 4.5 4.7 5.0 5.1 5.5 5.8 5.8 5.8 5.7 5.6 5.4 5.3 5.2 5.4 5.6 5.8 5.9 6.8 7.3 7.7 7.9 8.3 7.7 8.0 5.9 SITE COORDINATION PUBLIX COMMENTS 0.3 0.4 0.6 0.9 1.3 1.6 1.8 1.8 1.7 1.6 1.6 1.6 1.5 1.6 1.8 2.1 2.6 3.3 4.0 4.1 3.5 3.2 3.2 3.2 3.3 3.4 3.7 4.3 4.6 4.4 4.2 3.8 3.5 3.5 3.5 3.6 3.9VAN4.2 0.2 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.6 0.7 0.7 0.8 1.0 1.2 1.5 1.7 1.7 1.7 1.6 1.5 1.2 0.6 0.3 0.2 0.2 0.2 0.3 0.4 0.6 0.9 1.3 1.9 2.4 2.6 2.3 2.1 1.9 1.8 1.6 1.4 1.4 1.5 1.9 2.4 2.8 3.2 3.4 3.4 3.2 3.1 3.1 3.2 3.5 4.1 4.9 5.1 4.7 4.2 3.9 3.7 3.8 3.8 4.0 4.4 5.0 5.3 5.9 6.2 6.3 6.2 6.0 5.8 5.6 5.3 5.3 5.5 5.9 6.2 6.5 6.7 6.6 6.3 6.1 5.8 5.4 5.3 5.2 5.4 5.7 6.0 6.4 6.8 6.9 6.9 6.7 6.5 6.2 6.1 6.0 6.3 6.5 6.7 7.3 7.8 8.0 8.2 8.2 8.1 7.2 7.2 6.8 4.8 2.6 1.6 1.1 0.8 0.6 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.5 0.5 0.6 0.7 0.9 1.1 1.2 1.3 1.3 1.2 1.2 1.0 0.6 0.3 0.2 0.1 7.8 7.7 7.4 6.9 6.5 6.1 6.0 5.9 6.1 6.4 6.8 7.2 7.8 8.1 8.0 7.6 7.3 7.1 6.9 6.9 7.1 7.5 8.0 8.5 8.8 8.8 8.7 8.3 7.8 7.0 6.6 6.0 4.0 1.7 1.5 1.0 0.8 0.6 0.2 0.3 0.4 0.6 0.9 1.4 2.0 2.8 3.2 3.3 2.8 2.6 2.3 2.0 1.5 1.2 1.1 1.2 1.6 1.9 2.2 2.5 2.7 2.9 3.0 3.0 3.1 3.3 3.3 3.7 4.5 4.7 4.2 3.9 4.0 4.0 4.1 4.2 4.5 4.9 5.5 6.1 6.7 7.2 7.4 7.2 6.8 6.5 6.3 6.1 6.1 6.2 6.6 7.0 7.2 DATE 04/10/2026 0.1 0.2 0.3 0.4 0.6 0.9 1.4 2.0 3.0 3.7 3.5 3.2 3.2 3.0 2.5 0.5 1.0 0.9 0.9 1.1 1.2 1.4 1.6 1.9 2.2 2.5 2.7 3.0 3.2 3.3 3.4 4.0 4.9 5.3 4.7 4.1 4.2 4.2 4.3 4.6 4.9 5.4 6.0 6.6 7.7 9.2 9.4 8.3 7.4 7.1 6.8 6.7 6.7 6.9 7.2 7.7 8.5 9.8 9.8 8.5 7.5 7.0 6.7 6.5 6.2 6.6 7.0 7.4 8.1 9.6 10.59.7 8.5 7.8 7.7 7.6 7.6 7.8 8.2 8.8 10.110.810.18.9 8.3 7.6 7.0 6.4 5.8 3.7 2.0 1.5 1.1 0.9 0.6 US HIGHWAY 03/12/2026 0.6 0.2 0.4 0.6 0.8 1.2 1.8 2.6 3.4 3.5 3.3 3.0 3.2 3.0 1.8 1.0 0.7 0.7 0.7 0.8 2.4 2.9 3.2 3.4 3.4 4.0 4.5O4A-T4W-14.8 4.6 3.9 4.3 4.4 4.6 4.7 5.0 5.6 6.2 7.0 8.6 10.8O4B-T5-311.29.3 7.9 7.2 7.2 6.6 6.6 7.2 7.6 8.1 9.5 11.5O4B-T5-311.59.5 8.1 7.3 7.0 6.6 6.7 6.9 7.2 7.5 4.3 10.7O4B-T5-312.210.99.0 8.4 8.1 8.0 8.1 8.2 7.9 9.5 11.2O4B-T5-312.911.39.0 8.2 7.4 6.8 6.1 5.5 3.4 0.8 1.5 1.1 0.8 # 2 1 0.3 0.5 0.7 1.0 1.4 2.1 2.9 3.3 3.1 2.7 3.0 3.7 2.3 0.3 0.6 1.5 1.7 1.9 1.9 0.8 2.9 3.8 4.3 3.5 2.9 2.9 3.3 3.6 4.1 4.7 5.3 6.0 6.9 8.1 9.9 10.08.4 8.0 7.1 6.7 6.1 7.1 7.3 7.7 8.1 9.0 9.9 10.36.8 6.1 7.5 7.1 6.8 6.8 7.0 6.9 5.4 8.0 9.8 10.94.7 8.9 8.4 7.4 8.2 6.2 8.5 8.9 4.8 8.4 11.910.89.0 7.8 7.2 6.4 5.6 5.0 3.5 2.1 0.7 1.1 0.5 0.6 17 REVISIONS O3B-T3-1 US HIGHWAY 17 0.5 0.7 1.0 1.4 2.0 2.6 3.0 3.0 3.1 3.8 3.5 1.6 0.7 0.9 1.0 1.0 1.3 1.8 2.7 2.7 2.3 1.9 1.6 2.3 1.0 3.3 4.2 5.1 4.3 6.6 7.4 8.1 8.0 8.1 7.8 6.9 7.3 7.1 7.1 7.3 7.6 6.1 8.4 8.6 8.6 6.3 7.9 6.0 4.7 7.0 6.9 7.0 4.9 7.0 7.9 8.4 8.8 9.0 8.2 8.3 8.3 8.2 8.3 8.5 8.8 9.2 7.3 9.7 4.9 8.5 7.4 6.8 6.0 5.2 4.4 3.2 1.9 1.5 1.0 0.8 0.6 0.6 0.8 1.0 1.3 1.7 2.2 2.8 3.0 3.1 3.0 2.2 1.8 2.5 3.3 4.0 4.8 5.6 6.4 7.0 7.3 7.7 7.7 7.5 7.3 5.9 6.9 6.8 7.1 7.4 7.6 7.9 8.0 7.9 7.8 7.5 7.3 5.8 6.7 6.7 6.9 7.2 7.5 7.9 8.2 8.2 8.1 8.1 8.2 8.0 7.9 8.0 8.2 8.3 8.9 9.1 9.0 8.7 8.1 5.8 6.6 5.6 3.9 4.0 2.9 2.0 1.5 1.1 0.8 0.6 0.7 0.9 1.2 1.5 2.0 2.3 2.2 1.5 1.1 2.0 2.5 3.0 3.8 4.7 5.4 6.1 6.6 7.0 7.2 7.3 7.1 7.0 6.8 6.6 6.6 6.8 7.1 7.3 7.5 7.6 7.6 7.5 7.2 7.0 6.7 6.5 6.4 6.6 6.9 7.2 7.5 7.8 7.9 7.9 7.9 7.9 7.7 7.6 7.8 8.0 8.1 8.5 8.7 8.5 8.3 6.3 7.1 6.3 5.3 4.5 3.6 2.7 1.9 1.4 1.0 0.8 0.6 VANVAN 0.8 1.0 1.3 1.6 1.6 1.0 0.6 1.9 1.9 2.9 3.5 4.4 5.1 5.7 6.2 6.6 6.8 6.8 6.7 6.6 6.4 6.2 6.2 6.4 6.7 6.9 7.0 7.0 7.1 7.0 6.8 6.6 6.3 6.1 6.1 6.3 6.6 6.8 7.1 7.3 7.5 7.5 7.5 7.5 7.4 7.3 7.5 7.6 8.0 8.2 8.3 8.2 8.0 7.4 6.7 6.0 4.7 4.2 3.4 2.6 1.9 1.3 0.9 0.8 0.6 0.7 0.9 1.0 1.1 0.7 0.3 1.8 2.2 2.7 3.3 4.0 4.7 5.3 5.8 6.2 6.4 6.4 6.3 6.1 5.9 5.8 5.8 6.0 6.2 6.4 6.6 6.7 6.7 6.6 6.4 6.1 5.9 5.8 5.7 5.9 6.1 6.4 6.7 7.0 7.1 7.1 7.1 7.0 6.9 7.0 7.1 7.4 7.7 7.9 8.0 8.0 7.7 7.2 6.5 5.7 4.8 4.0 3.2 2.5 1.8 1.3 1.1 0.8 0.6 0.6 0.6 0.5 0.3 1.6 1.7 2.5 3.1 3.7 4.3 5.0 5.6 6.1 6.4 6.1 5.9 5.7 5.5 5.4 5.4 5.5 5.7 6.0 6.3 6.5 6.6 6.3 6.0 5.8 5.5 5.4 5.4 5.5 5.7 6.0 6.5 6.9 7.0 6.8 6.7 6.6 6.6 6.7 6.9 7.2 7.5 7.8 8.1 8.3 7.4 7.2 6.4 5.6 4.7 3.8 2.8 2.4 1.9 1.4 1.1 0.8 0.6 0.4 0.3 0.1 1.6 1.9 2.3 2.9 3.5 4.1 4.7 5.4 6.2 6.6 6.1 5.6 5.4 5.2 5.0 5.0 5.2 5.4 5.7 6.1 6.8 6.9 6.3 5.7 5.5 5.2 5.0 5.0 5.2 5.5 5.8 6.4 7.1 7.2 6.8 6.5 6.4 6.4 6.5 6.6 7.1 7.5 7.9 8.5 9.0 8.5 7.4 6.5 5.6 4.7 3.8 2.0 2.4 1.6 1.0 1.1 0.8 0.6 O3A-T5-2 O3A-T5-2 O3A-T5-2 O3A-T5-2 1.5 1.8 2.1 2.7 3.2 3.9 4.4 5.1 5.6 6.3 5.8 5.3 5.1 4.9 4.7 4.7 4.7 5.1 5.4 5.8 6.4 6.8 6.0 5.4 5.2 4.9 4.8 4.8 4.9 5.1 5.4 5.9 6.9 6.7 6.5 6.2 6.2 6.2 6.4 6.7 7.1 7.6 8.0 8.7 9.2 8.7 7.5 6.5 5.7 4.8 3.9 3.1 2.4 1.6 1.4 0.9 0.8 0.6 1.4 1.7 2.1 2.6 3.1 3.6 4.1 4.6 5.2 5.4 5.2 4.9 4.8 4.6 4.6 4.5 4.5 4.8 5.0 5.3 5.1 5.8 5.4 4.9 4.9 4.7 4.6 4.6 4.7 4.9 5.2 5.5 6.0 6.2 5.5 5.6 6.0 6.1 6.4 6.7 7.2 7.7 8.1 8.6 8.8 8.4 7.6 6.6 5.8 4.9 3.9 3.0 2.5 1.9 1.5 1.1 0.8 0.6 LIGHTING FIXTURE SCHEDULE (PHOTOMETRIC PLAN) 1.1 1.3 2.0 2.5 3.0 3.5 3.9 4.2 4.5 4.7 4.6 4.6 4.6 4.5 4.4 4.4 4.5 4.6 4.7 4.8 4.9 5.0 4.8 4.7 4.6 4.5 4.4 4.4 4.5 4.6 4.9 5.0 5.3 5.5 5.5 5.7 5.8 6.1 6.4 6.6 7.5 8.0 8.4 8.5 8.7 8.4 7.7 6.8 6.1 5.0 4.1 3.2 2.2 2.0 1.4 1.1 0.8 0.6 TYPE DESCRIPTION MANUFACTURER CATALOG NUMBER LUMENS WATTAGE O3A-T5-1 AREA LIGHT, LED, POLE MOUNTED, TYPE 5 LUMARK PRV-XL-PA3A-740-U-T5WQ 25453 lm 172 VA 2.0 2.4 2.9 3.4 3.7 3.9 4.1 3.3 4.4 4.2 4.2 4.4 4.3 4.3 4.3 4.4 4.0 4.5 4.6 4.6 4.5 4.4 4.5 4.4 4.3 4.3 4.4 4.5 4.5 4.8 5.0 5.1 5.2 5.4 5.8 6.1 6.5 7.0 7.7 8.2 8.6 8.9 7.9 8.6 7.9 7.2 6.3 5.2 4.2 3.3 2.6 2.0 1.5 1.1 0.8 0.6 1.2 1.6 DISTRIBUTION, 4000K, DARK BRONZE. 1.2 1.5 1.1 2.4 2.9 3.3 3.5 3.8 3.2 4.2 4.2 4.2 4.3 4.3 4.2 4.1 4.2 4.3 3.9 4.3 4.2 4.3 4.3 4.3 4.3 4.0 4.2 4.2 4.3 4.4 4.4 4.6 4.7 4.9 5.1 5.3 5.7 5.8 6.6 7.1 7.8 8.4 8.8 9.3 9.6 8.1 8.2 7.3 6.4 5.3 4.3 3.4 2.6 2.0 1.5 1.1 0.8 0.6 O3A-T5-2 AREA LIGHT, LED, (2) HEADS POLE MOUNTED AT LUMARK (2) PRV-XL-PA3A-740-U-T5WQ 25453 lm 172 VA 180-DEGREES, TYPE 5 DISTRIBUTION, 4000K, 4.4 4.8 5.0 5.2 5.6 6.0 6.5 7.0 7.4 8.3 9.0 10.610.610.18.3 7.3 6.3 5.3 4.3 3.4 2.6 1.9 1.5 1.1 0.8 0.6 0.9 1.4 1.7 2.3 2.8 3.2 3.4 3.7 3.9 3.9 4.1 4.1 4.2 4.1 4.0 4.0 4.1 4.1 4.1 4.1 4.0 4.1 3.9 3.9 4.2 4.1 4.1 4.1 4.2 4.3 4.3 4.6 DARK BRONZE. 1.1 1.4 1.7 2.2 2.6 3.0 3.3 3.6 3.8 4.1 3.5 4.0 4.0 3.9 3.9 3.9 4.0 4.0 4.0 4.1 4.2 3.5 3.9 4.0 4.0 3.9 3.9 3.9 4.1 4.2 4.2 4.2 4.6 4.3 4.7 5.2 5.5 5.8 6.3 6.8 7.4 8.2 9.1 10.7O4B-T5-312.710.18.3 7.1 6.2 5.1 4.2 3.3 2.6 2.0 1.5 1.1 0.8 0.6 O3B-T3-1 AREA LIGHT, LED, POLE MOUNTED, TYPE 3 LUMARK PRV-XL-PA3B-740-U-T3 30527 lm 234 VA DISTRIBUTION, 4000K, DARK BRONZE. 3.8 3.8 3.7 3.7 3.8 3.9 3.9 4.0 4.2 4.2 4.1 4.0 3.8 3.9 3.8 3.8 3.9 4.0 4.2 4.4 4.6 4.9 4.9 5.0 5.4 5.6 6.1 6.7 7.2 7.9 8.1 10.010.69.4 7.8 6.9 5.9 5.0 3.6 3.2 2.5 1.9 1.1 0.8 0.8 0.6 1.0 1.3 1.7 2.1 2.5 2.9 3.3 3.6 4.0 4.2 4.0 3.9 O3B-T4W-1 AREA LIGHT, LED, POLE MOUNTED, TYPE 4 LUMARK PRV-XL-PA3B-740-U-T4W 30161 lm 234 VA 0.9 1.3 1.6 2.0 2.4 2.9 3.3 3.9 4.3 4.8 4.3 3.9 3.8 3.6 3.5 3.5 3.6 3.7 3.9 4.2 4.5 4.6 4.3 4.0 3.8 3.7 3.6 3.6 3.8 4.0 4.2 4.5 5.0 5.2 5.1 5.1 5.2 5.2 5.8 6.3 6.9 6.7 7.9 5.7 8.5 7.4 7.3 6.5 5.6 3.6 3.8 3.0 1.8 1.8 1.4 1.0 0.6 0.6 DISTRIBUTION, 4000K, DARK BRONZE. O4A-T3-1 AREA LIGHT, LED, POLE MOUNTED, TYPE 3 LUMARK PRV-XL-PA4A-740-U-T3 33932 lm 245 VA O3A-T5-2 5.5 7.6 7.0 6.8 5.3 5.3 4.4 3.4 2.8 2.2 1.7 1.3 1.0 0.7 0.5 0.3 0.7 1.5 1.8 2.3 2.8 3.2 3.9 4.9 5.1 4.4 3.8 3.6 3.5 3.3 3.3 3.5 3.7 3.9 4.3 5.1 5.0 4.5 4.0 3.8 3.6 3.4 3.5 3.6 3.9 4.2 4.7 5.5 5.6 5.3 5.0 4.8 5.2 5.4 5.9 6.4 6.9 6.5 1 PHOTOMETRIC PLAN DISTRIBUTION, 4000K, DARK BRONZE. O3A-T5-2 O3A-T5-2 1E8.1 0.8 1.1 1.4 1.7 2.2 2.6 3.0 3.6 4.2 4.4 4.0 3.6 3.4 3.3 3.1 3.2 3.3 3.6 3.8 4.3 5.0 5.0 4.4 3.9 3.6 3.4 3.3 3.3 3.5 3.8 4.1 4.6 5.4 5.5 5.2 4.9 4.9 5.0 5.1 4.8 5.9 6.4 6.6 5.3 6.6 6.6 6.2 5.6 5.0 3.1 3.1 2.5 2.0 1.6 1.0 0.9 0.7 0.5 1" = 40'-0" O4A-T4W-1 AREA LIGHT, LED, POLE MOUNTED, TYPE 4 LUMARK PRV-XL-PA4A-740-U-T4W 33525 lm 245 VA DISTRIBUTION, 4000K, DARK BRONZE. SHEET TITLE 4.5 4.1 3.7 3.5 3.4 3.2 3.2 3.4 3.7 4.0 4.5 4.8 5.2 4.9 4.5 4.8 5.0 5.2 5.3 5.6 5.8 5.8 6.1 6.2 6.1 5.6 5.2 4.7 3.8 2.9 2.3 1.8 1.4 1.1 0.8 0.6 0.5 PHOTOMETRIC PLAN 0.8 1.1 1.3 1.7 2.1 2.5 2.9 3.3 3.7 3.8 3.6 3.5 3.3 3.1 3.0 3.0 3.2 3.4 3.7 4.1 4.6 O4B-T5-3 AREA LIGHT, LED, POLE MOUNTED AT LUMARK PRV-XL-PA4B-740-U-T5 40868 lm 303 VA 0.6 0.8 1.4 1.8 2.2 2.6 3.0 3.5 4.2 4.4 3.9 3.4 3.3 3.2 3.2 3.2 3.3 3.5 3.9 3.2 5.0 4.9 4.3 3.8 3.6 3.6 3.5 3.5C:\Users\SWalker\Documents\Revit2026\22293 SHOPS Elect R26_bald dude.rvt 3.7 3.7 4.4 3.6 5.6 5.6 5.1 4.9 5.1 5.3 5.2 6.0 5.7 5.4 5.3 5.9 6.2 4.5 5.6 5.2 4.7 3.9 2.8 2.1 1.7 1.3 1.0 0.8 0.6 0.4 120-DEGREES, TYPE 5 DISTRIBUTION, 4000K, DATE DARK BRONZE. 4.5 5.0 5.8 5.6 5.1 4.3 4.5 4.4 3.7 4.4 4.6 5.0 5.5 6.2 6.8 6.7 6.5 6.3 6.1 6.5 7.0 6.9 6.5 6.0 5.8 6.3 4.4 6.4 5.8 5.2 4.8 4.1 2.9 2.0 1.6 1.3 1.0 0.7 0.5 0.4 1.1 1.4 1.8 2.2 2.6 3.1 3.5 4.2 5.0 5.1 4.7 4.2 4.0 3.9 3.8 3.1 4.0 4.2 O3A-T5-1 OA WALL MOUNTED DOWNLIGHT, QUARTER SPHERE CURRENT LIGHTING QSP2-24L-50-4K7-3-UNV-DBT 5800 lm 49 VA O4A-T3-1 05/27/2026 O4A-T3-1 1.2 1.6 2.0 2.4 3.0 3.3 3.6 4.1 4.2O4A-T3-14.4 3.2 4.3 4.6 4.5 4.5 4.6 4.7 4.9 5.0 5.0 5.1O4A-T3-14.8 5.1 4.4 4.6 4.4 4.4 5.1 4.4 5.5 5.8 5.3 6.3 5.7 4.5 6.7 6.2 6.4 5.1 6.3 6.3 6.2 5.5 6.2 6.3 6.2 5.7 5.3 4.5 4.2 3.1 2.0 1.5 1.2 0.7 0.6 0.5 0.4 SHAPE, DIFFUSING LENS, WET LOCATION LISTED, 4000K, BRONZE. MOUNT AT 10'-0"AFF UNLESS PROJECT NUMBER 1.2 1.5 1.8 2.3 2.8 3.3 3.4 2.9 3.4 3.6 3.4 4.2 4.4 4.4 4.3 4.4 4.6 4.7 3.9 4.2 4.3 4.2 4.6 4.6 4.7 4.8 4.7 4.1 4.8 5.3 5.3 5.1 5.2 5.6 6.0 6.3 6.0 5.7 5.5 5.4 5.6 5.8 5.7 5.6 4.7 5.5 5.0 5.2 5.1 4.8 3.7 2.2 1.6 0.8 0.8 0.6 0.5 0.4 NOTED OTHERWISE. E10 WALL MOUNTED DOWNLIGHT, TYPE 3 BEACON TRV-D/24L-27/4K7/3/UNV/GENI-01/WH 3750 lm 27 VA 0.9 1.4 1.7 2.1 2.5 2.9 2.8 3.3 3.4 3.7 3.7 3.2 3.8 3.9 4.0 4.0 4.1 4.3 4.2 4.2 4.3 3.7 3.8 4.2 4.4 4.3 4.3 4.4 4.6 4.6 4.8 4.5 5.3 5.4 5.6 5.9 5.6 5.7 5.6 5.4 5.0 5.3 5.1 4.3 4.7 5.1 5.3 5.3 5.2 5.0 4.4 2.9 1.8 1.2 0.9 0.5 0.5 0.4 DISTRIBUTION. SEE PUBLIX'S DRAIWNGS FOR 22293 1.0 1.3 1.5 1.9 2.3 2.8 2.6 3.2 3.5 3.6 3.3 3.5 3.8 3.6 3.5 3.5 3.7 4.0 3.9 3.9 4.1 3.7 4.1 4.1 4.1 3.9 3.9 3.9 4.0 4.5 4.7 4.4 5.0 5.2 5.1 5.9 5.8 5.4 5.3 4.9 5.0 4.8 4.6 4.3 3.9 4.6 5.1 5.4 5.1 4.6 4.8 4.4 2.6 1.1 0.8 0.6 0.4 0.3 MOUNTING HEIGHTS. E11 WALL MOUNTED DOWNLIGHT, TYPE 3 BEACON TRV-D/60L-136/4K7/3/UNV/GENI-01/WH 15668 lm 136 VA SHEET NUMBER 4.1 3.7 3.9 3.9 3.7 3.5 3.4 3.5 3.8 3.8 4.2 4.5 4.8 4.9 5.1 5.2 5.1 5.0 4.9 4.7 4.4 4.1 4.0 3.4 3.7 4.0 4.6 5.3 4.9 4.4 4.1O3B-T3-15.0 3.2 1.4 0.8 0.6 0.4 0.3 0.9 1.1 1.4 1.6 2.0 2.5 2.9 3.1 3.4 3.5 3.4 3.3 3.2 3.2 3.1 3.1 3.3 3.6 3.5 3.9 DISTRIBUTION. SEE PUBLIX'S DRAIWNGS FOR 0.8 1.0 1.1 1.4 1.7 2.0 2.2 2.3 2.7 2.8 2.8 2.8 2.8 2.5 2.6 2.7 2.8 3.0 3.1 3.1 3.3 3.3 3.2 3.1 3.1 2.9 2.9 3.0 3.2 3.4 3.3 3.7 3.9 4.0 4.0 4.1 4.0 3.9 3.8 3.7 3.5 3.3 3.2 3.0 3.1 3.3 4.0 4.9 4.7 4.4 3.7 4.4 2.9 1.3 0.8 0.6 0.4 0.3 MOUNTING HEIGHTS. 0.7 0.8 0.9 1.1 1.3 1.5 1.6 1.7 1.8 2.0 2.0 2.1 2.1 2.1 2.1 2.1 2.2 2.3 2.3 2.4 2.4 2.3 2.4 2.4 2.4 2.3 2.4 2.4 2.5 2.6 2.7 2.8 2.8 2.8 2.9 2.8 2.9 2.9 2.7 2.7 2.6 2.5 2.4 2.4 2.4 2.7 3.3 4.2 4.7 4.1 3.7 3.7 2.7 1.1 0.7 0.4 0.4 0.3 1.7 1.8 1.8 1.8 1.9 1.9 1.9 2.0 2.0 2.0 2.0 2.1 2.1 2.1 2.0 1.9 1.9 1.9 1.8 1.8 1.9 1.8 2.1 2.5 3.3 4.0 4.0 3.6 3.5 2.6 1.2 0.6 0.3 0.3 0.2 0.6 0.7 0.8 0.9 1.0 1.0 1.2 1.2 1.3 1.4 1.4 1.5 1.5 1.5 1.6 1.6 1.6 1.7 1.7 1.7 1.7 1.8 1.8 5/26/2026 12:19:44 PM 1E8.1 0.4 0.5 0.6 0.6 0.7 0.7 0.7 0.9 0.9 1.0 1.0 1.1 1.1 1.2 1.2 1.2 1.2 1.3 1.2 1.3 1.3 1.3 1.1 1.3 1.3 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.3 1.3 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.4 1.5 1.6 2.0 2.5 3.1 3.3 3.0 2.8 2.4 1.3 0.6 0.3 0.3 0.2 0.3 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.7 0.7 0.7 0.8 0.8 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 1.0 1.1 1.3 1.6 2.0 2.3 2.3 2.3 2.2 2.0 1.4 0.6 0.3 0.2 0.2 Page 156 of 344 0.2 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.6 0.7 0.7 0.8 1.0 1.2 1.5 1.7 1.7 1.7 1.6 1.5 1.2 0.6 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.5 0.5 0.6 0.7 0.9 1.1 1.2 1.3 1.3 1.2 1.2 1.0 0.6 0.3 0.2 0.1 US HIGHWAY US HIGHWAY17 175/26/2026 12:19:47 PM C:\Users\SWalker\Documents\Revit2026\22293 SHOPS Elect R26_balddude.rvt 1E8.2 1 NOT TOSCALE SITE AERIALVIEW SHEET NUMBER PROJECT NUMBER DATE 05/27/2026 SHEET TITLE REVISIONS 1E8.2 # DATE DESCRIPTION SCOTTS HILL LOOP ROAD SHOPS 22293 PHOTOMETRIC PLAN SCOTTS HILL LOOP ROAD & NC-17 DETAILS PENDER COUNTY, NC FOR: 05/26/2026 BAKER COMMERCIAL PROPERTIES, LLC 1400 PICKENS STREET, 5TH FLOOR COLUMBIA, SC 29211 (803) 254-8987 NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 Page 157 of 344 W W W W W W W W W W W W W W W F W W F W F W W F W F W F W NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 CO W F CO W F W W F F F F F F F F F F F F F W W W W W W W W W W W W W F W W W F W W F W W F W W F W F W W F W MATCHLINE: SEE SHEET IR-1 MATCHLINE: SEE SHEET IR-2 W OUTLOT - 2 F W W 0.75 ACRES F W W W F W W F W W 16 F SS SS SS SS SS SS SS W SS W 1" 5.52 SS F SS CO CO CO CO CO s SS SS SS SS SS W W F W F W F 15 W F F F F F W 1 1 2" 40.7 W W W F F W F F F F F F F W 14 W F W 1 W 1 " 38.9 W 2 SHOPS F W W SCOTTS HILL LOOP ROAD W F 9,800 SF W W 13 W W 15 F 1" 25 15 W W 15 15 15 F W W 12 15 W 15 F G W 12 15 10 F 8 W SS 15 12 15 W F 15 W 15 12 8 12 10 PUBLIX R/W - WIDTH VARIES F 12 12 8 8 W W 10 F 12 8 10 12 12 W 12 10 W 10 F 8 F 10 W 12 12 12 10 0 10 10 WM 1 W W S 10 10 SS 15 15 8 10 F F 10 10 W W 12 8 12 W S F P 8 1W 2 F F W P 8 W F 12 F 12 F F 15 P 8 F W P SS 3" MAIN W SS F SS S W F SS SS F 12 F SS P SS F SS P 12 W W SS 8 F SS SS 10 F 12 S 10 W SS 0 F SS P 12 8 1 SS F SS 10 W W F 8 W W W P 8 F 12 10 10 W F W F W 10 W 8 F P 10 8 10 F F F F F 0 F 8 1 F F F W 12 8 10 10 F P W P F F 12 8 F 8 W (803) 254-8987 W 8 P 10 F P 8 F 8 W W P 10 10 10 10 10 12 10 10 10 15 W 15 F F 8 P P 8 F W 10 10 F 10 10 10 10 10 10 10 12 F 8 W P 8 W W P F 15 F 8 10 15 F W W P 15 CO 10 W F F W 15 10 F W 1P 0 W W T 12 F 10 F T 10 F 10 T T P W W T 10 T T 2" 49.7 W T F T F T 10 T F T 10 P 10 W T 10 T 10 W F W W F 10 10 P 10 F F F F F F F F F F F F F W W 10 F P W 10 F CONTROL WIRE PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR SCOTTS HILL LOOP ROAD PUBLIX W 10 3" MAIN W P F 10 F W W P 10 W F W F 10 W W P ROUTE A 1.5" CONDUIT WITH CONTROL 10 F W OUTLOT - 1 F W 10 W WIRES FROM THE CONTROLLER TO P 1.51 ACRES F THE MAINLINE TRENCH. W 10 F 11 W P 10 W W 1 1 2" 40.5 F F P 10 W 10 W W lateral legend F F P W 15 15 10 W W W F P 2" 49.3 G 10 F 1" 15 W W 15 W P F 10 CO F 9 W W P 10 1.5" W F 10 F DESCRIPTION W 1" 17.5 P 10 W W F W F 10 2" P W W F 10 W F P W 10 W F 2.5" F W P 10 W 10 W F W F P 10 CO W LATERALS LINES ARE COLOR CODED W 10 F P W F PER SIZE. FOR THE MOST ACCURATE W W 10 P INTERPRETATION OF THE DESIGN, F 10 W F W W PLANS ARE TO BE VIEWED IN COLOR. 10 P F W F 10 W W P 10 W F DATE F 10 W P W sleeve legend W 10 F F P W W LATERAL/ 15 15 15 W # F SLEEVE SIZE F P MAINLINE SIZE W W REVISIONS W F F W P 15 15 15 W W F 1" 2" F W P 3" MAIN W T F W T F W P W F W 1.5" 3" F W W P F W F W T F P 10 W 8 10 MAIN 3" W W 10 10 W W W W 10 F 2" 4" W W W W G W W W W W W W F T FS W P 10 W T W 10 S 10 10 10 F 8" DDC BFP 10 3" MAIN 3" MAIN T W W MV CO P W W W F W W W W W W W W W P P P W P P P P P P P P P P P P P P P P P P P W P P P P P P P P P 2.5" 4" W W W IN VAULT W W W W W W 10 W W 10 10 10 10 10 10 10 10 10 10 10 F W T W W W W W W W W W W WM F WM WM W WM 10 10 10 10 10 10 10 10 10 10 W W 10 10 10 F POC F 3" 6" W F W W 10 W 10 W 10 W 10 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W IRRIGATION WATER2" DOM. POINT WATER OF CONNECTION LINEW WFORW W W W 4" 8" CONNECTW TO THE IRRIGATION SERVICE LINE DOWNSTREAMOUTLOT AND OF 1-1/2"THE EXISTING METER IRRIGATION WATER METER AND IRRIGATION BACKFLOW IN THIS& AREA.2" RPZBFP THE WATER METERW IS TO SUPPLY A MINIMUM OF 80GPM AT 60PSI FOR THE EFFICIENT CONTROL WIRE OPERATION OF THIS SYSTEM. SEE SURVEY PLANS FOR THE EXACT LOCATION. 2" W CONDUIT VERIFY LOCATION IN THE FIELD PRIOR TO INSTALLATION. THE IRRIGATION W CONTRACTOR IS TO NOTIFY THE LANDSCAPE ARCHITECT PRIOR TO CONSTRUCTION IF THE REQUIRED FLOW & PRESSURE IS NOT AVAILABLE ON THE IRRIGATION PLANS ARE TO BE VIEWED IN COLOR FOR W DOMESTIC WATER LINE. MOST ACCURATE INTERPRETATION OF THE DESIGN. W W IRRIGATION EQUIPMENT MAY BE SHOWN OFFSET FOR GRAPHIC CLARITY. INSTALL ALL EQUIPMENT IN LANDSCAPED AREA. W W IRRIGATION PLAN INSTALL ALL THE IRRIGATION EQUIPMENT TO AVOID CONFLICTS WITH SHEET TITLE W INSTALLED UTILITIES, TREE INSTALLATION AND EXISTING TREES TO REMAIN. THE IRRIGATION MAINLINE, LATERAL LINE, AND IRRIGATION SPRINKLER DATE W LOCATIONS ARE SHOWN SCHEMATICALLY AND SHALL BE ADJUSTED BASED W ON FIELD CONDITIONS. ALL LANDSCAPED AREAS ARE TO RECEIVE 100% 12/09/2025 COVERAGE BY THE IRRIGATION SYSTEM (TYP.) W PROJECT NUMBER 22293 Know what's BELOW. CALL before you dig SHEET NUMBER SCALE: 1" = 30' Call 811 two business IRRI DESIGN STUDIO days IRRIGATION DESIGN & CONSULTING 30 0 30 60 90 FEET before digging CONNOR@IRRIDESIGNSTUDIO.COM 407-744-3658 IR-1 Page 158 of 344 F F F F F F F s F s F F F CO CO CO CO CO CO F F F F SS CO SS SS F F F F CO SS CO SS CO CO CO CO F F F SS F SS SS SS SS SS CO CO CO F SS F F F SS NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 F F F F F F F F F F F F F F F F F W W W W W W W W G G G G G G G G IRRIGATION CONTROLLER TO BE MOUNTED ON THE EXTERIOR WALL OF THE BUILDING IN THIS AREA. SEE G DETAIL. VERIFY MOUNT LOCATIONS IN THE FIELD PRIOR TO INSTALLATION. 120VAC, 1.0 AMP, ELECTRIC POWER SUPPLY PROVIDED BY THE BUILDING ELECTRICAL CONTRACTOR. ROUTE A 1.5" ELECTRICAL CONDUIT WITH CONTROL WIRES FROM G THE CONTROLLER TO THE MAINLINE TRENCH. MOUNT THE RAIN SENSOR ON A STATIONARY STRUCTURE ABOVE ALL OVERHEAD OBSTRUCTIONS. PROPOSED STORE G MATCHLINE: SEE SHEET IR-1 MATCHLINE: SEE SHEET IR-2 THE IRRIGATION CONTRACTOR IS TO SET THE RUN TIMES FOR EACH ZONE TO 50.0 PROTOTYPE G MATCH THE PLANT WATER REQUIREMENTS, SITE CONDITIONS AND MICRO-CLIMATE FACTORS. SEE THE LANDSCAPE PLANS FOR PLANT SPECIFICATIONS. G X X X X X X X X 50,239 SF X X X G X X X X X X X X X X 4G RS X G SS IQ SS C CO G G G 1 G 1" 16.5 G G 2 G 1 1 2" 36.8 G 2.5" MAIN G G G G G 8 G 8 8 8 G 8 G SS SS SS SS CO CO G CO CO CO CO CO CO G SS (803) 254-8987 G F F G SS F F F G F CO SS P F G F P F F G SS P F F G P F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F G SS CONTROL WIRE P PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR SCOTTS HILL LOOP ROAD PUBLIX G 2.5" MAIN P SS G 3 P G 1" 13.5 ROUTE A 1.5" CONDUIT WITH CONTROL SS WIRES FROM THE CONTROLLER TO P G 4 THE MAINLINE TRENCH. P CO 3" MAIN G 1 SS 1 2" 31.0 P G lateral legend P G SS 1" P G P SS 1.5" G DESCRIPTION P G 2" SS P G P G 2.5" SS P G LATERALS LINES ARE COLOR CODED P G SS PER SIZE. FOR THE MOST ACCURATE INTERPRETATION OF THE DESIGN, P G PLANS ARE TO BE VIEWED IN COLOR. SS P 10 G 10 10 15 15 15 15 10 DATE 10 P 10 15 G 15 15 15 sleeve legend SS CO 15 10 10P 10 G 12 LATERAL/ SLEEVE SIZE # 15 10 P 10 G MAINLINE SIZE 15 15 10 REVISIONS SS 15 10 P 10 G 10 1" 2" 15 G 7 G G G G G G G G G G G G G G G G G G G G G15 G 15 G G G G G G G 10 P 10 SS 2" 54.9 G 6 15 10 SS SS SS P 5 1.5" 3" SS 15 10 10 G 2" 47.3 3" MAIN 10 8 SS 15 10 10 2" 54.0 P 8 G 8 15 10 10 1 10 10 15 15 12 1 2" 41.3 10 2" 4" 10 10 P 10 G 15 10 10 10 10 10 10 12 SS 8 3" MAIN T 3" MAIN CO CO 10 8 P P P P P P P P P P P P P P P P P P P P P P P P P P P P 10 P P P P P P P P P P 15 P P P P P 10 P P P 2.5" 4" 10 10 10 10 10 10 10 10 10 G 10 10 10 10 10 10 10 10 10 10 10 T 15 8 12 T 8 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 T SS G 8 T T T 3" 6" 15 15 15 8 8 SS SS G SS SS SS SS SS SS SS SS SS SS SS SS W SS SS SS W SS SS SS W SS SS SS SS W SS SS SS SS SS W SS SS SS SS SS SS W SS SS SS W SS W W W W W W s G W W 4" 8" W W W W W W W W W W W W W W W W W W W W W T W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W SS W W W W W W W W W W W W W W W W W W W W W W G W W W W W W W W W W W W W W W W W W W W W W CONTROL WIRE 2" T CONDUIT G W SS T G IRRIGATION PLANS ARE TO BE VIEWED IN COLOR FOR MOST ACCURATE INTERPRETATION OF THE DESIGN. G SS G IRRIGATION EQUIPMENT MAY BE SHOWN OFFSET FOR GRAPHIC CLARITY. INSTALL ALL EQUIPMENT IN LANDSCAPED AREA. G SS IRRIGATION PLAN SHEET TITLE G INSTALL ALL THE IRRIGATION EQUIPMENT TO AVOID CONFLICTS WITH INSTALLED UTILITIES, TREE INSTALLATION AND EXISTING TREES TO REMAIN. SS DATE G THE IRRIGATION MAINLINE, LATERAL LINE, AND IRRIGATION SPRINKLER LOCATIONS ARE SHOWN SCHEMATICALLY AND SHALL BE ADJUSTED BASED G ON FIELD CONDITIONS. ALL LANDSCAPED AREAS ARE TO RECEIVE 100% 12/09/2025 SS COVERAGE BY THE IRRIGATION SYSTEM (TYP.) PROJECT NUMBER 22293 Know what's BELOW. CALL before you dig SHEET NUMBER SCALE: 1" = 30' Call 811 two business IRRI DESIGN STUDIO days IRRIGATION DESIGN & CONSULTING 30 0 30 60 90 FEET before digging CONNOR@IRRIDESIGNSTUDIO.COM 407-744-3658 IR-2 Page 159 of 344irrigation NOTES IRRIGATION SCHEDULE VALVE SCHEDULE 1. THE PLANS AND DRAWINGS ARE DIAGRAMMATIC OF THE WORK TO BE PERFORMED. DRIP SPECIFICATIONS & NOTES: SOME COMPONENTS MAY BE SHOWN OUTSIDE THE WORK AREA FOR CLARITY. THE DRIP TUBING; SPECIFICATION AS SHOWN ON THE PRODUCT SCHEDULE; DRIP GRID LAY-OUT IS WORK SHALL BE EXECUTED IN A MANNER TO AVOID CONFLICTS WITH UTILITIES AND BASED ON 30 PSI. SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY PSI NUMBER MODEL SIZE TYPE GPM PRECIP OTHER ELEMENTS OF CONSTRUCTION, INCLUDING LANDSCAPE MATERIALS. ALL DEVIATIONS FROM THE PLANS SHALL BE APPROVED BY THE OWNER'S RAIN BIRD 1806-U-PRS 15 STRIP SERIES 1 RAIN BIRD PEB-IVM 1" BUBBLER 16.5 1.7 in/h REPRESENTATIVE BEFORE BEING INSTALLED. 1. INSTALL DRIP SYSTEM IN THE FOLLOWING ORDER: A). WITH ALL MAINLINE AND ITS ASSOCIATE E L R C S TURF SPRAY 6IN. POP-UP SPRINKLER WITH CO-MOLDED 4 30 2 RAIN BIRD XCZ-150-LCS-IVM 1-1/2" AREA FOR DRIPLINE 36.8 1.44 in/h EQUIPMENT (INCLUDING PRE-FILTERING 120 MESH FILTER AT P.O.C.) COMPLETELY EST LCS RCS CST SST WIPER SEAL. SIDE AND BOTTOM INLET. 1/2IN. NPT FEMALE 3 RAIN BIRD PEB-IVM 1" BUBBLER 13.5 1.7 in/h 2. THE IRRIGATION SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH THE PLANS, INSTALLED, FLUSH MAINLINE TILL FREE AND CLEAR OF DEBRIS. B). INSTALL ALL LATERALS TO THREADED INLET. PRESSURE REGULATING. 4 RAIN BIRD XCZ-150-LCS-IVM 1-1/2" AREA FOR DRIPLINE 31.04 1.45 in/h IRRIGATION SYSTEM SPECIFICATIONS AND ALL CONTRACT DOCUMENTS. THE 5 RAIN BIRD PEB-IVM 2" TURF SPRAY 54.03 1.66 in/h THE VARIOUS DRIP GRIDS, AND SUPPLY HEADERS WITH RISERS EXTENDED ABOVE GROUND. RAIN BIRD 1806-U-PRS U8 SERIES CONTRACTOR SHALL COMPLY WITH ALL CURRENT LOCAL CODES, ORDINANCES, AND 6 RAIN BIRD PEB-IVM 2" TURF SPRAY 47.33 1.3 in/h 8 8 8 8 TURF SPRAY 6IN. POP-UP SPRINKLER WITH CO-MOLDED 30 REGULATIONS. CENTER FEED RISERS, TEMPORARY EXTEND NIPPLES WITH PIPE AND COUPLINGS (DO NOT 27 7 RAIN BIRD PEB-IVM 2" TURF SPRAY 54.87 1.31 in/h Q T H F GLUE). FLUSH TILL FREE AND CLEAR OF DEBRIS, TEMPORARY CAP NIPPLES, SEAL BLANK WIPER SEAL. SIDE AND BOTTOM INLET. 1/2IN. NPT FEMALE 8 RAIN BIRD XCZ-150-LCS-IVM 1-1/2" AREA FOR DRIPLINE 41.28 1.44 in/h THREADED INLET. PRESSURE REGULATING. 3. CONTRACTOR SHALL PROVIDE COMPLETE AND ACCURATE IRRIGATION AS-BUILT TUBING (RISERS) WITH TAPE. C). INSTALL EXHAUST HEADERS - RISERS - FLUSH POINTS. D). 9 RAIN BIRD PEB-IVM 1" BUBBLER 17.5 1.7 in/h DRAWINGS TO THE OWNER AT PROJECT COMPLETION, SHOWING ALL FINAL ROUTING INSTALL DRIP GRID, STAPLE TUBING PER DETAIL, CONNECT DRIP TUBING TO SUPPLY HEADER RAIN BIRD 1806-U-PRS U10 SERIES 10 RAIN BIRD PEB-IVM 2" TURF SPRAY 49.27 1.44 in/h OF MAINLINES, VALVES, CONTROL WIRE, AND EQUIPMENT LOCATIONS. 11 RAIN BIRD XCZ-150-LCS-IVM 1-1/2" AREA FOR DRIPLINE 40.5 1.45 in/h RISERS. FLUSH TILL FREE AND CLEAR OF DEBRIS. E). CONNECT DRIP GRID TO EXHAUST 10 10 10 10 TURF SPRAY 6IN. POP-UP SPRINKLER WITH CO-MOLDED 162 30 Q T H F WIPER SEAL. SIDE AND BOTTOM INLET. 1/2IN. NPT FEMALE 12 RAIN BIRD PEB-IVM 2" TURF SPRAY 49.69 1.37 in/h 4. ALL IRRIGATION MAINLINE AND LATERAL LINES ARE TO NOT EXCEED A VELOCITY OF HEADER RISERS, FLUSH SYSTEM USING "FLUSH POINT". THREADED INLET. PRESSURE REGULATING. 13 RAIN BIRD PEB-IVM 1" BUBBLER 25 1.7 in/h 5FPS. 14 RAIN BIRD PEB-IVM 1-1/2" TURF SPRAY 38.87 1.5 in/h RAIN BIRD 1806-U-PRS U12 SERIES 15 RAIN BIRD PEB-IVM 1-1/2" TURF SPRAY 40.73 1.62 in/h 5. THE CONTRACTOR SHALL NOT WILLFULLY INSTALL ANY ASPECT OF THE IRRIGATION 12 12 12 12 12 12 2. INSTALL OPERATION INDICATORS WITHIN 12-INCHES OF "FLUSH POINT" VALVE BOX. SEE TURF SPRAY 6IN. POP-UP SPRINKLER WITH CO-MOLDED 19 30 16 RAIN BIRD XCZ-100-IVMQ 1" AREA FOR DRIPLINE 5.52 1.44 in/h SYSTEM AS SHOWN ON THE PLANS AND DRAWINGS, WHEN IT IS OBVIOUS IN THE FIELD Q T H TT TQ F WIPER SEAL. SIDE AND BOTTOM INLET. 1/2IN. NPT FEMALE THAT OBSTRUCTIONS, GRADE DIFFERENCES, OR DISCREPANCIES EXIST THAT MIGHT DETAIL. ACTIVATE DRIP ZONE, ENSURE ALL OPERATION INDICATORS ARE FULLY EXTENDED, THREADED INLET. PRESSURE REGULATING. THE IRRIGATION CONTRACTOR IS TO SET THE RUN TIMES FOR EACH ZONE TO MATCH THE NOT HAVE BEEN KNOWN DURING THE DESIGN OF THE IRRIGATION SYSTEM. IN THE ADJUST STREAM SPRAY TO WHERE IT CAN EASILY BE SEEN BY MAINTENANCE PERSON. PLANT WATER REQUIREMENTS, SITE CONDITIONS AND MICRO-CLIMATE FACTORS. SEE THE EVENT THAT NOTIFICATION OF THE CONFLICT IS NOT APPROVED BY THE OWNER'S RAIN BIRD 1806-U-PRS U15 SERIES LANDSCAPE PLANS FOR PLANT SPECIFICATIONS. REPRESENTATIVE, THE CONTRACTOR WILL ASSUME FULL RESPONSIBILITY FOR ALL 15 15 15 15 15 15 TURF SPRAY 6IN. POP-UP SPRINKLER WITH CO-MOLDED 25 30 Q T H TT TQ F REVISIONS. WIPER SEAL. SIDE AND BOTTOM INLET. 1/2IN. NPT FEMALE NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 3. PRESSURE TEST WITH OWNERS REPRESENTATIVE PRESENT; PER ZONE, TEMPORARY INSTALL THREADED INLET. PRESSURE REGULATING. 6. REFER TO THE LANDSCAPE PLANS WHEN TRENCHING TO AVOID TREE ROOT BALLS (2) PRESSURE GAUGES (LIQUID FILLED PRESSURE GAUGES) ON (2) FLUSH POINTS, (1) ON CRITICAL ANALYSIS RAIN BIRD 1806-U-PRS HE-VAN SERIES WHEN INSTALLING IRRIGATION EQUIPMENT. CALL 811 AND REFER TO UTILITY PLANS 8 08HE-VAN 12 12HE-VAN LARGEST GRID "FLUSH POINT" AND THE OTHER ON FARTHEST GRID "FLUSH POINT". ACTIVATE TURF SPRAY 6IN. POP-UP SPRINKLER WITH CO-MOLDED 100 30 PRIOR TO TRENCHING. 10 10HE-VAN 15 15HE-VAN P.O.C. NUMBER: 01 ZONE, AFTER FLOW HAS STABILIZED, VERIFY ALL ZONE OPERATION INDICATORS ARE FULLY WIPER SEAL. SIDE AND BOTTOM INLET. 1/2IN. NPT FEMALE Water Source Information: CONNECT DOWNSTREAM OF THE EXTENDED, CHECK PRESSURE ON BOTH GAUGES, PRESSURE MUST BE 20 PSI OR HIGHER TO THREADED INLET. PRESSURE REGULATING. 7. IRRIGATION CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS, INCLUDING UTILITY 2" WATER METER. FIELD VERIFY. LOCATIONS BEFORE INSTALLATION OF THE IRRIGATION SYSTEM. THE CONTRACTOR IS PASS TEST. IF TEST FAILS, CONTRACTOR TO LOCATE AND CORRECT PROBLEM AND RETEST. RAIN BIRD 1800-1400 FLOOD RESPONSIBLE FOR COORDINATING INSTALLATION WITH ALL OTHER CONSTRUCTION ON 145 30 IT IS IN THE CONTRACTORS BEST INTEREST TO PERFORM HIS OWN TEST BEFORE HE CALLS 1401 1402 1404 1408 FIXED FLOW RATE 0.25 GPM - 2.0 GPM, FULL CIRCLE FLOW AVAILABLE SITE, ESPECIALLY LANDSCAPE INSTALLATION. THE IRRIGATION SYSTEM SHALL BE OWNERS REPRESENTATIVE PRESENTS TO AVOID RE-INSPECTION FEE'S. BUBBLER, 1/2IN. FIPT. Custom Max Flow: 80 GPM RELOCATED AT NO ADDITIONAL COST FOR ANY CONFLICT WITH LANDSCAPE Flow Available 80 GPM INSTALLATION OR ANY OTHER SITE CONSTRUCTION OR EXISTING CONDITIONS. SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY PSI PRESSURE AVAILABLE 8. VERIFY THE REQUIRED MINIMUM STATIC WATER PRESSURE IS AVAILABLE AT THE 4. PRESSURE TEST RESULTS SHALL BE NOTED AS-BUILD DRAWING BY THE "FLUSH POINT" RAIN BIRD XCZ-100-IVMQ Static Pressure at POC: 60 PSI PROJECT SITE PRIOR TO BEGINNING THE IRRIGATION INSTALLATION. NOTIFY THE WHERE TESTS WAS TAKEN. ALL "FLUSH POINTS" LOCATIONS SHALL BE INCLUDED IN AS-BUILD WIDE FLOW IVM DRIP CONTROL KIT FOR COMMERCIAL Pressure Available: 60 PSI IRRIGATION DESIGN CONSULTANT AND LANDSCAPE ARCHITECT IN WRITING IF THE DRAWINGS. APPLICATIONS. 1IN. BALL VALVE WITH 1IN. PESBIVM SMART 1 MINIMUM STATIC WATER PRESSURE OR WATER VOLUME IS NOT AVAILABLE. SEE PLAN VALVE W/ FACTORY INSTALLED IVM-SOL 0.3-20 GPM AND 1IN. DESIGN ANALYSIS SHEET FOR REQUIREMENTS. PRESSURE REGULATING 40PSI QUICK-CHECK BASKET FILTER THE FOLLOWING PRODUCTS ARE NOT SHOWN ON THE PLAN FOR GRAPHIC CLARITY BUT ARE Maximum Multi-valve Flow: 80 GPM 0.3-20 GPM Flow Available at POC: 80 GPM 9. WHERE EXISTING OR NEW TREES, LIGHT FIXTURES, SIGNS, ELECTRONIC CONTROLLERS TO BE INCLUDED DURING THE BIDDING PROCESS AND ARE TO BE INSTALLED BY THE Residual Flow Available: 0 GPM AND/OR OTHER OBJECTS ARE AN OBSTRUCTION TO AN IRRIGATION SPRINKLER'S IRRIGATION INSTALLATION CONTRACTOR. FOLLOW ALL MANUFACTURERS SPECIFICATIONS RAIN BIRD XCZ-150-LCS-IVM PATTERN, THE COMPONENT AND PIPING SHALL BE RELOCATED AS NECESSARY TO HIGH FLOW CONTROL ZONE KIT, FOR LARGE COMMERCIAL 4 Critical Station: 13 OBTAIN PROPER COVERAGE OF AN IRRIGATION SPRINKLER'S PATTERN. THE AND RECOMMENDATIONS. DRIP ZONES. 1-1/2IN WITH IVM-SOL. PEB GLOBE VALVE WITH Design Pressure: 30 PSI COMPONENT AND PIPING SHALL BE RELOCATED AS NECESSARY TO OBTAIN THE SINGLE 1-1/2IN. PRESSURE REGULATING 40PSI Friction Loss: 5.14 PSI PROPER COVERAGE WITHOUT DAMAGING THE OBSTRUCTION. - FLUSH VALVES (MANUAL OR AUTOMATIC). QUICK-CHECK BASKET FILTER. FLOW RANGE: 15-62 GPM. Fittings Loss: 0.51 PSI - AIR RELIEF VALVES - LOCATE AT THE HIGHPOINT OF THE ZONE. Elevation Loss: 0 PSI 10. 100% HEAD TO HEAD COVERAGE IS REQUIRED. ASSURE THAT ANY MODIFIED SPACING AREA TO RECEIVE DRIPLINE - DRIP INDICATOR HEAD - LOCATE IN AN INCONSPICUOUS AREA BUT ACCESSIBLE BY THE SITE Loss through Valve: 4.25 PSI DOES NOT EXCEED THE SPACING SHOWN IN THE PLANS. RAIN BIRD XFS-09-12 (ON-GRADE) MAINTENANCE TEAM. XFS SUB-SURFACE PRESSURE COMPENSATING DRIPLINE Pressure Req. at Critical Station: 39.9 PSI 10,337 LF 20 11. IRRIGATION CONTRACTOR SHALL ADJUST ALL SPRINKLERS TO AVOID OVER SPRAY W/COPPER SHIELD TECHNOLOGY. 0.9 GPH EMITTERS AT 12" Loss for Fittings: 0 PSI ONTO IMPERVIOUS AREAS. O.C. LATERALS SPACED AT 12" APART, WITH EMITTERS Loss for Main Line: 2.61 PSI OFFSET FOR TRIANGULAR PATTERN. UV RESISTANT. Loss for POC to Valve Elevation: 0 PSI 12. ALL MATERIALS AND EQUIPMENT SHOWN SHALL BE NEW AND INSTALLED AS SHOWN IRRIGATION EQUIPMENT MAY BE SHOWN OFFSET FOR GRAPHIC SPECIFY XF INSERT FITTINGS. Loss for Backflow: 0 PSI ON THE PLANS. IF THE DRAWINGS DO NOT THOROUGHLY DESCRIBE THE TECHNIQUES CLARITY. INSTALL ALL EQUIPMENT IN LANDSCAPED AREA. Loss for Master Valve: 4.64 PSI TO BE USED, THE INSTALLER SHALL FOLLOW THE INSTALLATION METHODS AND SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY Critical Station Pressure at POC: 47.1 PSI INSTRUCTIONS RECOMMENDED BY THE PRODUCT MANUFACTURER. IRRIGATION PLANS ARE TO BE VIEWED IN COLOR FOR Pressure Available: 60 PSI MOST ACCURATE INTERPRETATION OF THE DESIGN. RAIN BIRD PEB-IVM Residual Pressure Available: 12.9 PSI 13. THE LOCATION OF THE IRRIGATION MAINLINE SHALL BE IDENTIFIED IN THE FIELD AND 1IN., 1-1/2IN., 2IN. PLASTIC INDUSTRIAL SMART VALVES W/ 11 APPROVED BY THE OWNER'S REPRESENTATIVE BEFORE INSTALLATION. FACTORY INSTALLED IVM-SOL. LOW FLOW OPERATING CAPABILITY, GLOBE CONFIGURATION. 14. CONTRACTOR IS TO SUBMIT PRODUCT SPECIFICATION SHEETS FOR ALL IRRIGATION lateral legend sleeve legend LANDSCAPE PRODUCTS INC. BBV EQUIPMENT TO BE USED FOR APPROVAL BY THE LANDSCAPE ARCHITECT PRIOR TO LATERAL/ 1/2IN., 3/4IN., 1IN., 1-1/4IN., 1-1/2IN., 2IN., 2-1/2IN., 3IN. FULL INSTALLATION. 1" SLEEVE SIZE 2 MAINLINE SIZE PORT BRASS BALL VALVE. SUITABLE FOR A FULL RANGE OF LIQUIDS AND GASES IN RESIDENTIAL AND COMMERCIAL 15. THE QUANTITIES SHOWN IN THE LEGEND SHEETS SHALL NOT BE USED FOR BIDDING APPLICATIONS. PURPOSES. THE CONTRACTOR WILL BE RESPONSIBLE FOR CONDUCTING A 1.5" 1" 2" COMPREHENSIVE MATERIALS TAKEOFF TO DETERMINE THE ACTUAL QUANTITIES OF MASTER VALVE - RAIN BIRD PEB-IVM-PRS-D 2" MATERIAL NECESSARY TO EXECUTE THE WORK DESCRIBED IN THE DOCUMENTS. 1IN., 1-1/2IN., 2IN. PLASTIC INDUSTRIAL SMART VALVES W/ MV 1 2" 1.5" 3" FACTORY INSTALLED IVM-SOL. LOW FLOW OPERATING 16. ALL TRENCHES SHALL BE BACKFILLED WITH CLEAN DEBRIS-FREE MATERIALS. CAPABILITY, GLOBE CONFIGURATION. WITH PRESSURE REGULATOR MODULE. 2.5" 2" 4" 17. IRRIGATION CONTRACTOR IS TO INSTALL CHRISTY ZONE TAGS WITH THE (803) 254-8987 CORRESPONDING CONTROLLER ZONE NUMBER AT EACH CONTROL VALVE. RAIN BIRD ESPLXIVM LATERALS LINES ARE COLOR CODED 60 STATION, 2-WIRE CONTROLLER W/ SMART VALVE 18. WHEN THE IRRIGATION MAINLINE IS 3" OR LARGER, ALL CHANGES OF DIRECTION SHALL 2.5" 4" TECHNOLOGY. (1) ESPLXIVM 60-STATION, PER SIZE. FOR THE MOST ACCURATE BE ACCOMPLISHED WITH THE USE OF DUCTILE IRON ELBOWS AND TEES W/ PROPER INDOOR/OUTDOOR, PLASTIC WALL-MOUNT CABINET. THRUST BLOCKING. INTERPRETATION OF THE DESIGN, SYSTEM REQUIREMENTS: RAIN BIRD LXIVM-XXX INTEGRATED 1 3" 6" C PLANS ARE TO BE VIEWED IN COLOR. VALVE MODULES & 2-WIRE DEVICES. USE PAIGE ELECTRIC 19. AS BUILT DOCUMENTS ARE TO BE PROVIDED TO THE OWNER UPON COMPLETION OF CABLE P7072D & RAIN BIRD WC20 DRY SPLICES ONLY. THE PROJECT. THE MAINLINE, CONTROL VALVES, ISOLATION VALVES, GROUND RODS 4" 8" GROUND SYSTEM W/ (X) LXIVMSD SURGE DEVICE IN RAIN AND SPLICE BOXES SHALL BE LOCATED WITH A MEASUREMENT FROM TWO FIXED CONTROL WIRE BIRD ROUND VALVE BOXES. INSTALL PER MANUFACTURERS POINTS. RECOMMENDATIONS. CONTROL WIRE 2" 20. IRRIGATION CONTRACTOR SHALL SECURE ANY AND ALL NECESSARY PERMITS FOR THE CONDUIT RAIN BIRD IQ4-CLOUD WORK PRIOR TO COMMENCEMENT OF ON-SITE OPERATIONS. IQ4 CLOUD (FREE) SOFTWARE PACKAGE FOR CONTROLLING PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR ROUTE A 1.5" CONDUIT WITH CONTROL AND MONITORING SINGLE OR MULTI-SITE SYSTEMS VIA A SCOTTS HILL LOOP ROAD PUBLIX 21. A MAINLINE PRESSURE TEST IS TO BE CONDUCTED BEFORE BACKFILLING. ALL WIRES FROM THE CONTROLLER TO CLOUD-BASED SYSTEM. COMMUNICATES WITH ESP-LX FINDINGS ARE TO BE REPORTED TO THE LANDSCAPE ARCHITECT WITHIN TWENTY FAMILY OF CONTROLLERS WHEN UPGRADED TO A THE MAINLINE TRENCH. IQ 1 FOUR HOURS POST TEST. SATELLITE CONTROLLER WITH A NCC- (4G) (EN) (RS) CARTRIDGE. (FIVE COMMUNICATION TYPES AVAILABLE, 22. ALL IRRIGATION HEADS ARE TO BE INSTALLED AT THE END OF PARKING SPACES IN LINE SPECIFY DIRECT OR SERVER/CLIENT COMMUNICATION WITH PARKING STRIPES OR 2.5 FEET FROM BACK OF CURB. OPTION FOR EACH CONTROLLER AT EACH SITE) PLEASE CONTACT RAIN BIRD REP. FOR SITES SPECIFIC 23. ALL SLEEVES ARE TO BE TWO TIMES THE SIZE OF THE PIPE IT ENCASES. INSTALL A 2" COMPONENTS & MODEL NUMBERS SLEEVE NEXT TO THE MAINLINE SLEEVE FOR CONTROL WIRES. RAIN BIRD IQ4G-USA 24. ROUTE A 1.5" ELECTRICAL CONDUIT FROM THE CONTROLLER TO THE MAINLINE TRENCH IQ NCC 4G CELLULAR CARTRIDGE UPGRADES ESP-LX SERIES CONTROLLERS TO IQ SATELLITE, FOR COMMUNICATION FOR THE CONTROL WIRES. RUN THE CONDUIT AND CONTROL WIRES PARALLEL TO THE 4G 1 MAINLINE. WITH IQ CENTRAL CONTROL. INCLUDE IQEXTANT4G EXTERNAL ANTENNA FOR METAL OR STAINLESS STEEL 25. THE IRRIGATION SYSTEM IS TO BE INSPECTED AND APPROVED BY THE PROJECT CABINET/PEDESTAL. USED FOR DIRECT OR SERVER OWNER PRIOR TO RECEIVING CERTIFICATION. SATELLITE APPLICATIONS. DESCRIPTION 26. ANY PRODUCT SUBSTITUTIONS MADE BY THE IRRIGATION CONTRACTOR ARE TO BE RAIN BIRD LXIVMSD SURGE DEVICE PROVIDES NECESSARY PROTECTION ON THE REVIEWED AND APPROVED BY THE OWNER PRIOR TO INSTALLATION. G 6 ESPLXIVM(P) CONTROLLER, 2 WIRE PATH. INSTALL (1) LXIVMSD EVERY 500FT OR 15 FIELD DEVICES (WHICHEVER IS SMALLER). RAIN BIRD LXIVMSEN S SENSOR DEVICE INTERFACES W/ FLOW OR WEATHER 1 SENSOR AND ESP-LX-IVM(P) CONTROLLER. FLOW SENSOR CAN BE INSTALLED ANYWHERE ON THE 2-WIRE PATH. RAIN BIRD WR2-RC RS 1 DATE WIRELESS RAIN SENSOR COMBO, INCLUDES 1 RECEIVER AND 1 RAIN SENSOR TRANSMITTER. RAIN BIRD UFS-150 # FS 1-1/2IN. ULTRASONIC FLOW SENSORS, WITH GLASS FILLED 1 REVISIONS NYLON BODY. OPERATING RANGE 0.5 GPM TO . SIZE FOR FLOW NOT ACCORDING TO PIPE SIZE. POC POINT OF CONNECTION 1 CONNECT DOWNSTREAM OF THE 2" WATER METER. FIELD VERIFY. IRRIGATION LATERAL LINE: PVC CLASS 200 SDR 21 12,043 LF SEE PIPE LEGEND FOR COLOR CODING AND SIZING. IRRIGATION MAINLINE: PVC CLASS 200 SDR 21 1,407 LF PIPE SLEEVE: PVC SCHEDULE 40 2,121 LF LATERAL & MAINLINE SLEEVE PIPE SLEEVE: PVC SCHEDULE 40 180.0 LF 2" CONTROL WIRE SLEEVE Valve Callout # Valve Number #" # Valve Flow Valve Size THE QUANTITIES SHOWN IN THE LEGEND SHEETS SHALL NOT BE USED FOR BIDDING PURPOSES. THE CONTRACTOR WILL BE RESPONSIBLE FOR CONDUCTING A COMPREHENSIVE MATERIALS TAKEOFF TO DETERMINE THE ACTUAL QUANTITIES OF MATERIAL NECESSARY TO EXECUTE THE WORK DESCRIBED IN THE DOCUMENTS. IRRIGATION NOTES & SCHEDULES SHEET TITLE DATE 12/09/2025 PROJECT NUMBER 22293 SHEET NUMBER IRRI DESIGN STUDIO IRRIGATION DESIGN & CONSULTING CONNOR@IRRIDESIGNSTUDIO.COM 407-744-3658 IR-3 Page 160 of 344 8'-0" TO 12'-0" 1 3 24" MIN. 2 1 2 1 5 1 WALL, FENCE, OR BUILDING RED GREEN TWO-WIRE CONTROLLER: OR OR 4 2 2 1 BLACK WHITE RAIN BIRD ESP-LXIVM/PRO. INSTALL WIRES WIRES 7 CONTROLLER AND CABINET ON WALL PER TO TO 6 1 2 MANUFACTURER'S RECOMMENDATIONS HERE HERE GND SEN COM 4 3 JUNCTION BOX 24 VAC 2 4 CONDUIT AND FITTINGS FOR POWER SUPPLY WIRE WIRING DETAIL 5 CONDUIT AND FITTINGS FOR GROUND 1'-6" IN PLANTING AREA WIRE. ONLY FOR OUTDOOR 8 3 INSTALLATIONS WIRE DEPTH 18" MIN. 24" MINIMUM 3 6 2'-3" IN PLANTING AREA 6" CONDUIT AND FITTINGS FOR TWO-WIRE 1 STATIONARY STRUCTURE 4 6 3'0" UNDERNEATH PAVEMENT 8'-0" CABLE 2 RAIN BIRD WR2 SERIES (WEATHER STATION) 3 4 7 7 MAXI CABLE TWO-WIRE PATH TO FIELD 5 8 DEVICES. USE A DIFFERENT CABLE NOTES: 5 JACKET COLOR FOR EACH PATH. MINIMUM WIRE PATHS PREFERRED PER 6 CONTROLLER. 1. ALL GROUNDING REQUIREMENTS FOR CONTROLLERS 1 FINISH GRADE 7 5 SHALL CONFORM TO LOCAL ELECTRIC CODES. NOTES: 2 PAVEMENT 7 6 6 1 FINISHED GRADE 2. GROUNDING ROD SHALL NOT BE LOCATED IN THE SAME 3 THREE (3) 4" x 8" BRICKS 1. SEE IRRIGATION LEGEND FOR MAINLINE AND LATERAL NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 TRENCH AS IRRIGATION MAINLINES OR LATERAL LINES. NOTES: 2 PAVEMENT 1 STANDARD RECTANGULAR VALVE BOX EVERY 250' MAXIMUM 6 1-1/2" CONDUIT (MIMIMUM) LINE PIPE SIZE AND TYPE. 1. USE STEEL CONDUIT FOR ABOVE GRADE AND SCH 4O PVC CONDUIT FOR BELOW GRADE CONDITIONS. NOTES: 3. VALVE BOX SHALL BE WRAPPED WITH A MINIMUM 3 MIL 4 5/8" x 8'-0" COPPER GROUNDING 3 NON-PRESSURIZED LINE 2. PROVIDE PROPER GROUNDING COMPONENTS TO ACHIEVE GROUND RESISTANCE OF 10 OHMS OR LESS. IF 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH 2. 2-WIRE IRRIGATION WIRE SHALL BE INSTALLED IN SCH. THICK PLASTIC AND SECURED TO THE VALVE BOX ROD 2 36" LOOP OF TWO-WIRE CABLE IN PULL BOX 7 TWO-WIRE CABLE (LATERAL LINE) CONTROLLER IS MOUNTED INDOORS, USE POWER SUPPLY GROUND. MANUFACTURER'S SPECIFICATIONS. 40 PVC ELECTRICAL CONDUIT. USING DUCT TAPE OR ELECTRICAL TAPE. 5. MAINTAIN MINIMUM SEPARATE BETWEEN POWER CABLES AND CONTROL CABLES IN ACCORDANCE WITH 2. SENSOR MAY BE MOUNTED ON A FENCE, FENCE POST, GUTTER 5 GROUNDING ROD CLAMP 3 FINISHED GRADE 8 BRICK (1 OF 4) 4 DETECTABLE LOCATOR TAPE MANUFACTURERS RECOMMENDATIONS. OR BUILDING. 3. DETECTABLE LOCATOR TAPE SHALL BE LOCATED SIX 4. INSTALL GROUNDING ROD PER THE CONTROLLER #6 AWG BARE COPPER WIRE 6. ADD POWER FILTER TO IVM TO PROTECT POTENTIAL 2 WIRE SIGNAL INTERFERENCE. 3. SENSOR SHOULD NOT BE MOUNTED UNDER TREES, IN AREAS 6 INCHES (6") ABOVE THE ENTIRE MAINLINE RUN. 5 PRESSURIZED LINE (MAINLINE) MANUFACTURER'S SPECIFICATIONS AND 7. PART NUMBERS FOR GSP-IVM FILTER SKU M01344, CONSISTING OF CAPACITOR, KEMET # C274ACF5100SA0J AFFECTED BY SPRINKLER SYSTEM OR UNDER EAVE OF BUILDING. 4 ENDS OF CONDUIT SEALED WITH WATERPROOF NOTES: RECOMMENDATIONS. 7 1/2" PVC ELECTRICAL CONDUIT AND SILICONE (IF REQUIRED) AND CHOKE, SCHAFFNER # RD5122-6-9M6 INSTALLED IN ACCORDANDANCE WITH RAIN BIRD ESP-LXIVM 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE 6 TWO WIRE CONTROL WIRES SWEEP FOR EARTH GROUND CONTROLLER TROUBLESHOOTING GUIDE (P29). WITH MANUFACTURER'S SPECIFICATIONS. 5 90 DEGREE SWEEP ELL (IF REQUIRED) IN CONDUIT 8 COPPER GROUNDING PLATE GROUNDING ROD ESP-LXIVM/PRO TWO-WIRE CONTROLLER RAIN BIRD - WR2 SERIES WEATHER STATION TWO-WIRE PULL BOX (LOW VOLTAGE) IRRIGATION TRENCHING - TWO WIRE 1 N.T.S. I-RBD-03 2 N.T.S. I-RBD-05 3 N.T.S. I-RBD-10 4 N.T.S. I-RBD-11 5 N.T.S. I-RBD-13 1 1 2 1 WIDTH VARIES 1 WIDTH VARIES 7 2 1 PAVEMENT 1 RAIN BIRD MASTER VALVE (PER SCHEDULE) 3 2 BASE ROCK 2 RAIN BIRD UFS SERIES FLOW SENSOR 3 CLEAN BACKFILL, 95% 3 3 CONTROL WIRE WITH WATERPROOF SPLICE RELATIVE COMPACTION CONNECTION UNDER PAVING OR PER 6 4 3" MINIMUM DEPTH OF 3 " WASHED GRAVEL CIVIL ENGINEER'S PLANS 4 5 BRICK (1 OF 4) 3 4 TWO-WIRE CONTROL 2 2 WIRES IN CONDUIT, 6 JUMBO VALVE BOX WITH COVER SLEEVE UNDER PAVING. FLOW 3'-0" 4 INSTALL ADJACENT TO 7 FINISH GRADE PRESSURIZED MAINLINE. 5 BUNDLE SHALL BE NO 8 PVC MAINLINE MORE THAN 50% OF PIPE 9 PVC MALE ADAPTER 6 DIAMETER 8 8 DEPTH AS PER SPECIFICATION DEPTH AS PER SPECIFICATION 5 MAINLINE, SLEEVE UNDER 10 PVC CLOSE NIPPLE (1 OF 3) 1 FINISHED GRADE 1 FINISHED GRADE PAVING TO BE TWO 4 10 12 11 4" 4" 11 PVC UNION (1 OF 2) 3 MIN. 3 TIMES THE DIAMETER 2 NATIVE SOIL BACKFILL MIN. 2 NATIVE SOIL BACKFILL OF THE PRESSURIZED 3 COMPACT TO 95% COMPACT TO 95% 12 " WELDED WIRE MESH MAINLINE PIPE 9 8 4 COMPACTION 4 COMPACTION 5 6 NON-PRESSURIZED LINE, NOTES: 3 PVC MAINLINE/LATERAL 3 PVC SLEEVE SLEEVE UNDER PAVING 1. SEE IRRIGATION LEGEND FOR MAINLINE SIZE AND TYPE. TO BE BE TWO TIMES 4 BACKFILL WITH 100% COARSE 4 BACKFILL WITH 100% COARSE NOTES: MODEL SIZE K OFFSET FLOW RANGE THE DIAMETER OF THE SAND, WATER JET AND SAND, WATER JET AND 1. THE UFS CAN BE INSTALLED IN A VERTICAL POSITION WITH THE LATERAL LINE 4" FLOW ARROW POINTING UPWARDS. 2. ALL SLEEVES SHALL BE SCH. 40 PVC PIPE. BEDDING MECHANICALLY COMPACT 4" BEDDING MECHANICALLY COMPACT MIN. TO 90% OPTIMUM DENSITY. MIN. TO 90% OPTIMUM DENSITY. 2. THE UFS SIZE MUST BE EQUAL TO OR SMALLER THAN THE UFS100 1" 0.25 0 0.3 - 50 GPM 3. ALL SLEEVES SHALL EXTEND 12" BEYOND THE EDGE OF PAVEMENT. ALLOW 48 HOURS TO SETTLE, ALLOW 48 HOURS TO SETTLE, INCOMING PIPE SIZE. 4" 4" 4" 4" AND BACKFILL AND COMPACT AND BACKFILL AND COMPACT 3. THE UFS DOES NOT REQUIRE STRAIGHT PIPE BEFORE OR AFTER UFS150 1.5" 1.70 -0.316 0.5 - 110 GPM MIN. MIN. MIN. MIN. 4. END OF SLEEVES SHALL BE LOCATED WITH A WOODEN STAKE OR PVC WITH NATIVE SOIL WITH NATIVE SOIL SENSOR PLACEMENT. PIPE. LOCATORS SHALL RUN CONTINUOUSLY FROM THE END OF THE 4. NO BRICKS REQUIRED FOR RAIN BIRD VB-SERIES VALVE BOXES UFS200 2" 2.849 0.1439 1.0 - 200 GPM SLEEVE TO FINISHED GRADE. ONLY. (803) 254-8987 PIPE BENEATH PAVEMENT - TWO WIRE MAINLINE WITH SAND BEDDING SLEEVE AT ROAD RAIN BIRD MASTER VALVE & UFS (FLOW SENSOR) 6 N.T.S. I-RBD-15 7 N.T.S. I-RBD-16 8 N.T.S. I-RBD-17 9 N.T.S. I-RBD-19 2 1 PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR SCOTTS HILL LOOP ROAD PUBLIX 1 2 3 4 5 1 RAIN BIRD DRIP KIT (PER SCHEDULE) 1 2 3 4 5 1 RAIN BIRD DRIP KIT (PER SCHEDULE) 1 2 3 4 5 1 RAIN BIRD REMOTE CONTROL VALVE (PER SCHEDULE) 2 WATERPROOF SPLICE CONNECTION 2 WATERPROOF SPLICE CONNECTION 3 AND TWO-WIRE PATH AND TWO-WIRE PATH 2 WATERPROOF SPLICE CONNECTION AND TWO-WIRE PATH 3 VALVE ID TAG 3 VALVE ID TAG 4 3 VALVE ID TAG 4 VALVE BOX WITH COVER: RAIN BIRD 4 VALVE BOX WITH COVER: RAIN BIRD VB-JUMBO VB-JUMBO 4 VALVE BOX WITH COVER: RAIN BIRD 6 6 6 11 5 FINISH GRADE 11 5 FINISH GRADE 11 5 FINISH GRADE 12 7 6 PVC LATERAL PIPE 12 7 6 PVC LATERAL PIPE 12 7 6 PVC LATERAL PIPE 7 BRICK (1 OF 4) 7 BRICK (1 OF 4) 7 BRICK (1 OF 4) 5 8 8 8 6 7 8 8 3/4" MINUS WASHED GRAVEL 8 3/4" MINUS WASHED GRAVEL 8 3/4" MINUS WASHED GRAVEL DESCRIPTION 9 9 WIRE FABRIC CLOTH 9 9 WIRE FABRIC CLOTH 9 9 WIRE FABRIC CLOTH 10 PVC MAINLINE 10 PVC MAINLINE 10 PVC MAINLINE 11 PVC SCH 80 ELBOW 11 PVC SCH 80 ELBOW 11 PVC SCH 80 ELBOW 13 13 13 12 PVC SCH 80 NIPPLE 1-1/2" 12 PVC SCH 80 NIPPLE 1-1/2" 12 PVC SCH 80 NIPPLE 1-1/2" 1 FINISH GRADE 5 PVC MAINLINE 10 10 10 14 13 PVC SCH 80 NIPPLE AND PVC 14 13 PVC SCH 80 NIPPLE AND PVC 14 13 PVC SCH 80 NIPPLE AND PVC 2 RECTANGULAR VALVE BOX 6 3/4" MINUS WASHED GRAVEL SCH 80 ELBOW SCH 80 ELBOW SCH 80 ELBOW 3 BRASS BALL VALVE AS SPECIFIED, 7 WIRE FABRIC CLOTH 14 PVC SCH 80 TEE OR ELBOW 14 PVC SCH 80 TEE OR ELBOW 14 PVC SCH 80 TEE OR ELBOW SAME SIZE AS MAIN LINE 8 BRICK (1 OF 4) NOTES: NOTES: NOTE: 4 SCHEDULE 80 THREADED NIPPLE 1. COIL AN ADDITIONAL 3-FEET OF TWO-WIRE CABLE 1. COIL AN ADDITIONAL 3-FEET OF TWO-WIRE CABLE 1. COIL AN ADDITIONAL 3-FEET OF TWO-WIRE CABLE AS REQUIRED IN THE VALVE BOX FOR EASY SERVICING. IN THE VALVE BOX FOR EASY SERVICING. IN THE VALVE BOX FOR EASY SERVICING. DATE 2. THE KIT INCLUDES A VALVE AND SCREEN FILTER. 2. THE KIT INCLUDES A VALVE AND SCREEN FILTER. # BRASS BALL ISOLATION VALVE 1" RAIN BIRD DRIP CONTROL ZONE KIT W/IVM-SOL 1.5" RAIN BIRD DRIP CONTROL ZONE KIT W/IVM-SOL RAIN BIRD REMOTE CONTROL VALVE W/IVM-SOL REVISIONS 10 N.T.S. I-RBD-23 11 N.T.S. I-RBD-27 12 N.T.S. I-RBD-28 13 N.T.S. I-RBD-30 IRRIGATION DETAILS - A SHEET TITLE DATE 12/09/2025 PROJECT NUMBER 22293 SHEET NUMBER IRRI DESIGN STUDIO IRRIGATION DESIGN & CONSULTING CONNOR@IRRIDESIGNSTUDIO.COM 407-744-3658 IR-4 Page 161 of 344 7 1 1 2 3 4 1 FINISH GRADE 8 2 RAIN BIRD 6" POP-SPRAY 5 (PER SCHEDULE) 3 PVC LATERAL PIPE 6 4 1 2" POLYETHYLENE FLEXIBLE TUBING, 3 LENGTH AS REQUIRED SECTION VIEW 2 5 PVC SCH 40 TEE OR ELLBOW 4 1 FINISHED GRADE 2 PRESSURE COMPENSATING BUBBLER SHALL BE SET 1" 18" MINMUM 5 ABOVE FINISHED GRADE (SEE IRRIGATION SCHEDULE FOR MAKE AND MODEL) 4 PLAN VIEW 3 SWING JOINT, SEE DETAIL 9 4 SCH. 40 PVC 90° ELBOW SLIP TO THREAD 5 LATERAL LINE IRRIGATION (SEE IRRIGATION PLANS FOR NOTES: SIZING) NORTH CAROLINA ENGINEERING FIRM LICENSE NUMBER: C-0738 1. ALL IRRIGATION FITTINGS SHALL BE SCH. 40 PVC UNLESS 6 EDGE OF ROOT BALL. SETTLE BACKFILL SO IRRIGATION SPECIFIED OTHERWISE. FLOWS THROUGH ROOT BALL 2. ALL THREADED CONNECTIONS FROM SCH. 40 TO SCH. 80 PVC EDGE OF ROOT BALL 7 SHALL BE MADE USING TEFLON TAPE. 3 5 8 EXISTING OR MODIFIED SOIL (SEE SPECIFICATIONS FOR SOIL MODIFICATION) 3. CONTRACTOR SHALL SETTLE THE AREA AROUND THE BUBBLER AND EDGE OF THE ROOT BALL SO THAT ALL 9 SCH. 40 PVC TEE OR 90° ELBOW IRRIGATION FLOWS THROUGH THE ROOT BALL. 6" POP-UP SPRAY W/FLEX ASSEMBLY IRRIGATION BUBBLER W/ LAYOUT 1 N.T.S. I-RBD-31 2 N.T.S. I-RBD-35 TYPICAL OFFSET 2" FROM PVC SCH 40 TEE OR ELL. HARDSCAPE, 4" FROM MAXIMUM LATERAL LENGTH (FEET) PVC MANIFOLD LINE. PLANTED AREA. PVC MAINLINE. EMITTER FLOW RATE GPH TYPICAL FPT ADAPTER AND COMPRESSION COUPLER. 12" SPACING 18" SPACING 24" SPACING EASY FIT COMPRESSION PSI 0.6 0.9 0.6 0.9 0.6 0.9 DRIP VALVE / FILTER / ADAPTER. REGULATOR. 1" PVC LATERAL 10 125 96 175 135 218 171 EASY FIT COMPRESSION PIPE. 20 249 191 350 171 442 340 30 307 236 434 333 550 422 COUPLING. 40 350 268 495 380 627 171 50 125 96 175 135 218 171 LANDSCAPE TYPICAL OFFSET 2" 60 125 96 175 135 218 171 DRIPLINE TUBING. FROM WATER SOURCE: DRIP VALVE HARDSCAPE, 4" POLYETHYLENE OR PVC HEADER OR LATERAL FROM VALVE. FROM PLANTED MANIFOLD, SIZE AS PER "MAXIMUM GRID PRECIPITATION RATES (IN/HR) MAXIMUM FLOW PER ZONE AREA. FLOW PER ZONE" CHART. LANDSCAPE DRIPLINE TUBING. EMITTER FLOW RATE MAX GPM PSI LOSS PVC MANIFOLD LINE EMITTER LATERAL TYPICAL WITH PVC TEE. SPACING SPACING 0.6 0.9 COMPRESSION SCHEDULE 40 PVC HEADER SIZE 1/2" 4.7 GPM 7.7 PSI POLYGON SHAPED "C" SHAPED ODD SHAPED FITTING. 12 12 0.96 1.44 3/4" 8.3 GPM 5.6 PSI FLUSH CAP DRIPLINE SPACING AS 18 18 0.69 1.03 1" 13.5 GPM 4.2 PSI 24 24 0.28 0.41 NOTED. EMITTERS 1-1/2" 33.9 GPM 2.9 PSI 2" 52.4 GPM 1.9 PSI AIR RELIEF VALVE: OFFSET FOR AR VALVE KIT, INSTALL AT TRIANGULAR SPACING. LATERAL FLOW PER 100 FT (GPM) POLY PIPE HEADER SIZE HIGH POINT OF SYSTEM. AIR RELIEF VALVE AT 1/2" 4.7 GPM 8.8 PSI HIGH POINT, AS EMITTER 12" 18" 24" 3/4" 8.3 GPM 6.3 PSI FLOW SPACING SPACING SPACING INDICATED. 1" 13.5 GPM 4.8 PSI 1-1/2" 31.8 GPM 2.9 PSI TYPICAL DRIP LINE WITH 0.6 GPH 1.0 GPM 0.67 GPM 0.50 GPM 2" 52.4 GPM 2.2 PSI EMITTER SPACING AS 0.9 GPH 1.5 GPM 1.0 GPM 0.75 GPM NOTED. TIE DOWN MAXIMUM LENGTH OF SINGLE LATERAL, SEE CHART. STAKE AT ALL TEES, ELLS, AND AT 4' O.C. AT SLOPED CONDITION NOTE: CLAY, 3' O.C. AT LOAM, 1. DRIPLINE LATERALS SHOULD FOLLOW THE CONTOURS OF THE SLOPE. MAXIMUM LENGTH OF SINGLE LATERAL, SEE CHART. OR 2' O.C. AT SAND. 2. INSTALL AIR RELIEF VALVE AT HIGHEST POINT. 2 3. NORMAL SPACING WITHIN THE TOP 3 OF SLOPE. 1 4. INSTALL DRIPLINE AT 25% GREATER SPACING AT THE BOTTOM 3 OF THE FLUSH VALVE OR CAP SLOPE. AT LOW END, AS NOTED. 1 (803) 254-8987 5. WHEN THE ELEVATION CHANGE IS 10FT OR MORE, ZONE THE BOTTOM 3 END FEED EXAMPLE CENTER FEED EXAMPLE ON A SEPARATE VALVE. DOGBONE SHAPED CORNER SHAPED CURVED POLYGON HOURGLASS SHAPED TYPICAL DRIPLINE REQUIREMENTS 3 N.T.S. I-RBD-38 PENDER COUNTY, NC BAKER COMMERCIAL PROPERTIES, LLC COLUMBIA, SC 29211 SCOTTS HILL LOOP ROAD & NC-17 FOR: 1400 PICKENS STREET, 5TH FLOOR SCOTTS HILL LOOP ROAD PUBLIX DESCRIPTION DATE # REVISIONS IRRIGATION DETAILS - B SHEET TITLE DATE 12/09/2025 PROJECT NUMBER 22293 SHEET NUMBER IRRI DESIGN STUDIO IRRIGATION DESIGN & CONSULTING CONNOR@IRRIDESIGNSTUDIO.COM 407-744-3658 IR-5 Page 162 of 344HYDROLOGY STUDY Page 163 of 344 Scotts Hill Loop - Publix Pender County North Carolina JOB NO. 22-293 June 03, 2026 FOR : Baker Commercial Properties, LLC 1400 Pickens Street, 5th Floor Columbia, SC 29201 Email: rmaltba@bakercp.com BY : ROBERTSON / LOIA / ROOF ARCHITECTS & ENGINEERS 3460 Preston Ridge Road Suite 275 Alpharetta, Georgia 30005 Tel: (770) 674-2600 Fax: (678) 319-0745 Page 164 of 344 Robertson/Loia/Roof Project 22-293 Table of Contents Pre Development Site Condition ....................................................................................................................... 3 Post Development Site Condition ..................................................................................................................... 4 Infiltration Trench Calculations ......................................................................................................................... 8 Dry Pond Design and Calculations ................................................................................................................... 10 Permeable Pavers Calculations ....................................................................................................................... 12 Appendix A: Soil Map Appendix B: Geotechnical Report Appendix C: Infiltration Tests Appendix D: Hydrographs Page 165 of 344 Robertson/Loia/Roof Project 22-293 Pre-Development Site Conditions This project is located at the southern corner of the intersection of Scotts Hill Loop Road and State Road NC-17. The proposed site consists of two existing parcels totaling approximately 12.15 acres and is heavily forested with trees. There is an existing power line running through the site which will be relocated. There is a small creek located at the southeastern corner of the site and is the overall low point of the site at elevation 13. The existing site has multiple drainage areas onsite but has no existing storm drain facilities. The majority of the site drains to a low point in the middle of the site and water collects in this existing low point at elevation 23. During large rain events, if water overtops this low area then all drainage ultimately outfalls to the creek in the southeastern corner of the site. Since this low point in the creek is the ultimate outfall for water from the site, this study point will be analyzed in the post development condition as this is the outfall for the proposed dry pond as well. Page 3 Page 166 of 344 Robertson/Loia/Roof Project 22-293 Post Development Site Conditions This site improvement consists of construction of a 50,325 sf Grocery store with 9,800 sf of retail shops adjacent to the grocery store. The improvements consist of associated parking areas, drive aisles, and utilities for both the grocery store and shops space. Improvements will also consist of rough grading of two out lot areas for future retail use. The project site is in a coastal county so is subject to the Coastal County requirements laid out in section 15A NCAC 02H.1019 section in the NCDEQ Stormwater design criteria. The site is within 0.5 miles of SA waters as shown in the exhibit below and therefore the Stormwater control measures (SCMs) will be designed per the SCMS for SA Water High Density Projects. To meet the requirements per section 7 the site will implement Runoff Treatment with Non-Discharging SCMs. An infiltration trench is proposed to meet the requirement and has been sized to treat the one-year 24-hour rainfall event per the Rainfall Precipitation Table in the hydrograph report. The calculations for the design volume and overall sizing of the infiltration trench are detailed in this report and show the infiltration trench meets the requirement for Runoff Treatment with Non-Discharging SCMs. A dry pond will be implemented in conjunction with the infiltration trench to manage the flow rates of the higher storm events. As mentioned above, an infiltration trench will be used to treat runoff the whole site including the off-site area draining to our site from the improvements along NC-17. Water will be collected through storm drain around the site and ultimately outfall into a forebay before draining to the infiltration trench. The infiltration trench was designed per Section C-1 in the NCDEQ stormwater design manual. Per the SA water requirements, the design volume for the infiltration trench will be based on the one-year 24- . surface area of the infiltration trench. The site has high infiltration rates in the infiltration trench area with over 8 inches per hour. This information is shown in the geotechnical report prepare by ECS Southeast which is included in the appendix. The calculations for the infiltration trench are shown later in this report. Along with the infiltration trench in the eastern corner of the site, a dry pond is proposed in the same area to handle the higher storm events over the 1 year 24 hour rain event. The dry pond was designed per section C-12 of the NCDEQ stormwater design manual and the outlet control structure was designed for peak flow attenuation through the 25-year storm. Per the Coastal County standards the dry pond will ultimately outfall just outside the vegetative setback for the wetland area in the eastern corner of the site. The outfall will be a non-erosive velocity as shown on the storm drain pipe calculations. In addition to the dry pond and infiltration trench, permeable pavers will be installed on the proposed site as the local jurisdiction, Pender County, has a requirement for permeable paver spaces based on their parking code. The permeable pavers will be designed to meet the minimum design criteria laid out in section C-5 in the NCDEQ stormwater design manual. The permeable pavers will only treat the immediate parking area above as the remaining drainage area of the site will be collected in Page 4 Page 167 of 344 Robertson/Loia/Roof Project 22-293 storm drain systems and outfall to the dry pond. Infiltration testing was done on site for the permeable pavers and the results meet the requirements for infiltrating permeable pavers so therefore the pavers were considered 100% pervious in the calculation of impervious area on site. While the infiltration trench lies within 0.5 miles of SA waters, the permeable pavers lie just outside the 0.5 mile distance. The property line was offset 264 feet to represent 0.5 miles and is shown by a blue line on the Proposed Drainage Area Map Below. Since all of the permeable pavers lie outside the 0.5 miles, the permeable The calculations for all 8 permeable pavers are shown in this report. Based on the summary above and the calculations to follow, this report will demonstrate the proposed site meets the requirements for Runoff Treatment with Non-Discharging SCMS and the permeable pavers meet the requirements for Coastal Counties. The peak flow summary table below also compares the pre-development and post development flow for the 10-year and 25-year storms. The table below shows the post development flow does not exceed 10% of the pre development flow for the 10-year or 25-year storm and therefore meets Pender County requirements. Page 5 Page 168 of 344Robertson/Loia/Roof Project 22-293 Page 6 Page 169 of 344Robertson/Loia/Roof Project 22-293 Page 7 Page 170 of 344 Robertson/Loia/Roof Project 22-293 Infiltration Trench Design and Calculations As mentioned previously, an infiltration trench will be designed per section C-1 of the NCDEQ stormwater manual. The infiltration trench will be located on the eastern corner of the site and will be sized to collect stormwater runoff from the entire site including the runoff from the off-site improvements along NC-17. Water will be collected through a storm drain system and outfall into a forebay which will then spill into the infiltration trench. Since the site is within 0.5 miles of SA waters, the design volume was calculated to meet the requirements of Runoff treatment for Non-Discharging SCMs. The one-year 24- rainfall table. Using this precipitation depth a design volume of 164,709 cubic feet was calculated using the NRCS method. The calculations for the curve numbers based on site characteristics are shown below and the runoff volumes are shown in the hydrograph appendix. As mentioned before, a design volume of 164,709 cubic feet was calculated using the NRCS method . From this design volume, a required surface area was calculated based upon the 8.42 infiltration rate from the geotechnical report with a factor of safety of 2 per the guidelines. The proposed surface area was sized to be slightly larger than the required surface area and the proposed design volume was calculated using this area. Based up the geot high water table. The calculations for the infiltration trench are shown below. Page 8 Page 171 of 344Robertson/Loia/Roof Project 22-293 Page 9 Page 172 of 344 Robertson/Loia/Roof Project 22-293 Dry Pond Design and Calculations As mentioned previously, a dry pond is proposed to handle the larger design storms. The infiltration trench is sized to handle the one-year 24-hour storm and the dry pond will control peak flow rates for the larger design storms. Using the surface area, infiltration rate, and surrounding contours, the infiltration trench was modeled in hydrographs. The max elevation of the one-year 24- hour storm is 20.72. Since the infiltration trench was sized to handle the entire storm event, the lowest orifice in the outlet control structure for the dry pond was set at 21.00. The weir elevation was set at 24.25 to set the temporary pool elevation. The design volume was calculated based on the difference in the pre-development and post-development volumes for the one-year 24-hour storm event. The pre-development volume was 0 based on a majority wooded site with post development volume was 89,765 cubic feet based on the proposed curve number shown in the table above. The calculations below show this design volume is met based on the total volume between the proposed orifice and weir elevations. The minimum and maximum orifice diameter was then calculated to ensure the temporary pool would drawdown within 2-5 days. Since some drawdown of the temporary pool would occur from the infiltration trench, a sizing close to the minimum sizing was selected. Based on this conservative sizing the dry pond temporary pool will still drawdown within the 2-5 day requirement. Page 10 Page 173 of 344Robertson/Loia/Roof Project 22-293 Page 11 Page 174 of 344 Robertson/Loia/Roof Project 22-293 Permeable Pavement Design and Calculations Pender County has a minimum parking requirement and every parking space over the minimum requirement needs to be a permeable paver. The minimum parking per Pender County is 281 spaces and we are proposing 350 parking spaces so 69 permeable spaces are required. The proposed layout has 72 permeable paver spaces to meet this requirement. To meet this requirement 8 different rows of parking were chosen for the permeable paver locations totaling an area of 13,331 square feet. To ensure permeable pavers were achievable in the locations selected, infiltration rates were taken and are provided in the geotechnical report in the appendices. These rates were all above 11 in. / hr. which is well over the required amount. Individual drainage areas were taken for each section of permeable pavers and a breakdown of these drainage areas is found in the SuppEz form. The permeable pavers are all located just outside the 0.5 mile distance from SA waters so the NRCS method was used to calculate the required volume. Based on this required volume and proposed surface area, a proposed depth was calculated and these depths . eeded for volume. Using these depths, we then compared them to the SHWT table given in the infiltration report and assured the depths remained at least two feet above the SHWT. The calculations for required volume, surface area, and drawdown time are shown below. The infiltration rates are provided in the appendices. Page 12 Page 175 of 344Robertson/Loia/Roof Project 22-293 Permeable Paver 2 Description Total Area Impervious % CN S Rv Onsite 0.04 Ac 100.0% 98.0 0.2 1.0 Total Permeable Paver Volume Calculation Design Volume (NRCS Method): Q*Area (sf) / 12 Q: 1.28 (Q= (P-0.2S)^2 / (P+0.8S) (P=1.5" for Coastal) Required Volume (Vr) 181 cf (NRCS Method Used) Depth of Aggregate 12*(Vr / App*n) (n= percent voids, = 16-22% or 0.2) Permeable Pavement Area 1,620 sf Required Depth of Aggregate 6.70 in Proposed Depth of Aggregate 12.00 in Design Volume (DV) 324 cf Drawdown Time T= 12 (Vr/(i*App*FS)) i= infiltration rate = 13.48 in/hr SF= Safety Factor = 0.2 Drawdown Time T= 0.50 hrs Permeable Paver 3 Description Total Area Impervious % CN S Rv Onsite 0.07 Ac 100.0% 98.0 0.2 1.0 Offsite 0.00 Ac 0.0% 0.0 0.0 0.0 Total Permeable Paver Volume Calculation Design Volume (NRCS Method): Q*Area (sf) / 12 Q: 1.28 (Q= (P-0.2S)^2 / (P+0.8S) (P=1.5" for Coastal) Required Volume (Vr) 317 cf (NRCS Method Used) Depth of Aggregate 12*(Vr / App*n) (n= percent voids, = 16-22% or 0.2) Permeable Pavement Area 1,980 sf Required Depth of Aggregate 9.60 in Proposed Depth of Aggregate 12.00 in Design Volume (DV) 396 cf Drawdown Time T= 12 (Vr/(i*App*FS)) i= infiltration rate = 15.85 in/hr SF= Safety Factor = 0.2 Drawdown Time T= 0.61 hrs Permeable Paver 4 Description Total Area Impervious % CN S Rv Onsite 0.08 Ac 100.0% 98.0 0.2 1.0 Offsite 0.00 Ac 0.0% 0.0 0.0 0.0 Total Permeable Paver Volume Calculation Design Volume (NRCS Method): Q*Area (sf) / 12 Q: 1.28 (Q= (P-0.2S)^2 / (P+0.8S) (P=1.5" for Coastal) Required Volume (Vr) 363 cf (NRCS Method Used) Depth of Aggregate 12*(Vr / App*n) (n= percent voids, = 16-22% or 0.2) Permeable Pavement Area 2,106 sf Required Depth of Aggregate 10.34 in Proposed Depth of Aggregate 12.00 in Design Volume (DV) 421 cf Drawdown Time T= 12 (Vr/(i*App*FS)) i= infiltration rate = 15.85 in/hr SF= Safety Factor = 0.2 Drawdown Time T= 0.65 hrs Page 13 Page 176 of 344Robertson/Loia/Roof Project 22-293 Permeable Paver 5 Description Total Area Impervious % CN S Rv Onsite 0.08 Ac 100.0% 98.0 0.2 1.0 Offsite 0.00 Ac 0.0% 0.0 0.0 0.0 Total Permeable Paver Volume Calculation Design Volume (NRCS Method): Q*Area (sf) / 12 Q: 1.28 (Q= (P-0.2S)^2 / (P+0.8S) (P=1.5" for Coastal) Required Volume (Vr) 363 cf (NRCS Method Used) Depth of Aggregate 12*(Vr / App*n) (n= percent voids, = 16-22% or 0.2) Permeable Pavement Area 2,106 sf Required Depth of Aggregate 10.35 in Proposed Depth of Aggregate 12.00 in Design Volume (DV) 421 cf Drawdown Time T= 12 (Vr/(i*App*FS)) i= infiltration rate = 15.10 in/hr SF= Safety Factor = 0.2 Drawdown Time T= 0.69 hrs Permeable Paver 6 Description Total Area Impervious % CN S Rv Onsite 0.04 Ac 60.0% 98.0 0.2 0.6 Offsite 0.00 Ac 0.0% 0.0 0.0 0.0 Total Permeable Paver Volume Calculation Design Volume (NRCS Method): Q*Area (sf) / 12 Q: 1.28 (Q= (P-0.2S)^2 / (P+0.8S) (P=1.5" for Coastal) Required Volume (Vr) 188 cf (NRCS Method Used) Depth of Aggregate 12*(Vr / App*n) (n= percent voids, = 16-22% or 0.2) Permeable Pavement Area 900 sf Required Depth of Aggregate 12.54 in Proposed Depth of Aggregate 14.00 in Design Volume (DV) 210 cf Drawdown Time T= 12 (Vr/(i*App*FS)) i= infiltration rate = 14.26 in/hr SF= Safety Factor = 0.2 Drawdown Time T= 0.88 hrs Permeable Paver 7 Description Total Area Impervious % CN S Rv Onsite 0.03 Ac 100.0% 98.0 0.2 1.0 Offsite 0.00 Ac 0.0% 0.0 0.0 0.0 Total Permeable Paver Volume Calculation Design Volume (NRCS Method): Q*Area (sf) / 12 Q: 1.28 (Q= (P-0.2S)^2 / (P+0.8S) (P=1.5" for Coastal) Required Volume (Vr) 125 cf (NRCS Method Used) Depth of Aggregate 12*(Vr / App*n) (n= percent voids, = 16-22% or 0.2) Permeable Pavement Area 1,172 sf Required Depth of Aggregate 6.40 in Proposed Depth of Aggregate 8.00 in Design Volume (DV) 156 cf Drawdown Time T= 12 (Vr/(i*App*FS)) i= infiltration rate = 13.22 in/hr SF= Safety Factor = 0.2 Drawdown Time T= 0.48 hrs Page 14 Page 177 of 344Robertson/Loia/Roof Project 22-293 Page 15 Page 178 of 344Robertson/Loia/Roof Project 22-293 Appendix A: Soil Map Page 16 Page 179 of 344 Hydrologic Soil Group—Pender County, North Carolina 77° 45' 55'' W 55'' 45' 77° W 29'' 45' 77° 245580 245640 245700 245760 245820 245880 245940 246000 246060 246120 246180 34° 19' 28'' N 34° 19' 28'' N 3801570 3801570 3801510 3801510 3801450 3801450 3801390 3801390 3801330 3801330 3801270 3801270 3801210 Soil Map may not be valid at this scale. 3801210 34° 19' 14'' N 34° 19' 14'' N 245580 245640 245700 245760 245820 245880 245940 246000 246060 246120 246180 Map Scale: 1:2,940 if printed on A landscape (11" x 8.5") sheet. Meters 77° 45' 55'' W 55'' 45' 77° N 0 40 80 160 240 W 29'' 45' 77° Feet 0 100 200 400 600 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 Natural Resources Web Soil Survey 6/5/2025 Conservation Service National Cooperative Soil Survey Page 1 of 4 Page 180 of 344 Hydrologic Soil Group—Pender County, North Carolina MAP LEGEND MAP INFORMATION Area of Interest (AOI) C The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:24,000. C/D Soils D Warning: Soil Map may not be valid at this scale. Soil Rating Polygons Enlargement of maps beyond the scale of mapping can cause A Not rated or not available misunderstanding of the detail of mapping and accuracy of soil A/D Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed B scale. Transportation B/D Rails Please rely on the bar scale on each map sheet for map C Interstate Highways measurements. C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: D Major Roads Coordinate System: Web Mercator (EPSG:3857) Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection, which preserves direction and shape but distorts Background A distance and area. A projection that preserves area, such as the Aerial Photography Albers equal-area conic projection, should be used if more A/D accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s) listed below. C Soil Survey Area: Pender County, North Carolina Survey Area Data: Version 27, Sep 9, 2024 C/D Soil map units are labeled (as space allows) for map scales D 1:50,000 or larger. Not rated or not available Date(s) aerial images were photographed: Nov 8, 2022—Dec 1, 2022 Soil Rating Points A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background A/D imagery displayed on these maps. As a result, some minor B shifting of map unit boundaries may be evident. B/D Natural Resources Web Soil Survey 6/5/2025 Conservation Service National Cooperative Soil Survey Page 2 of 4 Page 181 of 344Hydrologic Soil Group—Pender County, North Carolina Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI AnB Alpin fine sand, 1 to 6 A 6.1 36.0% percent slopes AuB Autryville fine sand, 1 to A 10.9 64.0% 4 percent slopes Totals for Area of Interest 17.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Natural Resources Web Soil Survey 6/5/2025 Conservation Service National Cooperative Soil Survey Page 3 of 4 Page 182 of 344Hydrologic Soil Group—Pender County, North Carolina Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Web Soil Survey 6/5/2025 Conservation Service National Cooperative Soil Survey Page 4 of 4 Page 183 of 344Robertson/Loia/Roof Project 22-293 Appendix B: Geotechnical Report Page 184 of 344 ECS Southeast, LLC Geotechnical Engineering Report Publix Scotts Hill Highway 17 Scotts Hill, Pender County, North Carolina ECS Project No. 22:36376 July 30, 2025 Page 185 of 344 July 30, 2025 Mr. Ryan Maltba Baker Commercial Properties, LLC 1400 Pickens Street 5th Floor Columbia, SC 29201 Publix Supermarkets, Inc. PO Box 407 Lakeland, FL 33802 ECS Project No. 22:36376 Reference: Geotechnical Engineering Report Publix Scotts Hill Highway 17 Scotts Hill, Pender County, North Carolina Dear Mr. Maltba: ECS Southeast, LLC (ECS) has completed the subsurface exploration and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our agreed scope of work. This report presents our understanding of the geotechnical aspects of the project along with the results of the field exploration conducted and our design and construction recommendations. It has been our pleasure to be of service during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify the subsurface conditions encountered in the exploration for this report. Should you have any questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us. Respectfully submitted, ECS Southeast, LLC Freddie Wescott Winslow Goins, PE Senior Project Manager Principal Engineer FWescott@ecslimited.com WGoins@ecslimited.com Page 186 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page i TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................................................................................. 1 1.0 INTRODUCTION .................................................................................................................. 2 2.0 PROJECT INFORMATION ..................................................................................................... 3 2.1 Project Location/Current Site Use/Past Site Use ................................................................... 3 2.2 Proposed Construction ........................................................................................................... 3 3.0 FIELD EXPLORATION testing ................................................................................................ 4 3.1 Subsurface Characterization .................................................................................................. 4 3.2 Groundwater Observations .................................................................................................... 5 3.3 Laboratory Testing ................................................................................................................. 5 4.0 DESIGN RECOMMENDATIONS ............................................................................................. 6 4.1 Shallow Foundations .............................................................................................................. 6 4.1.1 Canopy Foundations ..................................................................................................... 7 4.2 Slabs On Grade ....................................................................................................................... 7 4.3 Lateral Earth Pressure and Soil Parameters ........................................................................... 8 4.4 Seismic Design Considerations ............................................................................................... 8 4.5 Pavements .............................................................................................................................. 9 5.0 SITE CONSTRUCTION RECOMMENDATIONS ....................................................................... 12 5.1 Subgrade Preparation .......................................................................................................... 12 5.1.1 Stripping and Grubbing ............................................................................................... 12 5.1.2 Proofrolling ................................................................................................................. 12 5.1.3 Site Temporary Dewatering ........................................................................................ 12 5.2 Earthwork Operations .......................................................................................................... 13 5.2.1 Structural Fill ............................................................................................................... 13 5.3 Foundation and Slab Observations ...................................................................................... 14 5.4 Utility Installations ............................................................................................................... 14 6.0 CLOSING ........................................................................................................................... 15 Page 187 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page ii APPENDICES Appendix A Drawings & Reports Site Location Diagram Exploration Location Diagram Appendix B Field Operations Reference Notes for CPT Soundings Cone Penetration Test Sounding Logs (S-1 through S-11) Reference Notes for SPT Borings Standard Penetration Test Boring Logs (B-1 through B-4) Hand Auger Boring Logs (K-1 through K-12) Kessler DCP Test Results (K-1 through K-12) Appendix C Laboratory Testing Laboratory Test Results Summary Plasticity Chart (s) CBR Test Results Appendix D Supplemental Report Documents GBA Document Page 188 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 1 EXECUTIVE SUMMARY The following summarizes the main findings of the exploration, particularly those that may have a cost impact on the planned development. Further, our principal foundation recommendations are summarized. Information gleaned from the executive summary should not be utilized in lieu of reading the geotechnical report. The geotechnical exploration performed for the site included eleven (11) electronic cone penetration test (CPT) soundings drilled to refusal or termination depths ranging from approximately 22.5 to 25 feet, four (4) standard penetration test (SPT) borings drilled to termination depths of 20 to 25 feet, and twelve (12) Kessler dynamic cone penetrometer (DCP) tests and hand auger borings. Provided the subgrades are prepared as recommended in this report and the column and wall loads do not exceed the anticipated column and wall loads provided in the table in Section 2.2, the planned structures may be supported by conventional shallow foundations consisting of column or strip footings bearing on compacted structural fill and natural soil using a net allowable soil bearing pressure of 2,000 psf. Groundwater was encountered in the CPT soundings at depths ranging from approximately 13.8 feet to 21.0 feet below existing grade. Groundwater depths were observed in the SPT borings ranging from approximately 1.5 feet to 2.0 feet below existing grades after the completion of the borings. The observed SPT boring groundwater levels were likely influenced by the use of drilling fluids to advance the borings. Groundwater depths were observed in hand auger boring K-1 at a depth of approximately 3.5 feet below the existing grades. Groundwater was not encountered in the remaining hand auger borings at the depths explored. Due to the near surface loose SANDS (SM, SC, SP) encountered in the soundings and hand auger borings, in-place densification may be needed prior to construction of slab on grade and pavements. The near surface silty and clayey sands are moisture sensitive and during the wetter months of the year (late fall to early spring) may not respond well to a proofroll. Please note this Executive Summary is an important part of this report and should be considered a only. The subsequent sections of this report constitute our findings, conclusions, and recommendations in their entirety. Page 189 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 2 1.0 INTRODUCTION The purpose of this study was to provide geotechnical information for the design of foundations for the proposed new Publix located off Highway 17 in Scotts Hill, North Carolina. The recommendations developed for this report are based on project information supplied by Mr. Ryan Maltba of Baker Commercial Properties, LLC. Our services were provided in accordance with our Proposal No. 22:29840.R1 dated June 10, 2025, as authorized by Mr. Ryan Maltba on June 11, 2025, which includes our Terms and Conditions of Service. This report contains the procedures and results of our subsurface exploration programs, review of existing site conditions, engineering analyses, and recommendations for the design and construction of the project. The report includes the following items. A brief review and description of our field test procedures and the results of testing conducted; A review of surface topographical features and site conditions; A review of subsurface soil stratigraphy with pertinent available physical properties; Foundation recommendations; o Allowable bearing pressure; o Settlement estimates (total and differential); Site development recommendations; Suitability of soils for use as fill material; In-situ soil parameters; Seismic site class and liquefaction recommendations; Discussion of groundwater impact; Compaction recommendations; Site vicinity map; Exploration location plan; CPT sounding logs; SPT boring logs; Hand auger boring logs; and Laboratory test results. Page 190 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 3 2.0 PROJECT INFORMATION 2.1 PROJECT LOCATION/CURRENT SITE USE/PAST SITE USE The proposed site is located off Highway 17 in Scotts Hill, North Carolina. The site is bounded on the north by Highway 17, on the east by Scotts Hill Loop Road, on the west by commercial development, and on the south by undeveloped land. Figure 2.1.1 below shows an image of where the site is located. Figure 2.1.1 Site Location At the time of our exploration, the site currently consisted of undeveloped land, existing residential structures, and a utility right of way running east to west through the site. Based on our site visit and approximate elevations from Google Earth, topography of the site varies with typical elevations on site ranging from approximately 16 to 37 feet. 2.2 PROPOSED CONSTRUCTION The following information explains our understanding and estimations of the planned development including proposed building and related infrastructure. Anticipated structural loads and final grades were not provided at the time of this report. SUBJECT DESIGN INFORMATION / ESTIMATIONS Usage Publix Column Loads Up to 200 kips Wall Loads Up to 6 kips per linear foot (klf) Finish Floor Elevation Within +/- 3 feet of existing grades ECS understands the project consists of construction of a new 50, 325 sq ft Publix with associated parking and drives, a 9,800 sq ft commercial shops building, one 0.75 acre outparcel, one 1.51-acre outparcel, and a stormwater pond. Page 191 of 344 Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 4 3.0 FIELD EXPLORATION TESTING Our exploration procedures are explained in greater detail in Appendix B including the Reference Notes for Cone Penetration Soundings and Reference Notes for Standard Penetration Borings. Our scope of work included performing eleven (11) CPT soundings, four (4) SPT borings, and twelve (12) hand auger borings and Kessler DCP tests. Our approximate CPT soundings, SPT borings, and hand auger boring locations are shown on the Exploration Location Diagram in Appendix A. 3.1 SUBSURFACE CHARACTERIZATION The subsurface conditions encountered were generally consistent with published geological mapping. The following sections provide generalized characterizations of the soil. Please refer to the CPT sounding logs, SPT boring logs, and hand auger boring logs in Appendix B. The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean. Soils in this area generally consist of sedimentary materials transported from other areas by the ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal Plain rest upon consolidated rocks similar to those underlying the Piedmont and Mountain Physiographic Provinces. In general, shallow unconfined groundwater movement within the overlying soils is largely controlled by topographic gradients. Recharge occurs primarily by infiltration along higher elevations and typically discharges into streams or other surface water bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal fluctuations in precipitation. Table 3.1.1 Subsurface Stratigraphy Approximate Stratum Description Ranges of Depth Range N*-Values(1) blows per foot (bpf) 0 to (0.25-0.5) N/A Topsoil was encountered on-site with an observed thickness of N/A (Surface cover) approximately 3 to 6 inches. Deeper topsoil or organic laden soils are likely present in wet, poorly drained areas and potentially unexplored areas of the site. (0.25-0.5) to 10 I Very Loose to Dense, Silty, Clayey, and Clean SAND (SM, SC, SP), and 1 to 33 Very Soft to Very Stiff, Silty, Sandy Lean, and Lean CLAY (CL), Sandy and Clayey SILT (ML). 10 to 25 II Very Loose to Very Dense, Silty, Clayey, Gravely, and Clean SAND (SM, 3 to 100 SC, SP), and Soft to Hard, Silty and Lean CLAY (CL), Sandy and Clayey SILT (ML). Notes: (1) Equivalent Corrected Standard Penetration Test Resistances Page 192 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 5 3.2 GROUNDWATER OBSERVATIONS Water levels were measured in our CPT soundings, SPT Borings, and hand auger borings and are shown in Appendix B. Groundwater was encountered in the CPT soundings at depths ranging from approximately 13.8 to 21.0 feet below existing grade. Groundwater depths were observed in the SPT borings ranging from approximately 1.5 to 2.0 feet below existing grades after the completion of the borings. The observed SPT boring groundwater levels were likely influenced by the use of drilling fluids to advance the borings. Groundwater depth was observed in hand auger boring K-1 at a depth of approximately 3.5 feet below the existing grades. Groundwater was not encountered in the remaining hand auger borings at the depths explored. Variations in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors. 3.3 LABORATORY TESTING The samples recovered from the borings were visually classified on the basis of texture and plasticity in accordance with ASTM D2488 Standard Practice for Description and Identification of Soils (Visual-Manual Procedures) and including USCS classification symbols, and ASTM D2487 Standard Practice for Classification for Engineering Purposes (Unified Soil Classification System, USCS). After classification, the samples were grouped in the major zones noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in parentheses along with the soil descriptions. The stratification lines between strata on the logs are approximate; in situ, the transitions may be gradual. The laboratory testing consisted of selected tests performed on samples obtained during our field exploration operations. The results are presented in Appendix C. Page 193 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 6 4.0 DESIGN RECOMMENDATIONS 4.1 SHALLOW FOUNDATIONS Provided subgrades and structural fills are prepared as recommended in this report and the anticipated column and wall loads in Section 2.2 are not exceeded, the proposed structures can be supported by shallow foundations including column footings and continuous wall footings. We recommend the foundation design use the following parameters: Potential Undercuts: The majority of the soils at the estimated foundation bearing elevation are anticipated to be adequate for support of the proposed structure. If soft or loose soils are observed at the footing bearing elevations, the soils should be undercut and removed. Undercut should be backfilled with structural fill up to the original design bottom of footing elevation; the original footing may be constructed on top of the structural fill. Design Parameter Column Footing Wall Footing Canopy Foundation Net Allowable Bearing 2,000 psf 2,000 psf 2,000 psf Pressure(1) Recommended Bearing Soil Stratum I Soils or Stratum I Soils or Stratum I Soils Material Structural Fill Structural Fill or Structural Fill Minimum Width 30 inches 24 inches 30 inches Minimum Footing Embedment 12 inches 12 inches 12 inches Depth (below slab or finished grade) (2) Minimum Exterior Frost Depth 6 inches 6 inches 6 inches (below final exterior grade) Estimated Total Settlement (3) Less than 1 inch Less than 1 inch 1 inch or less Estimated Differential Less than ½ inch Less than ½ inch ½ inch or less Settlement (4) between columns Notes: (1) Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above the base of the foundation. (2) For bearing considerations and frost penetration requirements. (3) Based on estimated structural loads. If final loads are different, ECS must be contacted to update foundation recommendations and settlement calculations. (4) Based on maximum column/wall loads and variability in borings. Differential settlement can be re- evaluated once the foundation plans are finished. Page 194 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 7 4.1.1 Canopy Foundations It is our experience that uplift forces generally control the foundation design for canopy foundations. Therefore, a structural engineer should size the footings appropriately to resist uplift forces. Canopy foundations should be designed to resist axial, uplift, and lateral loads. A sliding coefficient of 0.41 is recommended for foundations bearing on either existing fill or natural soils. For soils used as backfill over installed foundations, a moist unit weight of 115 pounds per cubic foot (pcf) should be used for design. Care should be taken during excavation of canopy foundations, as disturbance to the adjacent soils could adversely influence the resistance to lateral and uplift loads. 4.2 SLABS ON GRADE The on-site natural soils are generally considered adequate for support of the slab-on-grade floor slabs. Based on the estimation that the finished floor elevations are around current grades, it appears that the slabs for the structure will likely bear on the Stratum I SANDS (SM, SC, SP) or approved structural fill. The following graphic depicts our soil-supported slab recommendations: Vapor Barrier Concrete Slab Granular Drainage Layer Compacted Subgrade Figure 4.2.1 1. Drainage Layer Thickness: 6 inches 2. Drainage Layer Material: GRAVEL (GP) or SAND containing <5% fines passing #200 sieve (SP, SW) Soft or yielding soils may be encountered in some areas. Those soils should be removed and replaced with compacted Structural Fill in accordance with the recommendations included in this report. Subgrade Modulus: Provided the Structural Fill and Granular Drainage Layer are constructed in accordance with our recommendations, the slab may be designed estimating a modulus of subgrade reaction, k1 of 150 pci (lbs./cu. inch). The modulus of subgrade reaction value is based on a 1 ft by 1 ft plate load test basis. Vapor Barrier: Before the placement of concrete, a vapor barrier may be placed on top of the granular drainage layer to provide additional protection against moisture vapor penetration through the floor slab. Curing of the slab should be performed in accordance with ACI specifications to reduce the potential for uneven drying, curling and/or cracking of the slab. Depending on proposed flooring material types, the structural engineer and/or the architect may choose to do away with the vapor barrier. Slab Isolation: Soil-supported slabs should be isolated from the foundations and foundation-supported elements of the structure so that differential movement between the foundations and slab will not induce excessive shear and bending stresses in the floor slab. Where the structural configuration inhibits the use of a free-floating slab such as in a drop down footing/monolithic slab configuration, the slab should be designed to avoid overstressing of the slab. Page 195 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 8 4.3 LATERAL EARTH PRESSURE AND SOIL PARAMETERS Below-grade structures utilized for this project should be designed to withstand the lateral earth pressures and hydrostatic forces exerted upon them. In the design of the retaining walls to restrain compacted engineered fill or in-situ natural soils, the soil parameters that can be utilized for the retaining walls during the construction are summarized in the following tables: Table 4.3.1 Soil Parameters B-1 Coefficient Coefficient Total and Coefficient of Passive of At-Rest Effective Depth of Active Friction Cohesion Earth Earth Unit Range(1) (ft) Earth Angle (psf) Pressure, Pressure, Weight Pressure, Ka Kp K0 (pcf) 0.0 to 5.0 0.35 2.88 0.52 29 0 110 (47.6) 5.0 to 17.0 0.33 3.00 0.5 30 0 115 (52.6) 17.0 to 25.0 0.36 2.77 0.53 28 0 105 (42.6) Notes: (1) Depths are based depth below existing grade at the time of the soundings. These recommendations have estimated no surcharge loads. The increased lateral pressures generated by surcharge loads (i.e. slopes, parking and building areas, etc.) should be considered in the design. The wall should be designed to resist hydrostatic pressures. For wall conditions where wall movement cannot be tolerated or where the wall is restrained at the top, range of 0.5 to 1 percent of the wall height can be should be used. Please note that the full development of passive pressure requires deflections toward the soil mass on the order of 1 to 4 percent of the wall height. 4.4 SEISMIC DESIGN CONSIDERATIONS Seismic Site Classification: The ASCE7-16 standard requires site classification for seismic design based on the upper 100 feet of a soil profile. At least two methods are utilized in classifying sites, namely the shear wave velocity (vs) method and the Standard Penetration Resistance (N-value) method. The first method (shear wave velocity) was used in classifying this site. Based upon our interpretation of the subsurface conditions, the appropriate Seismic Site Classification is Liquefaction: When a saturated soil with little to approximately no cohesion liquefies during a major earthquake, it experiences a temporary loss of shear strength as a result of a transient rise in excess pore water pressure generated by strong ground motion. Flow failure, lateral spreading, differential settlement, loss of bearing, ground fissures, and sand boils are evidence of excess pore pressure generation and liquefaction. Page 196 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 9 The potential for liquefaction at the site is considered low based upon the CPT results and the liquefaction index procedure developed by Iwasaki (1982). Based on our CPT results and our evaluation using a site peak ground acceleration of 0.113 (PGAm) per ASCE7-16, an earthquake event with a magnitude of 7.3 and procedures developed by Robertson (2009), Moss et al. (2006) and Boulanger & Idriss (2014), the liquefaction induced settlement at the subject site is estimated to be approximately 0.4 inches or less. The max differential settlement is estimated to be 0.4 inches over a distance of 330 feet. Ground Motion Parameters: In addition to the seismic site classification, ECS has evaluated the design spectral response acceleration parameters following the ASCE7-16 methodology. The Mapped Reponses were estimated from the ATC Hazards by Location Tool available from the USGS website (https://hazards.atcouncil.org). The design responses for the short (0.2 sec, SDS) and 1-second period (SD1) are noted in bold at the far-right end of the following table. GROUND MOTION PARAMETERS SITE CLASS D [ASCE7-16 Method] Mapped Spectral Values of Site Maximum Spectral Design Spectral Period (sec) Response Coefficient for Response Acceleration Response Accelerations (g) Site Class Adjusted for Site Class (g) Acceleration (g) Figures 1613.3.1 Tables 1613.3.3 Eqs. 16-37 & Eqs. 16-39 & Reference (1) & (2) (1) & (2) 16-38 16-40 SDS=2/3 0.2 SS 0.142 Fa 1.6 SMS=FaSs 0.227 0.152 SMS SD1=2/3 1.0 S1 0.064 Fv 2.4 SM1=FvS1 0.153 0.102 SM1 The Site Class definition should not be confused with the Seismic Design Category designation which the Structural Engineer typically assesses. 4.5 PAVEMENTS Subgrade Characteristics: Based on the results of our hand auger borings, it appears that the pavement subgrades will likely consist mainly of Stratum I or Structural Fill. Due to the near surface loose SANDS (SM, SC, SP) encountered in the soundings, SPT borings, and hand auger borings, in-place densification may be needed prior to construction of pavements. The near surface silty and clayey sands are moisture sensitive and during the wetter months of the year (late fall to early spring) may not respond well to a proofroll. California Bearing Ratio (CBR) values were obtained from the Kessler DCP tests performed on site adjacent to the hand auger borings. For preliminary design purposes, provided the subgrade preparation and in- place densification recommendations in this report are followed, we recommend estimating a preliminary CBR value of 10. We were not provided traffic loading information, so we have estimated loadings typical of this type of project. Our recommended pavement sections are based on up to 20,000 ESALs over a 20-year design life for light duty and up to 100,000 ESALs over a 20-year design life for heavy duty. Page 197 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 10 The preliminary pavement sections below are guidelines that may or may not comply with local jurisdictional minimums. Table 4.5.1 FLEXIBLE PAVEMENT RIGID PAVEMENT MATERIAL Heavy Duty Light Duty Heavy Duty Light Duty Portland Cement Concrete - - 6 in 5 in c = 4,500 psi) Asphalt Surface Course 3 in 2 in - - Aggregate Base Course (ABC) 8 in 6 in 6 in 4 in In general, heavy-duty sections are areas that will likely be subjected to trucks, buses, or other similar vehicles including main drive lanes of the development. Light duty sections are appropriate for vehicular traffic and parking areas. Large, front loading trash dumpsters frequently impose concentrated front wheel loads on pavements during loading. This type of loading typically results in rutting of asphalt pavement and ultimately pavement failures. For preliminary design purposes, we recommend that the pavement in trash pickup areas consists of a 6-inch thick, 4,500 psi, reinforced concrete slab overlying 6 inches of ABC stone. Prior to subbase placement and paving, CBR testing of the subgrade soils (both natural and fill soils) should be performed to evaluate the soil engineering properties for final pavement design. A minimum distance of 18 inches should be maintained between the bottom of the aggregate base section and the groundwater table. The soil subgrade should be smooth-rolled and proofrolled prior to ABC placement. Areas that pump, rut, or are otherwise unstable should be re-compacted or undercut and replaced. The ABC should conform to the gradation, liquid limit, plasticity index, resistance to abrasion, and soundness per Section 1005 of the 2024 NCDOT Standard Specifications for Roads and Structures. The ABC should be placed and be compacted in accordance with Section 520 of the 2024 NCDOT Standard Specifications for Roads and Structures. The ABC should be placed in a single lift. It should be spread after end-dumping on previously placed ABC to prevent rutting and degradation of the relatively clean sand subgrade soils by rubber-tired dump trucks. The ABC should be compacted to at least 98 percent of its Modified Proctor maximum dry unit weight per ASTM D1557 or AASHTO T180 (as modified by NCDOT), provided nuclear density testing is performed. Otherwise, at least 100 percent compaction is recommended. To confirm that the specified degree of compaction is being obtained, field compaction testing should be performed at a minimum frequency of one test per 5,000 square feet per lift in pavement areas. Temporary Truck Access Route: The temporary truck construction access route may consist of approximately 12 inches of ABC stone. The aggregate base course section should be underlain by a geotextile fabric to provide a separation layer between the base course and subgrade soils to prevent loss of stone and fines into the subgrade. Page 198 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 11 Minimum Material Lift Thickness: The minimum lift thickness for asphalt surface course mix S9.5B is 1.0 inch and the maximum lift thickness for S9.5B is 1.5 inches. For sections with more than 1.5 inches of S9.5B surface asphalt, it should be placed in two lifts. Asphalt pavement S9.5B should be compacted to mm. Drainage: An important consideration with the design and construction of pavements is surface and subsurface drainage. Where standing water develops, either on the pavement surface or within the aggregate base course layer, softening of the subgrades and other problems related to the deterioration of the pavement can be expected. This is particularly important at the site due to the moisture sensitive near-surface soils. Furthermore, good drainage should help reduce the possibility of the subgrade materials becoming saturated during the normal service period of the pavement. Page 199 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 12 5.0 SITE CONSTRUCTION RECOMMENDATIONS 5.1 SUBGRADE PREPARATION 5.1.1 Stripping and Grubbing The subgrade preparation should consist of stripping vegetation, rootmat, topsoil, existing fill, existing foundations, existing pavements, and soft or loose materials from the 10-foot expanded building and 5- foot expanded pavement limits. Sounding and borings contained an observed thickness of approximately 3 to 6 inches of topsoil. Deeper topsoil or organic laden soils may be present in wet, low-lying, and poorly drained areas. ECS should be retained to verify that topsoil, existing foundations, and substandard surficial materials have been removed prior to the placement of structural fill or construction of structures. 5.1.2 Proofrolling Prior to fill placement or other construction on subgrades, the subgrades should be evaluated by an ECS field technician. The exposed subgrade should be proofrolled with construction equipment having a minimum axle load of 10 tons [e.g. tandem-axle dump truck loaded to capacity]. Proofrolling should be traversed in two perpendicular directions with overlapping passes of the vehicle under the observation of an ECS technician. This procedure is intended to assist in identifying localized yielding materials. Where proofrolling identifies areas that are unsteady should be repaired prior to the placement of subsequent Structural Fill or other construction materials. Methods of stabilization include undercutting and moisture conditioning. The situation should be discussed with ECS to evaluate the appropriate procedure. Test pits may be excavated to explore the shallow subsurface materials to help in evaluating the cause of the observed unsteady materials, and to assist in the evaluation of appropriate remedial actions to stabilize the subgrade. Due to the near surface loose SANDS (SM, SC, SP) encountered in the soundings and hand auger borings, in-place densification may be needed prior to construction of slab on grade and pavements. The near surface silty and clayey sands are moisture sensitive and during the wetter months of the year (late fall to early spring) may not respond well to a proofroll. 5.1.3 Site Temporary Dewatering Temporary Dewatering: Temporary dewatering operations can be handled by the use of conventional submersible pumps directly in the excavation or temporary trenches to direct the flow of water and to remove water from the excavation. If temporary sump pits are used, we recommend they be established at an elevation 3 to 5 feet below the bottom of the excavation subgrade or bottom of footing. A perforated 55-gallon drum or other temporary structure could be used to house the pump. We recommend continuous dewatering of the excavations using pumps during construction. If dewater operations are performed at the site, ECS recommends that the dewatering operations be performed in accordance with Local, State and Federal Government regulatory requirements for surface water discharges. ECS would be pleased to be consulted by the client on those requirements, if requested. Page 200 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 13 5.2 EARTHWORK OPERATIONS 5.2.1 Structural Fill Prior to placement of structural fill, representative bulk samples (about 50 pounds) of on-site and/or off- site borrow should be submitted to ECS for laboratory testing, which will typically include Atterberg limits, natural moisture content, grain-size distribution, and moisture-density relationships (i.e., Proctors) for compaction. Import materials should be tested prior to being hauled to the site to evaluate if they meet project specifications. Alternatively, Proctor data from other accredited laboratories can be submitted if the test results are within the last 90 days. Satisfactory Structural Fill Materials: Materials satisfactory for use as structural fill should consist of inorganic soils with the following engineering properties and compaction requirements. STRUCTURAL FILL INDEX PROPERTIES Subject Property Building and Pavement Areas LL < 40, PI<20 Max. Particle Size 4 inches Fines Content Max. 20 % Max. organic content 5% by dry weight STRUCTURAL FILL COMPACTION REQUIREMENTS Subject Requirement Compaction Standard Standard Proctor, ASTM D698 Required Compaction 98% of Max. Dry Density (Upper 1 foot) Required Compaction 95% of Max. Dry Density (Depths greater than 1 foot) Dry Unit Weight >100 pcf - Moisture Content optimum value Loose Thickness 8 inches prior to compaction On-Site Borrow Suitability: Significant natural deposits of suitable soils are present on the site. The onsite near surface sands (SP-SM, SM) with fines contents less than 20 percent and free of detritus material should be fine for re-use as structural fill. If the onsite sandy materials are utilized for Structural Fill in lieu of imported materials, the grading contractor should anticipate additional moisture conditioning efforts and mixing with clean sands to reduce the fines content to facilitate compaction and reduce the risk of pumping conditions during placement. Fill Placement: Fill materials should not be placed on frozen soil, on frost-heaved soil, and/or on excessively wet soil. Borrow fill materials should not contain frozen materials at the time of placement, and frozen or frost-heaved soils should be removed prior to placement of structural fill or other fill soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture conditioned. Page 201 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 14 5.3 FOUNDATION AND SLAB OBSERVATIONS Slab Subgrade Verification: Prior to placement of a drainage layer, the subgrade should be prepared in accordance with the recommendations found in Section 5.1.2 Proofrolling. 5.4 UTILITY INSTALLATIONS Utility Subgrades: The soils encountered in our exploration are expected to be generally not suitable for support of utility pipes. The pipe subgrades should be observed and probed for stability by ECS. Any loose or unsuitable materials encountered should be removed and replaced with suitable compacted Structural Fill, or pipe stone bedding material. Utility Backfilling: The granular bedding material (AASHTO #57 stone) should be at least 6 inches thick, recommend that the bedding materials be placed up to the springline of the pipe. Fill placed for support of the utilities, as well as backfill over the utilities, should satisfy the requirements for structural fill and fill placement. Excavation Safety: Excavations and slopes should be constructed and maintained in accordance with OSHA excavation safety standards. The contractor is solely responsible for designing, constructing, and maintaining stable temporary excavations and slopes. 29 CFR Part 1926, should procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not responsible for construction site safety or the by ECS is not being implied and should not be inferred. Page 202 of 344Publix Scotts Hill July30, 2025 ECS Project No. 22:36376 Page 15 6.0 CLOSING ECS has prepared this report to guide the geotechnical-related design and construction aspects of the project. We performed these services in accordance with the standard of care expected of professionals in the industry performing similar services on projects of like size and complexity at this time in the region. No other representation, expressed or implied, and no warranty or guarantee is included or intended in this report. The description of the proposed project is based on information provided to ECS by Mr. Ryan Maltba of Baker Commercial Properties, LLC. If this information is untrue or changes, either because of our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted so we can review our recommendations and provide additional or alternate recommendations that reflect the proposed construction. We recommend that ECS review the project plans and specifications so we can confirm that those plans/specifications are in accordance with the recommendations of this geotechnical report. Field observations and quality assurance testing during earthwork and foundation installation are an extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our expertise throughout the geotechnical phases of construction, and to provide consultation and recommendation should issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report. Page 203 of 344 APPENDIX A Diagrams & Reports Site Location Diagram Exploration Location Diagram Page 204 of 344Service Layer Credits: World Boundaries and Places: Sources: Esri, HERE, Garmin, FAO, NOAA, USGS, © OpenStreetMap ² ENGINEER WEG SITE LOCATION DIAGRAM SCALE 1" = 800' Publix - Scotts Hill PROJECT NO. 22:36376 Highway 17, Scotts Hill, North Carolina SHEET 1 of 2 DATE Baker Commercial Properties 7/18/2025 Page 205 of 344 Service Layer Credits: Screenshot 2025-07-18 153019_modified_georeferenced: ² S-10 S-09 K-01 K-07 S-08 K-10 K-02 B-04 K-08 K-06 B-03 B-02 K-12 S-07 K-11 S-02 K-09 K-03 S-03 S-01 S-06 S-05 K-05 B-01 S-04 K-04 Legend Approximate Hand Auger Boring with Kessler DCP Locations - K Approximate SPT Boring Locations - B Approximate CPT Sounding Locations - S ENGINEER WEG BORING LOCATION DIAGRAM SCALE 1" = 200' Publix - Scotts Hill PROJECT NO. 22:36376 Highway 17, Scotts Hill, North Carolina SHEET 2 of 2 DATE Baker Commercial Properties 7/30/2025 Page 206 of 344 APPENDIX B Field Operations Reference Notes for CPT Sounding Logs Cone Penetration Test Sounding Logs (S-1 through S-11) Reference Notes for SPT Boring Logs Standard Penetration Test Boring Logs (B-1 through B-4) Hand Auger Boring Logs (K-1 through K-12) Kessler DCP Test Results (K-1 through K-12) Page 207 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-1 ECS Project # 22-36376 Total depth: 22.64 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 1 1 1 1 1 2 2 2 2 2 3 3 3 3 3 4 4 4 4 4 5 5 5 5 5 6 6 6 6 6 Sand & silty sand 7 7 7 7 7 8 8 8 8 8 9 9 9 9 9 1 0 1 0 1 0 1 0 1 0 1 1 1 1 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 3 1 3 1 3 1 3 1 3 Silty sand & sandy silt 1 4 1 4 1 4 1 4 1 4 Sand & silty sand 1 5 1 5 1 5 1 5 1 5 1 6 1 6 1 6 1 6 1 6 Silty sand & sandy silt 1 7 1 7 1 7 1 7 1 7 1 8 1 8 1 8 1 8 Clay & silty clay 1 8 Clay 1 9 1 9 1 9 1 9 1 9 Clay & silty clay 2 0 2 0 2 0 2 0 Silty sand & sandy silt 2 0 2 1 2 1 2 1 2 1 Sand & silty sand 2 1 Silty sand & sandy silt 2 2 2 2 2 2 2 2 Sand & silty sand 2 2 0 5 0 0 0 1 2 -2 0 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 0 2 4 6 8 1 0 1 2 1 4 1 6 1 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:21:49 PM 0 Project file: D:\36376\sounding_files.cpt Page 210 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-2 ECS Project # 22-36376 Total depth: 22.47 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 Sand & silty sand 1 1 1 1 1 Silty sand & sandy silt 2 2 2 2 2 3 3 3 3 3 Very dense/stiff soil 4 4 4 4 4 Clay & silty clay 5 5 5 5 5 Silty sand & sandy silt 6 6 6 6 6 7 7 7 7 7 Sand & silty sand Silty sand & sandy silt 8 8 8 8 8 Clay & silty clay 9 9 9 9 9 Silty sand & sandy silt 1 0 1 0 1 0 1 0 1 0 Clay & silty clay Silty sand & sandy silt 1 1 1 1 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 Silty sand & sandy silt Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 3 1 3 1 3 1 3 1 3 Clay & silty clay 1 4 1 4 1 4 1 4 1 4 Sand & silty sand 1 5 1 5 1 5 1 5 1 5 1 6 1 6 1 6 1 6 1 6 Silty sand & sandy silt 1 7 1 7 1 7 1 7 1 7 Sand & silty sand 1 8 1 8 1 8 1 8 1 8 Sand & silty sand Silty sand & sandy silt 1 9 1 9 1 9 1 9 1 9 Clay & silty clay 2 0 2 0 2 0 2 0 2 0 Clay 2 1 2 1 2 1 2 1 2 1 2 2 2 2 2 2 2 2 2 2 Silty sand & sandy silt 0 2 00 4 0 0 0 .5 1 1 .5 2 -2 0 2 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 0 2 4 6 8 1 0 1 2 1 4 1 6 1 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:22:24 PM 0 Project file: D:\36376\sounding_files.cpt Page 211 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-3 ECS Project # 22-36376 Total depth: 22.64 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 SeismicSeismic Velocity Velocity Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 Sand & silty sand 1 1 1 1 1 1 Silty sand & sandy silt 2 2 2 2 2 2 Very dense/stiff soil 3 3 3 3 3 3 Silty sand & sandy silt Clay & silty clay 4 4 4 4 4 4 Very dense/stiff soil Silty sand & sandy silt 5 5 5 5 5 5 6 6 6 6 6 6 7 7 7 7 7 7 8 8 8 8 8 8 9 9 9 9 9 9 1 0 1 0 1 0 1 0 1 0 1 0 1 1 1 1 1 1 1 1 1 1 1 1 Sand & silty sand 1 2 1 2 1 2 1 2 Depth 1 2 1 2 Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 3 1 3 1 3 1 3 1 3 1 3 1 4 1 4 1 4 1 4 1 4 1 4 1 5 1 5 1 5 1 5 1 5 1 5 1 6 1 6 1 6 1 6 1 6 1 6 1 7 1 7 1 7 1 7 1 7 1 7 Silty sand & sandy silt 1 8 1 8 1 8 1 8 1 8 1 8 Sand & silty sand Silty sand & sandy silt 1 9 1 9 1 9 1 9 1 9 1 9 Sand & silty sand Silty sand & sandy silt 2 0 2 0 2 0 2 0 2 0 2 0 Sand & silty sand Clay & silty clay 2 1 2 1 2 1 2 1 2 1 2 1 Silty sand & sandy silt 2 2 2 2 Silty sand & sandy silt 2 2 2 2 2 2 2 2 Sand & silty sand 0 5 0 0 2 -5 0 0 2 0 4 0 6 0 8 0 0 1 ,0 0 0 2 ,0 0 0 0 4 8 1 2 1 6 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) Velocity (ft/sec)) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:23:01 PM 0 Project file: D:\36376\sounding_files.cpt Page 212 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-4 ECS Project # 22-36376 Total depth: 24.11 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 Silty sand & sandy silt 1 1 1 1 1 2 2 2 2 2 3 3 3 3 3 4 4 4 4 4 5 5 5 5 5 6 6 6 6 6 7 7 7 7 7 8 8 8 8 8 9 9 9 9 9 1 0 1 0 1 0 1 0 1 0 Sand & silty sand 1 1 1 1 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 1 3 1 3 1 3 1 3 1 3 Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 4 1 4 1 4 1 4 1 4 1 5 1 5 1 5 1 5 1 5 1 6 1 6 1 6 1 6 1 6 1 7 1 7 1 7 1 7 1 7 1 8 1 8 1 8 1 8 1 8 1 9 1 9 1 9 1 9 1 9 2 0 2 0 2 0 2 0 2 0 Silty sand & sandy silt 2 1 2 1 2 1 2 1 2 1 Sand & silty sand 2 2 2 2 2 2 2 2 2 2 2 3 2 3 2 3 2 3 2 3 Silty sand & sandy silt Clay & silty clay 2 4 2 4 2 4 2 4 2 4 0 2 0 0 4 0 0 1 2 -5 0 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 0 2 4 6 8 1 0 1 2 1 4 1 6 1 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:23:29 PM 0 Project file: D:\36376\sounding_files.cpt Page 213 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-5 ECS Project # 22-36376 Total depth: 24.44 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 SeismicSeismic Velocity Velocity Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 1 1 1 1 1 1 2 2 2 2 2 2 3 3 3 3 3 3 4 4 4 4 4 4 5 5 5 5 5 5 6 6 6 6 6 6 7 7 7 7 7 7 8 8 8 8 8 8 9 9 9 9 9 9 1 0 1 0 1 0 1 0 1 0 1 0 1 1 1 1 1 1 1 1 1 1 1 1 Sand & silty sand 1 2 1 2 1 2 1 2 1 2 1 2 1 3 1 3 1 3 1 3 Depth 1 3 1 3 Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 4 1 4 1 4 1 4 1 4 1 4 1 5 1 5 1 5 1 5 1 5 1 5 1 6 1 6 1 6 1 6 1 6 1 6 1 7 1 7 1 7 1 7 1 7 1 7 1 8 1 8 1 8 1 8 1 8 1 8 1 9 1 9 1 9 1 9 1 9 1 9 2 0 2 0 2 0 2 0 2 0 2 0 2 1 2 1 2 1 2 1 2 1 2 1 2 2 2 2 2 2 2 2 2 2 2 2 Silty sand & sandy silt 2 3 2 3 2 3 2 3 2 3 2 3 Clay & silty clay 2 4 2 4 2 4 2 4 2 4 2 4 Very dense/stiff soil Sand 0 5 0 0 0 5 1 0 1 5 -1 0 -5 0 0 2 0 4 0 6 0 8 0 0 5 0 0 1 ,0 0 0 0 4 8 1 2 1 6 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) Velocity (ft/sec) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:24:04 PM 0 Project file: D:\36376\sounding_files.cpt Page 214 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-6 ECS Project # 22-36376 Total depth: 24.93 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 Silty sand & sandy silt 1 1 1 1 1 2 2 2 2 2 3 3 3 3 3 4 4 4 4 4 5 5 5 5 5 6 6 6 6 6 7 7 7 7 7 Sand & silty sand 8 8 8 8 8 9 9 9 9 9 1 0 1 0 1 0 1 0 1 0 1 1 1 1 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 1 3 1 3 1 3 1 3 1 3 Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 4 Depth (ft) 1 4 1 4 1 4 1 4 Silty sand & sandy silt 1 5 1 5 1 5 1 5 1 5 Clay & silty clay 1 6 1 6 1 6 1 6 1 6 Silty sand & sandy silt Sand & silty sand 1 7 1 7 1 7 1 7 1 7 Silty sand & sandy silt 1 8 1 8 1 8 1 8 1 8 Clay & silty clay 1 9 1 9 1 9 1 9 1 9 Silty sand & sandy silt Sand & silty sand 2 0 2 0 2 0 2 0 2 0 Silty sand & sandy silt 2 1 2 1 2 1 2 1 2 1 Sand & silty sand 2 2 2 2 2 2 2 2 2 2 2 3 2 3 2 3 2 3 2 3 Silty sand & sandy silt 2 4 2 4 2 4 2 4 2 4 2 5 2 5 2 5 2 5 2 5 2 0 4 0 0 .2 0 .4 0 .6 0 .8 -2 0 2 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 0 2 4 6 8 1 0 1 2 1 4 1 6 1 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:24:33 PM 0 Project file: D:\36376\sounding_files.cpt Page 215 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-7 ECS Project # 22-36376 Total depth: 24.93 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 1 1 1 1 1 Sand & silty sand 2 2 2 2 2 Silty sand & sandy silt 3 3 3 3 3 Very dense/stiff soil 4 4 4 4 4 Clay 5 5 5 5 5 Clay & silty clay 6 6 6 6 6 7 7 7 7 7 8 8 8 8 8 9 9 9 9 9 1 0 1 0 1 0 1 0 1 0 1 1 1 1 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 1 3 1 3 1 3 1 3 1 3 Sand & silty sand Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 4 Depth (ft) 1 4 1 4 1 4 1 4 1 5 1 5 1 5 1 5 1 5 1 6 1 6 1 6 1 6 1 6 1 7 1 7 1 7 1 7 1 7 1 8 1 8 1 8 1 8 1 8 1 9 1 9 1 9 1 9 1 9 2 0 2 0 2 0 2 0 2 0 2 1 2 1 2 1 2 1 2 1 Silty sand & sandy silt 2 2 2 2 2 2 2 2 2 2 Sand & silty sand 2 3 2 3 2 3 2 3 2 3 Silty sand & sandy silt Clay & silty clay 2 4 2 4 2 4 2 4 2 4 Clay 2 5 2 5 2 5 2 5 2 5 1 0 0 20 0 0 .5 1 1 .5 0 2 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 0 2 4 6 8 1 0 1 2 1 4 1 6 1 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:24:59 PM 0 Project file: D:\36376\sounding_files.cpt Page 216 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-8 ECS Project # 22-36376 Total depth: 22.97 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 Sand & silty sand 1 1 1 1 1 Silty sand & sandy silt 2 2 2 2 2 Very dense/stiff soil Silty sand & sandy silt 3 3 3 3 3 4 4 4 4 4 Sand & silty sand 5 5 5 5 5 6 6 6 6 6 Silty sand & sandy silt 7 7 7 7 7 Sand & silty sand 8 8 8 8 8 Silty sand & sandy silt 9 9 9 9 9 Sand & silty sand 1 0 1 0 1 0 1 0 1 0 Silty sand & sandy silt 1 1 1 1 1 1 1 1 1 1 Clay & silty clay 1 2 1 2 1 2 1 2 1 2 Silty sand & sandy silt Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 3 1 3 1 3 1 3 1 3 Clay & silty clay Silty sand & sandy silt 1 4 1 4 1 4 1 4 1 4 Sand & silty sand 1 5 1 5 1 5 1 5 1 5 Silty sand & sandy silt 1 6 1 6 1 6 1 6 1 6 Clay & silty clay 1 7 1 7 1 7 1 7 1 7 Silty sand & sandy silt 1 8 1 8 1 8 1 8 1 8 Sand & silty sand 1 9 1 9 1 9 1 9 1 9 2 0 2 0 2 0 2 0 2 0 Silty sand & sandy silt Silty sand & sandy silt 2 1 2 1 2 1 2 1 2 1 Clay 2 2 2 2 2 2 2 2 2 2 Very dense/stiff soil 2 3 2 3 2 3 2 3 2 3 Sand & silty sand 10 0 20 0 2 4 6 8 -5 0 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 0 2 4 6 8 1 0 1 2 1 4 1 6 1 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:25:23 PM 0 Project file: D:\36376\sounding_files.cpt Page 217 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-9 ECS Project # 22-36376 Total depth: 24.61 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 1 1 1 1 1 2 2 2 2 2 3 3 3 3 3 4 4 4 4 4 5 5 5 5 5 6 6 6 6 6 7 7 7 7 7 Sand & silty sand 8 8 8 8 8 9 9 9 9 9 1 0 1 0 1 0 1 0 1 0 1 1 1 1 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 1 3 1 3 1 3 1 3 1 3 Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 4 1 4 1 4 1 4 1 4 1 5 1 5 1 5 1 5 1 5 Silty sand & sandy silt 1 6 1 6 1 6 1 6 1 6 1 7 1 7 1 7 1 7 1 7 Sand & silty sand 1 8 1 8 1 8 1 8 1 8 1 9 1 9 1 9 1 9 1 9 Silty sand & sandy silt 2 0 2 0 2 0 2 0 2 0 Clay & silty clay 2 1 2 1 2 1 2 1 2 1 Silty sand & sandy silt Clay & silty clay 2 2 2 2 2 2 2 2 2 2 Clay & silty clay 2 3 2 3 2 3 2 3 2 3 Silty sand & sandy silt 2 4 2 4 2 4 2 4 2 4 Sand & silty sand 0 2 0 0 4 00 0 0.5 1 1 .5 2 -2 0 2 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 0 2 4 6 8 1 0 1 2 1 4 1 6 1 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:25:51 PM 0 Project file: D:\36376\sounding_files.cpt Page 218 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-10 ECS Project # 22-36376 Total depth: 24.93 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 Silty sand & sandy silt 1 1 1 1 1 2 2 2 2 2 Sand & silty sand 3 3 3 3 3 4 4 4 4 4 Silty sand & sandy silt 5 5 5 5 5 6 6 6 6 6 7 7 7 7 7 Sand & silty sand 8 8 8 8 8 9 9 9 9 9 1 0 1 0 1 0 1 0 1 0 Silty sand & sandy silt 1 1 1 1 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 Clay & silty clay 1 3 1 3 1 3 1 3 1 3 Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 4 Depth (ft) 1 4 1 4 1 4 1 4 Silty sand & sandy silt 1 5 1 5 1 5 1 5 1 5 Clay & silty clay 1 6 1 6 1 6 1 6 1 6 1 7 1 7 1 7 1 7 1 7 1 8 1 8 1 8 1 8 1 8 1 9 1 9 1 9 1 9 1 9 Silty sand & sandy silt 2 0 2 0 2 0 2 0 2 0 2 1 2 1 2 1 2 1 2 1 2 2 2 2 2 2 2 2 2 2 2 3 2 3 2 3 2 3 2 3 2 4 2 4 2 4 2 4 2 4 Clay & silty clay 2 5 2 5 2 5 2 5 2 5 2 0 40 60 8 0 0 .5 0 0 .5 1 1 .5 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 0 2 4 6 8 1 0 1 2 1 4 1 6 1 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:26:23 PM 0 Project file: D:\36376\sounding_files.cpt Page 219 of 344 ECS Southeast, LLC 6714 Netherlands Drive Wilmington, NC 28403 CPT: S-11 ECS Project # 22-36376 Total depth: 24.93 ft, Date: 7/9/2025 Project: Publix - Scotts Hill Cone Type: Uknown Location: Scotts Hill, Pender County, North Carolina Cone Operator: Cory Robison ConeCone resistance resistance SleeveSleeve friction friction PorePore pressure pressure u u SPTSPT N60 N60 Norm.Norm. Soil Soil Behaviour Behaviour Type Type 0 1 1 1 1 1 2 2 2 2 2 3 3 3 3 3 Sand & silty sand 4 4 4 4 4 5 5 5 5 5 6 6 6 6 6 7 7 7 7 7 Silty sand & sandy silt 8 8 8 8 8 9 9 9 9 9 Sand & silty sand 1 0 1 0 1 0 1 0 1 0 1 1 1 1 1 1 1 1 1 1 Silty sand & sandy silt Sand & silty sand 1 2 1 2 1 2 1 2 1 2 Silty sand & sandy silt Clay & silty clay 1 3 1 3 1 3 1 3 1 3 Silty sand & sandy silt Silty sand & sandy silt Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft) 1 4 1 4 1 4 1 4 1 4 Clay Silty sand & sandy silt 1 5 1 5 1 5 1 5 1 5 Silty sand & sandy silt 1 6 1 6 1 6 1 6 1 6 Clay & silty clay 1 7 1 7 1 7 1 7 1 7 Clay & silty clay Silty sand & sandy silt 1 8 1 8 1 8 1 8 1 8 Clay & silty clay 1 9 1 9 1 9 1 9 1 9 Clay & silty clay 2 0 2 0 2 0 2 0 2 0 2 1 2 1 2 1 2 1 2 1 Clay 2 2 2 2 2 2 2 2 2 2 2 3 2 3 2 3 2 3 2 3 Clay & silty clay Clay & silty clay 2 4 2 4 2 4 2 4 2 4 Clay 2 5 2 5 2 5 2 5 2 5 2 0 4 0 0 .2 0.4 0 .6 0 .8 0 5 1 0 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 0 2 4 6 8 1 0 1 2 1 4 1 6 1 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) N60 (blows/ft) SBTn (Robertson 1990) CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 7/23/2025, 2:26:47 PM 0 Project file: D:\36376\sounding_files.cpt Page 220 of 344 REFERENCE NOTES FOR BORING LOGS MATERIAL1,2 DRILLING SAMPLING SYMBOLS & ABBREVIATIONS SS Split Spoon Sampler PM Pressuremeter Test ASPHALT ST Shelby Tube Sampler RD Rock Bit Drilling WS Wash Sample RC Rock Core, NX, BX, AX CONCRETE BS Bulk Sample of Cuttings REC Rock Sample Recovery % PA Power Auger (no sample) RQD Rock Quality Designation % GRAVEL HSA Hollow Stem Auger TOPSOIL PARTICLE SIZE IDENTIFICATION DESIGNATION PARTICLE SIZES VOID Boulders 12 inches (300 mm) or larger BRICK Cobbles 3 inches to 12 inches (75 mm to 300 mm) Gravel: Coarse ¾ inch to 3 inches (19 mm to 75 mm) AGGREGATE BASE COURSE Fine 4.75 mm to 19 mm (No. 4 sieve to ¾ inch) Sand: Coarse 2.00 mm to 4.75 mm (No. 10 to No. 4 sieve) GW WELL-GRADED GRAVEL Medium 0.425 mm to 2.00 mm (No. 40 to No. 10 sieve) gravel-sand mixtures, little or no fines Fine 0.074 mm to 0.425 mm (No. 200 to No. 40 sieve) GP POORLY-GRADED GRAVEL Silt & Clay (“Fines”) gravel-sand mixtures, little or no fines <0.074 mm (smaller than a No. 200 sieve) GM SILTY GRAVEL gravel-sand-silt mixtures COHESIVE SILTS & CLAYS COARSE FINE RELATIVE GRAINED GRAINED GC CLAYEY GRAVEL UNCONFINED 7 8 8 5 7 AMOUNT (%) (%) gravel-sand-clay mixtures COMPRESSIVE SPT CONSISTENCY 4 (BPF) (COHESIVE) SW WELL-GRADED SAND STRENGTH, QP Trace <5 <5 gravelly sand, little or no fines <0.25 <2 Very Soft With 10 - 20 10 - 25 SP POORLY-GRADED SAND 0.25 - <0.50 2 - 4 Soft gravelly sand, little or no fines 0.50 - <1.00 5 - 8 Firm Adjective 25 - 45 30 - 45 (ex: “Silty”) SM SILTY SAND 1.00 - <2.00 9 - 15 Stiff sand-silt mixtures 2.00 - <4.00 16 - 30 Very Stiff SC CLAYEY SAND 4.00 - 8.00 31 - 50 Hard sand-clay mixtures >8.00 >50 Very Hard WATER LEVELS6 ML SILT non-plastic to medium plasticity GRAVELS, SANDS & NON-COHESIVE SILTS WL (First Encountered) MH ELASTIC SILT 5 SPT DENSITY high plasticity WL (Completion) CL LEAN CLAY <5 Very Loose low to medium plasticity 5 - 10 Loose WL (Seasonal High Water) CH FAT CLAY 11 - 30 Medium Dense high plasticity 31 - 50 Dense WL (Stabilized) OL ORGANIC SILT or CLAY >50 Very Dense non-plastic to low plasticity OH ORGANIC SILT or CLAY FILL AND ROCK high plasticity PT PEAT highly organic soils FILL POSSIBLE FILL PROBABLE FILL ROCK 1Classifications and symbols per ASTM D 2488-17 (Visual-Manual Procedure) unless noted otherwise. 2To be consistent with general practice, “POORLY GRADED” has been removed from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soil types on the boring logs. 3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)]. 4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf). 5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). “N-value” is another term for “blow count” and is expressed in blows per foot (bpf). SPT correlations per 7.4.2 Method B and need to be corrected if using an auto hammer. 6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally employed. 7Minor deviation from ASTM D 2488-17 Note 14. 8Percentages are estimated to the nearest 5% per ASTM D 2488-17. Reference Notes for Boring Logs (09-02-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved Page 221 of 3447/30/25, 1:45 PM Publix - Scotts Hill CLIENT: PROJECT NO.: BORING NO.: SHEET: Baker Commercial Properties 22:36376 B-01 1 OF 1 PROJECT NAME: DRILLER/CONTRACTOR: Publix - Scotts Hill Mid Atlantic Drilling, Inc. SITE LOCATION: LOSS OF CIRCULATION Highway 17, Scotts Hill, North Carolina, 28405 LATITUDE: LONGITUDE: STRUCTURE: SURFACE ELEVATION: BOTTOM OF CASING RQD% REC% Fines% MC% - N 0 20 40 60 80 100 0 20 40 60 80 100 (IN) Y TYPE TCP ModCal SPT PL MC LL DESCRIPTION OF MATERIAL TION (FT) 0 10 20 30 40 50 0 20 40 60 80 100 ANCE (IN) TIGRAPHY A ALUE)* V SAMPLE SAMPLE TER LEVELS BLOWS/6" DEPTH (FT) A DIST SAMPLE QP RECOVER W ELEV (TCP/MC/SPT STRA SAMPLE NUMBER 0 1 2 3 4 5 Topsoil [Thickness=5"]. (SP) POORLY GRADED SAND fine 1- 1- 3 4 S- 1 SS 18 18 sand, brown, moist to saturated, very (4) loose. (SC) CLAYEY SAND fine sand, tan/ brown, saturated, loose. 2- 5- 4 9 16.8 S- 2 SS 18 18 (9) 16 32 5 5- 4- 6 10 S- 3 SS 18 18 (10) (SP- SM) POORLY GRADED SAND WITH SILT fine sand, tan, saturated, 4- 4- 4 8 S- 4 SS 18 18 loose to very loose With clay lenses. (8) 10 3- 3- 4 7 6.2 23.8 S- 5 SS 18 18 (7) 15 1- 1- 2 3 S- 6 SS 18 18 (3) 20 (SP) POORLY GRADED SAND fine sand, light brown, saturated, very loose with shell fragments. 1- 1- 3 4 S- 7 SS 18 18 (4) END OF BORING AT 25 Ft THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL WL (First Encountered): BORING STARTED: 07/08/2025 CAVE IN DEPTH: Not Observed WL (Completion): 2 Ft BORING COMPLETED: 07/08/2025 HAMMER TYPE: Automatic WL (Seasonal High Water): EQUIPMENT: LOGGED BY: DRILLING METHOD: WL (Stabilized): Diedrich D-25 LGQ Mud Rotary (0'-25') GEOTECHNICAL BOREHOLE LOG about:blank 1/1 Page 222 of 3447/30/25, 1:47 PM Publix - Scotts Hill CLIENT: PROJECT NO.: BORING NO.: SHEET: Baker Commercial Properties 22:36376 B-02 1 OF 1 PROJECT NAME: DRILLER/CONTRACTOR: Publix - Scotts Hill Mid Atlantic Drilling, Inc. SITE LOCATION: LOSS OF CIRCULATION Highway 17, Scotts Hill, North Carolina, 28405 LATITUDE: LONGITUDE: STRUCTURE: SURFACE ELEVATION: BOTTOM OF CASING RQD% REC% Fines% MC% - N 0 20 40 60 80 100 0 20 40 60 80 100 (IN) Y TYPE TCP ModCal SPT PL MC LL DESCRIPTION OF MATERIAL TION (FT) 0 10 20 30 40 50 0 20 40 60 80 100 ANCE (IN) TIGRAPHY A ALUE)* V SAMPLE SAMPLE TER LEVELS BLOWS/6" DEPTH (FT) A DIST SAMPLE QP RECOVER W ELEV (TCP/MC/SPT STRA SAMPLE NUMBER 0 1 2 3 4 5 Topsoil [Thickness=4"]. (SC) CLAYEY SAND fine sand, tan/ 2- 1- 3 4 S- 1 SS 18 18 brown, moist to saturated, very loose. (4) (CL) SANDY LEAN CLAY tan/brown, saturated, stiff. 2- 4- 6 10 23.3 S- 2 SS 18 18 (10) 18 49 5 (SC) CLAYEY SAND fine sand, tan, saturated, medium dense. 4- 5- 7 12 S- 3 SS 18 18 (12) (SM) SILTY SAND fine sand, tan, saturated, medium dense With clay 7- 9- 9 18 11.2 15.0 S- 4 SS 18 18 lenses. (18) 10 2- 5- 6 11 S- 5 SS 18 18 (11) 15 4- 7- 9 16 S- 6 SS 18 18 (16) 20 (SC) CLAYEY SAND fine to coarse sand, light brown, saturated, medium dense with shell fragments. 1- 1- 10 11 S- 7 SS 18 18 (11) END OF BORING AT 25 Ft THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL WL (First Encountered): BORING STARTED: 07/08/2025 CAVE IN DEPTH: Not Observed WL (Completion): 1.5 Ft BORING COMPLETED: 07/08/2025 HAMMER TYPE: Automatic WL (Seasonal High Water): EQUIPMENT: LOGGED BY: DRILLING METHOD: WL (Stabilized): Diedrich D-25 LGQ Mud Rotary (0'-25') GEOTECHNICAL BOREHOLE LOG about:blank 1/1 Page 223 of 3447/30/25, 1:48 PM Publix - Scotts Hill CLIENT: PROJECT NO.: BORING NO.: SHEET: Baker Commercial Properties 22:36376 B-03 1 OF 1 PROJECT NAME: DRILLER/CONTRACTOR: Publix - Scotts Hill Mid Atlantic Drilling, Inc. SITE LOCATION: LOSS OF CIRCULATION Highway 17, Scotts Hill, North Carolina, 28405 LATITUDE: LONGITUDE: STRUCTURE: SURFACE ELEVATION: BOTTOM OF CASING RQD% REC% Fines% MC% - N 0 20 40 60 80 100 0 20 40 60 80 100 (IN) Y TYPE TCP ModCal SPT PL MC LL DESCRIPTION OF MATERIAL TION (FT) 0 10 20 30 40 50 0 20 40 60 80 100 ANCE (IN) TIGRAPHY A ALUE)* V SAMPLE SAMPLE TER LEVELS BLOWS/6" DEPTH (FT) A DIST SAMPLE QP RECOVER W ELEV (TCP/MC/SPT STRA SAMPLE NUMBER 0 1 2 3 4 5 Topsoil [Thickness=3"]. (SM) SILTY SAND fine sand, brown/ 2- 2- 2 4 9.3 S- 1 SS 18 18 tan, moist to saturated, very loose. (4) 9.1 2- 2- 2 4 S- 2 SS 18 18 (4) 5 (SC) CLAYEY SAND fine sand, light brown to tan, saturated, loose to 2- 3- 4 7 S- 3 SS 18 18 medium dense. (7) 4- 4- 5 9 S- 4 SS 18 18 (9) 10 5- 6- 7 13 21.7 S- 6 SS 18 18 (13) 15 4- 4- 4 8 S- 6 SS 18 18 (8) END OF BORING AT 20 Ft THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL WL (First Encountered): BORING STARTED: 07/08/2025 CAVE IN DEPTH: Not Observed WL (Completion): 1.5 Ft BORING COMPLETED: 07/08/2025 HAMMER TYPE: Automatic WL (Seasonal High Water): EQUIPMENT: LOGGED BY: DRILLING METHOD: WL (Stabilized): Diedrich D-25 LGQ Mud Rotary (0'-20') GEOTECHNICAL BOREHOLE LOG about:blank 1/1 Page 224 of 3447/30/25, 1:49 PM Publix - Scotts Hill CLIENT: PROJECT NO.: BORING NO.: SHEET: Baker Commercial Properties 22:36376 B-04 1 OF 1 PROJECT NAME: DRILLER/CONTRACTOR: Publix - Scotts Hill Mid Atlantic Drilling, Inc. SITE LOCATION: LOSS OF CIRCULATION Highway 17, Scotts Hill, North Carolina, 28405 LATITUDE: LONGITUDE: STRUCTURE: SURFACE ELEVATION: BOTTOM OF CASING RQD% REC% Fines% MC% - N 0 20 40 60 80 100 0 20 40 60 80 100 (IN) Y TYPE TCP ModCal SPT PL MC LL DESCRIPTION OF MATERIAL TION (FT) 0 10 20 30 40 50 0 20 40 60 80 100 ANCE (IN) TIGRAPHY A ALUE)* V SAMPLE SAMPLE TER LEVELS BLOWS/6" DEPTH (FT) A DIST SAMPLE QP RECOVER W ELEV (TCP/MC/SPT STRA SAMPLE NUMBER 0 1 2 3 4 5 Topsoil [Thickness=3"]. (SP) POORLY GRADED SAND fine 1- 2- 2 4 S- 1 SS 18 18 sand, tan, moist to saturated, very (4) loose to loose with clay lenses. 3- 3- 4 7 S- 2 SS 18 18 (7) 5 (SC) CLAYEY SAND fine sand, tan, saturated, medium dense. 4- 6- 5 11 19.2 S- 3 SS 18 18 (11) 3- 6- 5 11 S- 4 SS 18 18 (11) 10 (SP- SM) POORLY GRADED SAND WITH SILT fine sand, tan, saturated, loose With clay lenses. 3- 4- 5 9 6.5 16.1 S- 5 SS 18 18 (9) 15 3- 3- 4 7 S- 6 SS 18 18 (7) END OF BORING AT 20 Ft THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL WL (First Encountered): BORING STARTED: 07/08/2025 CAVE IN DEPTH: Not Observed WL (Completion): 2 Ft BORING COMPLETED: 07/08/2025 HAMMER TYPE: Automatic WL (Seasonal High Water): EQUIPMENT: LOGGED BY: DRILLING METHOD: WL (Stabilized): Diedrich D-25 LGQ Mud Rotary (0'-20') GEOTECHNICAL BOREHOLE LOG about:blank 1/1 Page 225 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 8-Jul-25 Location: K-1 Soil Type(s): SAND (SC) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 408.94 1 5 127 5 706.12 1 3 906.78 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 227 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 8-Jul-25 Location: K-2 Soil Type(s): SAND (SC, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 464.82 1 5 127 5 698.5 1 5 749.3 1 5 820.42 1 10 254 5 899.16 1 1 15 381 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 229 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 8-Jul-25 Location: K-3 Soil Type(s): SAND (SC, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 281.94 1 5 127 5 464.82 1 5 561.34 1 5 675.64 1 10 254 5 840.74 1 1 883.92 1 15 381 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 231 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 8-Jul-25 Location: K-4 Soil Type(s): SAND (SP, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 452.12 1 5 127 5 741.68 1 5 833.12 1 5 911.86 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 233 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 8-Jul-25 Location: K-5 Soil Type(s): SAND (SP, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 373.38 1 5 127 5 731.52 1 2 894.08 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 235 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 8-Jul-25 Location: K-6 Soil Type(s): SAND (SP, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 160.02 1 5 127 5 236.22 1 5 307.34 1 5 401.32 1 10 254 5 528.32 1 5 711.2 1 15 381 3 850.9 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 237 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 9-Jul-25 Location: K-7 Soil Type(s): SAND (SP, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 416.56 1 5 127 5 657.86 1 5 906.78 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 239 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 9-Jul-25 Location: K-8 Soil Type(s): SAND (SP, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 594.36 1 5 127 5 868.68 1 1 896.62 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 241 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 8-Jul-25 Location: K-9 Soil Type(s): SAND (SP, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 167.64 1 5 127 5 233.68 1 5 294.64 1 5 373.38 1 10 254 5 480.06 1 5 599.44 1 15 381 5 906.78 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 243 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 9-Jul-25 Location: K-10 Soil Type(s): SAND (SP, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 231.14 1 5 127 5 563.88 1 5 906.78 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 245 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 9-Jul-25 Location: K-11 Soil Type(s): SAND (SP, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 825.5 1 5 127 5 896.62 1 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 247 of 344 DCP TEST DATA Project: Publix - Scotts Hill Date: 9-Jul-25 Location: K-12 Soil Type(s): SAND (SP, SM) Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils No. of Accumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 241.3 1 5 127 5 426.72 1 5 576.58 1 5 873.76 1 10 254 1 901.7 1 1 15 381 1 1 20 508 1 1 DEPTH,in. 1 25 635 DEPTH,mm 1 1 30 762 1 1 35 889 1 1 1 40 1016 0.1 1.0 10.0 100.0 1 1 BEARING CAPACITY, psf 1 1 0 2000 4000 6000 8000 10000 12000 1 0 0 1 1 5 127 1 1 10 254 1 1 15 381 1 1 20 508 1 1 DEPTH,in 25 635 DEPTH,mm 1 1 30 762 1 Based on approximate interrelationships 1 35 of CBR and Bearing values (Design of 889 Concrete Airport Pavement, Portland 1 Cement Association, page 8, 1955) 1 40 1016 1 0 14 28 42 56 69 83 1 BEARING CAPACITY, psi 1 Page 249 of 344 APPENDIX C Laboratory Testing Laboratory Test Results Summary Plasticity Chart (s) CBR Test and Standard Proctor Test Results Page 250 of 344 Laboratory Testing Summary Atterberg Limits Moisture - Density CBR (%) **Percent Sample ^MC Soil #Organic Sample Location Depth (ft) Passing No. Number (%) Type