enaly Con Neighsa mit or Widgorn (o City of PARKER ETISIDT 1961 PARKER CITY COUNCIL MEETING Council Chambers, City Hall Friday, February 7, 2025, at 5:30 P.M. AGENDA *AMENDED* MAYOR: CITY ATTORNEY: Andrew Kelly Tim Sloan COUNCILMEMBERS: CITY CLERK: Tonya Barrow, Mayor Pro Tem Ingrid Bundy Katy Bodiford Ron Chaple John Haney NOTE: AT EACH OF ITS REGULAR OR SPECIAL MEETINGS, THE CITY OF PARKER COUNCIL ALSO SITS, AS EX OFFICIO, AS THE CITY OF PARKER COMMUNITY REDEVELOPMENT AGENCY (CRA) AND MAY CONSIDER ITEMS AND TAKE ACTION IN THAT CAPACITY. AGENDA CALL TO ORDER INVOCATION ROLL CALL ITEMS FROM THE AUDIENCE: (non-agenda items) REGULAR AGENDA 1. APPROVAL OF COUNCIL MEETING MINUTES December 17, 2024 December 20, 2024 - 4 PM December 20, 2024 - 5:01 PM December 27, 2024 January 7, 2025 CITY COUNCIL MEETING - January 21, 2025 2. Reaffirmation of Planning Commissioner Terry Stryker 3. Planning Board Recommendations 909 West St - Coastal Acquisitions of Florida, LLC (Santora) PLANNING BOARD RECOMMENDATION FOR MAJOR DEVELOPMENT OF COMMERCIAL BUILDING 4. Planning Board Recommendations East Bay Apartments PLANNING BOARD APPROVED FOR RECOMMENDATION THE FINAL PLAT FOR THIS PROJECT 5. Planning Board Recommendations Parcel # 25163-000-000 (512 N 11th Street) and Parcel # 25160-000-000 (518 N11th Street) - Farrell PLANNING BOARD APPROVED FOR RECOMMENDATION THE REQUEST TO SPLIT THE LISTED PARCELS INTO TWO SEPARATE LOTS ON EACH PARCEL 6. Auction = Surplus Items Ingrid Bundy, City Clerk Ifa a person decides to appeal any decision made by the City Council with respect to any matter considered at the meeting, if an appeal is available, such person will need a record of the proceeding and such person may need to ensure that a verbatim record of the proceeding is made, which record includes the testimony and evidence upon which the appeal is to be made. Any person requiring special accommodation at this meeting because of a disability or physical impairment should contact the City Clerk at clerx@eiyofparker.com or by phone at 850-871-4104. If you are hearing or speech impaired and you have TDD equipment, you may contact the City Clerk using the Florida Dual Party System, which can be reached at 1-800-955- 8770 (Voice) or 1-800-955-8771 (TDD). ALL INTERESTED PERSONS DESIRING TO BE HEARD ON THE AFORESAID agenda are invited to be present at the meeting. 1001 West Park Street - Parker, Florida 32404 Telephone: 850-871-4104 = www.ctyofparker.com CITY COUNCIL MEETING - January 21, 2025 denaly Con Neighlo nil /- 3) wigr City of CITY OF PARKER BARKER AGENDA ITEM SUMMARY - FTATESIETY 19161 1. DEPARTMENT MAKING REQUEST/NAME OF PRESENTER: 2. MEETING DATE: Council 02/04/2025 3. PURPOSE: APPROVAL OF COUNCIL MEETING MINUTES 4. IS THIS ITEM BUDGETED (IF APPLICABLE) YES NO N/A X December 17, 2024 December 20, 2024 - 4 PM December 20, 2024 - 5:01 PM December 27, 2024 January 7, 2025 AGENDA ITEM # 1 CITY OF PARKER REGULAR MEETING MINUTES HELD AT 1001 W. PARK. ST, DECEMBER 17, 2024 = 5:30 PM Mayor, Andrew Kelly called the meeting to order with invocation followed by the Pledge of Allegiance. The following were present: Mayor, Andrew Kelly, Councilmembers Tonya Barrow, Katy Bodiford, Ron Chaple, John Haney, City Clerk Ingrid Bundy, City Planner Kevin Boyt, City Attorney Tim Sloan. ITEMS FROM THE AUDIENCE (Non-Agenda) Resident Christina Brinegar, of 20 Alma Avenue, expressed concerns regarding the property located 29 Alma Avenue. She also thanked Mr. Chaple for his contribution and suggested a posting of the hours of operation at the pier and park. Resident Elizabeth Ledezma, of 18 Alma Avenue, expressed concerns regarding the property located 29 Alma Avenue. AGENDA Planning Board Recommendations - Parcel # 24920-010-000 - 7 Brew Coffee Variance Request Mr. Mason Silavent, Civil Engineer, was sworn in and present to provide testimony regarding the variance request. The proposed variance is to reduce the accessory building separation from the required 10 feet to 5 feet and to increase the impervious surface ratio to 0.72 from the required 0.70. Mr. Sloan, City Attorney, administered the questions for the seven-part test; Mr. Silavent provided responses. A motion to approve the variance was made by Councilmember Barrow; seconded by Councilmember Bodiford. The motion was carried with all voting in favor; 5-0 Public Hearing, Reading and possible Adoption of Resolution 2024-403 Mr. Sloan, City Attorney, presented the details regarding Resolution 2024-403. The CBDG Grant Program requires a specific resolution relative to the City's commitment to the Americans with Disability Act. A motion to read was made by Councilmember Haney; seconded by Councilmember Bodiford. The motion was carried with all voting in favor; 5-0. Mr. Sloan delivered the reading of Resolution 2024-403. A motion to adopt was made by Councilmember Haney; seconded by Councilmember Chaple. The motion was carried with all voting in favor; 5-0. Public Hearing, Reading and possible Adoption of Resolution 2024-404 Mr. Sloan, City Attorney, presented the details regarding Resolution 2024-404. The CBDG Grant Program requires a specific resolution relative to the City's adoption of policy for Equal Employment Opportunity Protection. A motion to read was made by Councilmember Bodiford; seconded by Councilmember Haney. The motion was carried with all voting in favor; 5-0. 1 Mr. Sloan delivered the reading of Resolution 2024-404. A motion to adopt was made by Councilmember Bodiford; seconded by Councilmember Haney. The motion was carried with all voting in favor; 5-0. Public Hearing, Reading and possible Adoption of Resolution 2024-405 Mr. Sloan, City Attorney, presented the details regarding Resolution 2024-405. The CBDG Grant Program requires a specific resolution relative to the City's commitment to Fair Housing. A motion to read was made by Councilmember Bodiford; seconded by Councilmember Haney. The motion was carried with all voting in favor; 5-0. Mr. Sloan delivered the reading of Resolution 2024-405. A motion to adopt was made by Councilmember Bodiford; seconded by Councilmember Barrow. The motion was carried with all voting in favor; 5-0. Public Hearing, Reading and possible Adoption of Resolution 2024-406 Mr. Sloan, City Attorney, presented the details regarding Resolution 2024-406. The Resolution provides for the SRF Funding Program establishing pledges related to the application and agreement. A motion to read was made by Councilmember Barrow;seconded by Councilmember Bodiford. The motion was carried with all voting in favor; 5-0. Resident Pat Fousek, of 1344 Stratford Avenue, had specific questions regarding the resolution and the SRF loan. Mr. Sloan delivered the reading of Resolution 2024-406. A motion to adopt was made by Councilmember Barrow; seconded by Councilmember Bodiford. The motion was carried with all voting in favor; 5-0. A motion to authorize Mayor to sign was made by Councilmember Barrow; seconded by Councilmember Bodiford. The motion was carried with all voting in favor; 5-0. DISCUSSION ITEMS BY COUNCILMEMBERS Mayor Kelly offered to open discussion regarding the position of Police Chief for the City of Parker. Councilmember Haney expressed his support to offer Mr. Paul Baxley the position. A motion was made to select Mr. Baxley for the position of Police Chief effective January 1, 2025 by Councilmember Haney; seconded by councilmember Barrow. The motion carried with all voting in favor; 5-0. Councilmember Chaple shared concerns over the unkempt situation and damage incurred at the bathrooms located at the pier as well as the surrounding area. Mr. Chaple also donated to the concrete fund for the pavilion. With no further discussion the meeting adjourned at 6:21 P.M. 2 Approved this day of 2025. Andrew Kelly, Mayor Date Ingrid Bundy, City Clerk Date 3 CITY OF PARKER SPECIAL COUNCIL MEETING MINUTES HELD AT: 1001 W. PARK. ST, DECEMBER 20, 2024 = 4:00 PM Mayor Andrew Kelly called the meeting to order. The following were present: Mayor, Andrew Kelly, Councilmembers Tonya Barrow, Katy Bodiford, Ron Chaple, John Haney, City Clerk Ingrid Bundy, City Attorney Tim Sloan. AGENDA Marriott Major Development Review Mr. John Bianco represented the developer and presented the details of the proposed major development project. The Planning Committee recommended conditional approval with regards to utilities to the City Council. A motion was made by Councilmember Haney; seconded by Councilmember Barrow. The motion was carried with all voting in favor; 5-0. With no further discussion the meeting adjourned at 4:15 P.M. Approved this day of 2025. Andrew Kelly, Mayor Date Ingrid Bundy, City Clerk Date CITY OF PARKER SPECIAL COUNCIL MEETING MINUTES HELD AT 1001 W. PARK ST, DECEMBER 20, 2024 -= 5:01 PM Mayor Andrew Kelly called the meeting to order with invocation followed by the Pledge of Allegiance. The following were present: Mayor, Andrew Kelly, Councilmembers Tonya Barrow, Katy Bodiford, Ron Chaple, John Haney, City Clerk Ingrid Bundy, City Attorney Tim Sloan, City Accountant Suzanne Kennon. AGENDA FY 2024-2025 Final Budget Hearing Ms. Suzanne Kennon, City Accountant, presented the details of the purpose for readvertisement and language requirement for the Fiscal Year 2024-2025 Budget. Resident Pat Fousek, of 1344 Stratford Avenue, requested clarity about the reserve fund, the CRA funding, and fencing around Melendy Pond. Resident Diane Coates, of 1521 Dover Road, expressed concerns regarding fencing around Melendy Pond. A motion to read Resolution 2024-407 was made by Councilmember Barrow; seconded by Councilmember Bodiford. The motion was carried with all voting in favor; 5-0. Mr. Tim Sloan, City Attorney, read the summary for Resolution 2024-407. A motion was made to adopt Resolution 2024-407 by Councilmember Barrow; seconded by Councilmember Bodiford. The motion was carried with all voting in favor; 5-0. With no further discussion the meeting adjourned at 5:13 P.M. Approved this day of 2025. Andrew Kelly, Mayor Date Ingrid Bundy, City Clerk Date CITY OF PARKER SPECIAL COUNCIL MEETING MINUTES HELD AT: 1001 W. PARK ST, DECEMBER 27, 2024 - 10:00 AM Mayor Andrew Kelly called the meeting to order. The following were present: Mayor, Andrew Kelly, Councilmembers Tonya Barrow, Katy Bodiford, Ron Chaple, City Clerk Ingrid Bundy, City Attorney Tim Sloan, City Planner Kevin Boyt. AGENDA Imminent Public Health Threat = 29 Alma Avenue Mayor Andrew Kelly presented the City's findings regarding 29 Alma Avenue. City Planner Kevin Boyt testified that the sewer is in fact capped and that the residence does not have water service. Mr. Brandon Proteet testified that he had a lease agreement to reside at the residence executed by an individual he identified as Ms. Candace Lugo, who is not the owner of the property. Resident Christina Brinegar, of 20 Alma Avenue, expressed concerns regarding the lease agreement that Mr. Proteet claimed to have. Councilmember Barrow asked Mr. Proteet if he realized he cannot live in a residence without water. Mr. Proteet claimed to have paid Ms. Lugo for it to be turned on. Resident Dave Whaley, of 45 W Cooper Drive, expressed concerns regarding the living conditions at 29 Alma Avenue. A motion was made to abate by Councilmember Barrow; seconded by Councilmember Bodiford. The motion was carried with all voting in favor; 4-0. Mayor Andrew Kelly advised that the residence must be vacated by 1:00 pm today, December 27, 2025. With no further discussion the meeting adjourned at 10:21 A.M. Approved this day of 2025. Andrew Kelly, Mayor Date Ingrid Bundy, City Clerk Date CITY OF PARKER REGULAR MEETING MINUTES HELD AT. 1001 W. PARK. ST, JANUARY 7, 2025 = 5:00 PM Mayor Andrew Kelly called the meeting to order with invocation followed by the Pledge of Allegiance. The following were present: Mayor, Andrew Kelly, Co Tonya Barrow, Katy Bodiford, Ron Chaple, John Haney, City Clerk Ingrid Bundy, City Planning Commission Chair Mark Rega, City Attorney Tim Sloan. ITEMS FROM THE AUDIENCE (Non-Agenda) Resident Pat Fousek, of 1344 Stratford Avenue, followed up on the fencing around Melendy Pond. Planning Commission Chair, Mark Rega, clarified that it was determined that a fence is not legally required based on how the State of Florida constructed the pond. Mayor Kelly concurred with Mr. Rega based on information provided by Anchor Engineering regarding the angle of inclination of the dirt. Resident Diane Coates, of 1521 Dover Road, expressed concerns regarding fencing around Melendy Pond. A motion to not erect a fence and leave Melendy Pond as-is was made by Councilmember Bodiford; seconded by Councilmember Barrow. The motion was carried with all voting in favor; 4-0. AGENDA Planning Board Recommendations - Parcel # 25575-003-000 (101 Morris Drive) - Wilkins With no one present to represent the applicant, the item was tabled until a future date. Planning Board Recommendations - Parcel # 24920-000-010 and Parcel # 24920-005-000 (212 Suddeth Place S) - Lozada Mr. Sloan, City Attorney, presented the details regarding the application to combine the listed parcels. The applicant, Mr. Felipe Lozada, was present to present his request. A motion to approve the application was made by Councilmember Barrow; seconded by Councilmember Chaple. The motion was carried with all voting in favor; 4-0. Approvals for City Clerk Mayor Kelly presented the authorization to give the new City Clerk, Ingrid Bundy, access to the bank account and provide her with a city credit card. A motion to approve the authorization was made by Councilmember Bodiford; seconded by Councilmember Barrow. The motion was carried with all voting in favor; 4-0. DISCUSSION ITEMS BY COMMISSIONERS Mayor Kelly presented for council consideration an applicant, Ms. Ann Elizabeth Palrang, for appointment to the unexpired vacant position on the Planning Commission for the City of Parker. 1 A motion was made to appoint Ms. Palrang to the position on the Planning Commission by Councilmember Barrow; seconded by Councilmember Bodiford. The motion was carried with all voting in favor; 4-0. Councilmember Chaple expressed his desire for future discussion regarding the City of Parker to host a holiday parade. Councilmember Barrow expressed appreciation for the new City Clerk coming on board. Mayor Kelly introduced the new Police Chief, Paul Baxley. With no further discussion the meeting adjourned at 5:52 P.M. Approved this day of 2025. Andrew Kelly, Mayor Date Ingrid Bundy, City Clerk Date 2 o1 Welcor d City of CITY OF PARKER BARKER AGENDA ITEM SUMMARY VETIPTRIEDN 196 1. DEPARTMENT MAKING REQUEST/NAME OF PRESENTER: 2. MEETING DATE: Council 02/04/2025 3. PURPOSE: Reaffirmation of Planning Commissioner Terry Stryker 4. IS THIS ITEM BUDGETED (IF APPLICABLE) YES NO N/A X REAFFIRMATION OF PLANNING COMMISSIONER TERRY STRYKER AGENDA ITEM # 2 Welcor City of CITY OF PARKER PARKER AGENDA ITEM SUMMARY ATINLSIRN 1961 1. DEPARTMENT MAKING REQUEST/NAME OF PRESENTER: 2. MEETING DATE: Coastal Acquisitions of Florida, LLC - Santora 02/04/2025 3. PURPOSE: Planning Board Recommendation = Major Development 4. IS THIS ITEM BUDGETED (IF APPLICABLE) YES NO N/A X PLANNING BOARD RECOMMENDATION FOR MAJOR DEVELOPMENT OF COMMERCIAL BUILDING AGENDA ITEM # 3 EESS Matyornt 1o City of CITY OF PARKER PARKER 1001 WEST PARK STREET e PARKER. FLORIDA: 32404 TELEPHONE (850) 871-4104 o FAX (850): 871-6684 APUISIEDT 19E1 CITY OF PARKER Date of Submittal: APPLICATION FOR DEVELOPMENT PERMIT DO Permit #: MAJOR DEVELOPMENT NOTE: $1000 Deposit plus review fee Bldg Permit #: Land Use Designation: Parcel ID# APPLICANT INFORMATION NAME OF APPLICANT: Coastal Acquisitions of Florida, LLC ADDRESS: 423 Tartan Way, Enterprise, AL 36330 TELEPHONE: EMAIL NAME OF CONTACT: Phillip E. Santora ADDRESS: 2431 Hartford Highway, Dothan, AL 36305 TELEPHONE: 334-701-6583 EMAIL: psantora@northstarenstarengineering.com SITE INFORMATION SITE LOCATION: 909 West St., Panama City, FL: 32404 (Northeast: of intersection. ofWest Sts and E.: 2nd SL.) (MUST INCLUDE ADDRESS) CURRENT USE OE SITE:: Vacant. PROPOSED USE OF SITE: Commercial ( SIZE (SQ. FT. /. ACRES): 64,217 SQ.FT. / 1.47 ACRES SOIL TYPES LOCATED ON PROPERTY: Lakeland sand (Hydrologic Soil Group: A) TOPOGRAPHY ELEVATIONS LOCATED ON PROPERTY: 19.00-21.00 IS THE PROPOSED STRUCTURE WITHIN A; DESIGNATED FLOOD, ZONE. AS SHOWN ON THE FLOOD INSURANCE RATE MAP: YESXNO ZONE: NAME(S), OF STREET(S). ADJACENT TO PROPERTY: West St., E. 2nd St. SET BACK FROM SHORELINE (FEET): N/A SET BACK: FROM ROAD RIGHT OF WAY: 15 feet WHAT IS THE PROPOSED PERCENTAGE OF LAND TO. BE COVERED? 64% HOWWILL INGRESS AND EGRESS BE MADE AVAILABLE? driveways off of West St. and E. 2nd St. NUMBER AND TYPE OF TREES TO BE CUT: 4 palm trees, 1 - oak tree NOISE LEVEL OF PROPOSED DEVELOPMENT: None IMPACT ON SURROUNDING NATURAL RESOURCES: None HOW WILL LIGHTING BE PROVIDED FOR PUBLIC SAFETY AND SECURITY: Exterior lights will be provided on the building BUILDNGESTRUCTURE INFORMATION PRINCIPAL USE: OF BUILDING: Metal roll forming TYPE OE CONSTRUCTION (WOOD FRAME, BLOCK, METAL, ETC.): metal SQUARE FEET UNDER ROOF: 28,000 SQUARE FEET OF PAVED PARKING: 7,620 NUMBER OF PARKING SPACES PROVIDED: 25 NUMBER OF RESIDENTIAL UNITS TO BE BUILT: N/A NUMBER OF BEDROOMS PER UNIT: N/A WILL HAZARDOUS OR FLAMMABLE MATERIALS BE STORED OR USED ON SITE: YES X NO TYPE OF FIRE SUPPRESSION SYSTEM TO BE INSTALLED: internal. fire sprinkler system. TYPE OF GROUND SPRINKLER SYSTEM TO BE: INSTALLED: NIA, FOR COMMERCIAL DEVELOPMENT NUMBER OF EMPLOYEES 6 ACCESSORY STRUCTURES: None NUMBER TYPE, (GARAGE, SWIMMING NUMBER TYPE POOLS, FENCES, NUMBER, TYPE: STORAGE BLDG. ETC) STRUCTURE HEIGHT: 24-0" BUILDING SET BACKS; 1.SIDE PROPERTY LINES: 7feet 2.REAR PROPERTY LINE: 15 feet 3.FRONT PROPERTYI LINE: 15 feet SIGNS TO. BE INSTALLED: 1 NUMBER located on building TYPE NOTE: CAUTION SHOULD BE TAKEN WHEN PLACING AND/OR MODIFYING A STRUCTURES THE AREA LOCATED ON THE IMMEDIATE WEST SIDE OF THE DUPONT BRIDGE; (ALSO KNOWN IN AS LONGPOINT) DUE TO POTENTIAL HIGH NOISE LEVELS CREATED BY AIRCRAFT FROM TYNDALL AFB. UTILITIES INFORMATION IS WATER-AND SEWER CURRENTLY AVAILABLE. X. YES NO NUMBER: OF EXISTING CONNECTIONS: WATER None SEWER None. PROPOSED SEWER CONNECTIONS: 1 NUMBER 4" SIZE PROPOSED WATER ÇONNECTIONS: 2 NUMBER SIZE 3/4" Domestic & 6" Fire IS ADEQUATE DRAINAGE AVAILABLE FOR THIS SITE: X YES NO TYPE OF DRAINAGE: STATE ROAD CULVERT (CHECK ONE) LOCAL STREET CULVERT SWALE x RETENTION, POND B PROPOSED METHOD OF PROVIDING DRAINAGE: suiface drainage off of property (DRAINAGE MUST MEET THE REQUIREMENTS OF A 25 YEAR, 24 HOUR STORM EVENT) OTHER INFORMATION YES X NO ARE OTHER STATE AND/OR FEDERAL PERMITS REQUIRED FOR THIS DEVELOPMENT? (NOTE: IF YES, COPIES OF APPROVED STATE AND/OR FEDERAL PERMITS MUST BE SUBMITTED, EITHER WITH THIS. APPLICATION OR PRIOR. TO SSUANCE OF CERTIFICATE OF OCCUPANCY (CO). YES X NO WILL THE PROPOSED DEVELOPMENT REQUIRE LARGE VOLUMES OF WATER OR SEWER CAPACITY? YES x NO ARE WETLANDS, SALTWATER MARSHES OR FLOOD ZONES. PRESENT ON THE PROPERTY? YES X NO WILL THE PROPOSED DEVELOPMENT INCLUDE PIERS, SLIPS, BULKHEADS OR SIMILAR STRUCTURES WHICH EXTEND INTO STATE: WATERS? (NOTE: IF THE DEVELOPMENT INCLUDES ANY OF THE ABOVE, SEPARATE PERMITS WILL BE REQUIRED). FAILURE TO COMPLY WITH THE PROVISIONS OF THIS PERMIT MAY SUBJECT: THE PERMIT TO MODIFICATIONIS), STOP WORK ORDERS OR CANCELLATION, IN ADDITION TO ADDITIONAL FEE OR COSTS TO THEL APPLICANT UP TO AND INCLUDING LEGAL FEES. I HEREBY CERTIFY THAT THE INFORMATION PROVIDED, HEREIN IS TRUE. ANDI CORRECT TO THE BEST OF MY KNOWLEDGE. Phuk C 12-19-24 SIGNATURE OF OWNER. (MANDATORY) DATE SIGNATURE OF CONTRACTOR DATE TO BUILDING DEPARTMENT PLEASE BE ADVISED THAT YOU MAY ISSUE A BUILDING PERMIT TO THE ABOVE NAMED APPLICANTICONTRACTOR ON BEHALF OF THE CITY OF PARKER. SIGNATURE OF APPROVAL DATE REQUIRED ATTACHMENTS 1. 3 COPIES OF SITE PLANS TO INCLUDE THE FOLLOWING: a. VICINITY SKETCHES SHOWING THE RELATIONSHIP OF THE SITE IN RELATION TO SURROUNDING ROADWAYS, LAND USE DISTRICTS AND FLOOD ZONES WITH BASE FLOOD ELEVATIONS. b. THE BOUNDARY LINES AND DIMENSIONS. OF THE AREA OR LOTS INCLUDED IN: THE SITE PLAN, INCLUDING ANGLES, DIMENSIONS AND. REFERENCES; A NORTH DIREC- TIONAL ARROW AND MAP SCALE; AND THE PROPOSED USE OF THE LAND BY AREAS. C. THE EXISTING AND PROPOSED GRADES, THE DRAINAGE PLAN, EROSION CONTROL PLAN AND THE PROPOSED STRUCTURES WITH APPROPRIATE TOPOGRAPHIC: CONTOUR INTERVALS OR SPOT: ELEVATIONS. d. THE SHAPE, SIZE AND-LOCATIONS OF ALL STRUCTURES, INCLUDING THE FLOOR AREA AND: ELEVATIONS THEREOF; THE FLOOR AREA AND GROUND COVERAGE RATIOS AND. THE RELATIVE FINISHED GROUND AND BASEMENT FLOOR GRADES. e. NATURAL FEATURES SUCH AS WETLANDS, SHORELINE, LAKES OR PONDS AND PROTECTED TREES AND MAN-MADE FEATURES SUCH AS EXISTING ROADS, SIDEWALKS, WALLS, FENCES OR OTHER STRUCTURES INDICATING. WHICH ARE. TO BE RETAINED, REMOVED OR ALTERED AND THE ADJACENT PROPERTIES THEIR USES AND. LAND. USE DESIGNATIONS. f. PROPOSE STREETS, DRIVEWAYS, SIDEWALKS AND PARKING. FACILITIES, VEHICULAR TURNAROUNDS, CURB CUTOUTS AND LOADING AREAS; THE LOCATION OF. SOLID WASTE, RECEPTACLES, THE INSIDE RADIL OF ALL CURVES, THE: WIDTH OF THE STREETS, DRIVEWAYS AND SIDEWALKS AND TOTAL NUMBER OF AVAILABLE PARKING SPACES SPECIFYING THE TYPE OF CONSTRUCTION AND CRITICAL DIMENSIONS AND THE OWNERSHIP OF THE VARIOUS FACILITIES. g. THE SIZE AND LOCATION OF: ALL EXISTING AND PROPOSED PUBLIC AND: PRIVATE UTILITIES AND EASEMENTS; WATER AND SEWER TAP LOCATIONS; SEWER CLEANOUTS AND TURNS; AND WATER, METER TYPES, SIZES AND LOCATIONS. h. ALL PROPOSED LANDSCAPING AND THE DIMENSIONS AND LOCATION, OF, ALL PROPOSED SIGNS. 2. FLOOD ZONE ELEVATION CERTIFICATE 3. CITY PERMIT SIGN APPLICATION IF APPROPRIATE, 4. ALL APPLICABLE STATE: AND FEDERAL PERMITS.. (DEP, DOT ETC.) 5. ALL UTILITY FEES MUST BE PAID IN FULL PRIOR TO THE DEVELOPMENT PERMIT BEING ISSUED, - PLANS SITE CONSTRUCTION FOR ALL METAL ROOFING & SIDING WEST STREET CITY OF PARKER, FL BAY COUNTY PROJECT LOCATION raker "9 FEBRUARY, 2023 O.CATS 9 REVISED: 10/25/23 a e EKun CITY OF PARKER O 9 SUBMITTAL REVIEW COMMENTS NO. 2 9 REVISED 1/22/24 A 9 CITY OF PARKER PPEUNNEI9 Lone E G SUBMITTAL REVIEW COMMENTS NO. 3 I INDEX TO SHEETS 9 41 COVER SHEET/INDEX, 1 0 S GENERAL NOTES 2 PIIa EXISTING CONDITIONS/DEMO. PLAN 3 9 LAYOUT PLAN. 4 rc! GRADING PLAN 5 VICINITY MAP EROSION CONTROL PLAN. 6 NOTTO SCALE DEVELOPER/OWNER STORMWATER DRAINAGE PLAN. 7 COASTAL ACQUISITIONS OF FLORIDA, LLC. UTILITIES PLAN. 8 423 TARTAN WAY LANDSCAPING PLAN. 9 ENTERPRISE, AL: 36330 HE PROJECT LOCATION TEL: (334)-701-6583 CONSTRUCTION DETAILS, 10-11 RaE T BOUNDARY SURVEY APPENDIX, C A * B SN NES PROJEGT NO. FL0012-22 THIS ITEM HAS BEEN DIGITALLY: SIGNED AND SEALEDE BY PHILLIPE E. SANTORA P.E. ONT THE DATE ADJACENT TO THE SEAL. 22 Digitally signedbyPhilipE Ea E Santora Santora OF Phillip Date: 2024.1 12.19 15:12:52 -06'00' RTHSTAR ENGINEERING SERVICES PRINTED COPIES OF THIS DOCUMENT ARE NOT MAP CONSIDERED SIGNED AND SEALED AND THE LAND USE 36305 SIGNATURE MUST BE VERIFIED ON ANY NOT TO SCALE 2431 HARTFORD HIGHWAY DOTHAN, ALABAMA ELECTRONIC COPIES. "nthMiwMtrPssan PHONE (334) 673-9895 RET DATE: FEB., 2023 GENERAL NOIES EROSION & SEDIMENT CONTROLNOTES SCALE: NTS. E ma re from fleld observatlons the time of urv vey ond ovoiloble records. No guoro ode thot other RCV VCE The hall lo nC SMPPP DRAWN E fed cblo mitonst PBAMIENS umaye ocinia the mrE Pa Phrsihhs ATH THE nORDA STORI ATDR DROSON NO MLL LE : E M: e G MPRES EtemN he M Cade coposte ON BY: MPPROVED SANTORA for stoke out The Controctor sholl be responsible construction ond field engineering. CRY SVDDAYS NO WD2 stur omh se aholl soshn sru ppte a MSR SE The owners of contro poinis benchmarks thot wil NSPECTON ETRIO DCKDPT REVISIONS: Dale mare taa B hataled ond moinlohned In oceordonce with Florldo Department of Tronsporto ape eclice atic ns and the COASIRU TOD ADOITONAL NLY The Controc octor sholl be responsible for the repoir of ny roodways houl routes domaged by construetion operotions. TRACGNG to the stripped ony topaol. Any topsoi shol be stockplled Ps ale reused paa: ond a JRD " AF BaMe N: rambng. Peret bon aoe me peniit m a jad project site ond legally diaposed olby B3E RAYS 10. AB abis Ra CrgPEN sh De trom fu the owner's sholl be boca COUPvoT, OR STOARE Per bocier A SESOSITOPAUES be E 1 in structural oreas, ond the top e E E E arecs be proce to Precter E COANRECT C - ASTORE E - 11. Ta Tolove opproved Indepandent leating loboralaryo opproved by the Owne repr ive perf densily lest GETETANS PSMGUD RE DOCLNOIRE NESS PompY - EsS OAETEDNTEN T borea ol possing CIYIEAN EARDOYE BMEMAACCDECATEN PAERCLAEDNON ACCUMULAT E Repesenlalle E repres se RI Ive prese ent for tests within publle right 13. Concrete shall dovelop a minimum 28- -doy compresie stengin of 3,000 psi unless noled otherwise. 5 14. Pe: E: mh AA A Eme t tE: P aa meet Clly of Park requk ta. 15. The Controctor sholl ber responsible for compllence with oll OSHA guldellnes and regulations 16. BL3 The st : ENy in M e of construction ond schedule 17. The fnal grades of ol oppurlenoncas, Le. manholes, volve boxes, cleonoula, ete. shall be odyatedlo match final grodes. 18. m: cy s AEMARE beginning vor rk. The controctor sholl secure city opprord ond schedule work before mokk Ing lops 19. The controctor asponsible for oll droinoge ond wroslon contral during constrvuetion. 20. In lendweaping arecs and curbed lalonds, the aile controctor shol provide minimum lopsol thickness of2 lest. 21. The Devaloper sholl be responsible for then relocalion of ony conficting utitles within or reloled the derlopment of this prop arly: 22. the contro oct tor's reponsbimly to restrict publlc occess to this alle during construction. 23. me kects eiy paly, Piree fPere einer tempor acnes mc ApEent hos by CIy or ondis cen by the AEEET E usoge Deey gied EE E ET 24. The alle : a: lo archileclurd plons furlahed by the ovner for dmenslons of the bulding ond sholl coordinale and verlly layout 25. me se : ae Pawd once th rules and regulotions set byFDOT, Boy County, the Clly of Porker, ond not creale apuble sofely hozord LEEALDESCREDCE A.o Porcie otlond Clty Bay out /w) us the a PRQJECT DEVELOPER/OWNER ENGINEER OF RECORD 7 ACQUISITIONS OF FLORIDA, LLC. PHILUP SANTORA, P.E. B WAY NORTHSTAR ENGINEERING SERVICES 36330 2431 HARTFORD HWY. SANTORA 36305 E (334) 701-6583 B UTLTYO WNERS 81 ELEPHONE ACARLE_SERVICES STRET ELECTRIC COOPERATIVE Pso 769-1616 Zo "Bllan y, 3R 215-1000 AF E s GAS 32405 SHEET 2 OF 11 B TB.M.HI HTS A BPARAITD PROJECT n Pege MDS SDELS LCRE BCVETLAS DEET E E E E EE No POTEEN 1BP-5544 EASTHIGHWAY98 DATE: FEB., 2023 2 INV-1 (70' R/W) T.B.M.W2 SCALE: 1"-30 E PUMSWETE CEDAEETO E BE (8 ALONG PLS ME lC - 3 o RE2 B FR-55 F5 DRAWN oRcih T. a ML ATLLY A SSMSETDNE w HAPIE ELE E COLPLETD (1" PPÈ) PAVDNSBONS RO AY DRW OTtD. APPROVED BY: ROADWAY OTHOR SC SEAS CLUSTER P. SANTORA RAVODNT BADTCATNE ETLETS F an PANERSE TOP E CCL REVISIONS: PEOR DE CESRVG TON ne SAEAE ETVE Ra" B D A OMUERE SION DOGWOOC E LEGEND SP TNC RE PALM ERS OR 3 RS Cis 3 RTG" 7 OLE 25 15" PALM- NO TOP w EE DoX B Eip E 8 CONCRETE RON PAI 3 PSM 6712) Ee WRE E BON - CALE HO ca CE wmr re EmRE wD NC E E ACE AN NE "MAEES METAL UD UNC (D SED SSCMBLY UNE PP UMN SIWR E cw(DIscO E2 SLAr pp M3 ( PIPE) ROL OuRO DNC are UNC OP CRI So UE A (50'R/W) ROAD E (8" E 18" E * uDD E FT PT pE KETAL BEMYSNS, T ArT SIP I ANDSCAPE TUBER TBP- SSWH 1l -20 wVe OUT 8 (E PVC) REMOVD D) I1 4 INE A le 11 TI ? I TALL WOODEN FENCE TALL CHAN UNK FENCE OWW ) EMp (5 9 pm man cw( OSCONECTD)- ( (SEA LEVEL 5800) ALL ME TAL FENCE FP METAL PPE (PSWSS21) RFSEE 30 60 SHEET 3 - OF 11 SCAE "-3d TEME PROJECT a ALPPPIPAT HATS s n EET E TASTHIGHAVS EE DATE: FE8.2023 m7 7R/W) TEME2 SCALE: "-30' * THE DRP ATD E AR 5 E CA 5 Fd DRAWNE a MABSTUETRVE EGNPUEGSD LLCH AMILE T. DRANISNE E SRSN CEMIERUE PMSMRAATT MBL APPROVED BY: s A EGLFCRYE NoNIST NONS ATH PAERSE P. SANTORA HE AO CN or PARKEK RECULA a IN E SHALL aD VORY EVEAS STRUCTUE SO Vo L OIDAU S $ REVISIONS: ARC CCORD SADE XCD SED ASPEOR a LEGEND TE E OMCRA O RO LACDNT UA roR POLE B TR SITEIZOMNA NF EORMATON E 125 1san a TOR wno 5 Box - E - 3 Eo NC COKRIE RON 3 9 sarT) oa M SIDE se a & ON AS E NREA) NooR ADU SITE PATA. L E LEC RC ND JC NO CKALE A sarT PRORCSED SUETINC DE Sove Br sarT O MAN 484 azans PS AN DVALS a SAT F UE LATEMRAT MASE 1 (vo : DeE PARKNG NFORMATION B5 PROWOCD E E SIDE UE LE Ba: REAEE i se ASSCMBLY PROPOSD ZONPE ce SIMOR UKE - DMNC UNE - Ro0 XX s mar a AEeTRC BUILDING CORNER COORDINATE CHART EASTZNDSTREET ROND NC - PONI HORDENE EASTING 15OR/W E 412810,9689 1618413.3519 SIDONN 412728.5239 16184724088 412680.9131 1616638.3197 Pss e CRAVEL PAVDION F 412680. .9565 1618463.3 .3197 412705. 9565 1618463.3259 412705.9689 1618413. .3259 BX E Ap i PROPOSED ZZOHCCC Cvi ZON NG LDR AEE 30 60 SHEET 4 58 OF 11 SCALE "-30 TB.M.HI m a? EBRIRCATD DESTF FL IDAVCATN COPEAA GSINEE BMB DATE: FEB, 2023 o ROTCETEON PASTHIGHMAYSS .M. #2 SCALE: "-3o 3 VR/W) Wrloie OTERY ME PEEADEDD 23 1 T = 22 - F 1 DRAWN BY THIN ORUNC'Or Ep B SCARBOROUCH 1 LY AA BSSIASETBME COMPLETE APPROVED BY: 4 AVD P. SANTORA WDI NSRSS RAYDHDKT EYE 2.43 6 an REVISIONS: E E a PEOR D.C LEGEND STON B ES Vo ona UTITES E nNC RE MEETENr POLE 3 TIR E MCTOR / de LEN ouE LAN E B 3 E RON 001 FAXT E A E" OAOSED SUAEINC 1 arv.-2200 E mar A 3 E EASYND SIRET 50'R/W) de 4V DB A DE I e k7- TI I I evi ASSCIMECIEP- ERGPEREAGRE CTEAOEPAEAE 30 SHEET 5 - OF 11 SCALE T-c TBM.#I PROJECTN No. WO REPRPLACATD FL 0012-22 SOR CANRAL MONENSTS AME DATE: FEB,2023 PASTHIGHWAYSS T.B.M.H2 SCALE: "-30 R OR/W) T E BY: ARE- = DRAWN DRE EMLE SCARBORQUCH APPROVED BY: P. SANTORA PAES PAVNS & REVISIONS: LEGEND 3 EH BOX E E coi B CRETE 3 DP PN , f mfie AND UNE PIORCSD DR MAN - r. arv-22 00 de UNC Cas e SMO ASSCVOLY UNE C UM a c TAST2NDSTREET URE ue (50'R/W) - se CONCRETE SooX oTR DI I DCE DE 6 I1 M 9888 le 47- CALEEL EEIS CER > Cw ASEPICED' PREERASRE MOAEATE 30 SHEET 6 69 OF 11 SCALE: 1'-30 TB.M.#I ERAICATT PROJECT HOI EA n IE E DROPANS E05 EVET a EV DATE: FEB,2023 CUANE E 6 NO POICETDN B PASTHIGHWAYS T.B.M.#2 SCALE: "-30 (70" R/W) STLY OMETPANETD - 98 oe WAT E MATLRALS MR Cor RD CES 22 = T E 322: 3 32 DRAWN BY: RCMN erlh BLE SCARBOROUCH COPLETC U ATLY NLR ESCAIETDNE EL ABL APPROVED BY: ROMOMAY UNU THO voTt PRE P. SANTORA PAVODIT uE CIVE ES TICAT ATONS on 3 REVISIONS: EPTA PBOR De AN CTOR N EUCTAE vo AIS TAER UUEE SIORV 3 E LEGEND 7. SPESVRPSN PARSEANAY WCR TVC 3 STORMWATERI NEORMATION SVEAN MERE aeTiNe Cs E sar) E PO ME Ae CAS sany à our POS VE SURACE PONDP NO E EEHEA w RED INT VCLUVE: OOR MPCRVOUS SURFACE 3 DOX B VAIKE PROVODD- E aec FT M ONCRE B iB RAFE 1. SACE A ON FRE E WATIR SURFACE AVATON - aco RCCOVC CRY MMC- fs SURFACE ELEV ouor royuzpn RATE 091 5 PMEER oa a - 512 HOURS TORECON OR ASNs MAN UM "-N 1 "S -N CALE C CAB A RC PROROSED sufie CR -2200 FE " SOUTH RETENTION POND "ay SECIONA-A DRVEA SSE C SCNOR UNE DAK urd ERC EAST 2NDSTREET UC (50'R/W) FVHRES (SC PWNS)-1 E aR 1 E VESTERN RETENTION POND / 3 le 11! TI J I CHIECKCICN- FARCDASATE TE NEPAE STAT 30 SHEET 7 OF 11 SCAE -sd T.B.M.#I RARATD DE S E MAN GVSARE DATE: FEB., 2025 TAR ENGCR P CA NOTLE TA-S 34 PASTHIGHNAYSR SCALE: "-30 F VR/W) lne HCRW PAENU E i3 3 : DRAWN DO 5 - EpeEpL 5e E MER SINESTOr s o E E BE D ML EGAGTAVETONE APPROVED BY: BL P. 4 ARI SANIORA OADN SA oR PMSRE PANT EAES A REVISIONS: aTY EMCR LEGEND # NC NRE our - 3 TOR PE e MCT TR - B AN B LD 5 5 6 Tx 5 - MT E CABLE 4P TMNEE CAD - TRC vo PRORCSES SUEDINO IR E Rasis r. nrv- -2200 PRO SS JNE EE E PRO SE rus E TD NC E PL ASSCMOLY UNE E PRO PRO - T a BM E - ERD DuDon uE H == : = = EAST 2NDSTREET CAD Pv) (50'R/W) E E Pve) H a CLIANG V NV Gi RAE B 5 - WEEEROT ERRIBASR CISLOEAEAE SHEET 8 & OF 11 SCALE T-sc TB.M.# 2 ERAPFATD PROJECT LANDSCAPING SCHEDULE PARDEET BE DATE: FEB.2025 ECN ALAN RASTHIUHAYYA TB.M.2 SCALE: 1"-30' REETNE POFLAR ASER RVER B OR/W) DCATTO Ra E ABa DIAPETER = - = - : s- - EH - - F3 - 755X7 T. DRAWN C/E o/ EEVES PBEANIES AROLI LNA FILVERE BELL, 00D, BM R2 MBL EL APPROVED BY: E EE P. SANTORA : AAUCAE 6 PIEISS EERS REVISIONS: E PITBOFORI 3 TEU LEGEND E WOR ouE SLOPECNGT £ FE DE 8 VEGETATIONL - T Ab RECEME GRADED B DE AD B A ox a 3 DP D ONCRETE RON CNT 2 - (838 B ABU g- PMORCE SUEDINO DR uc r. arv.-2 - E i a EL NC ANT UNE - - SINDR - ROV 898808 LDPC NC 7 L- E ROUND LECTR TRIC EAST 2NDSTREET ucen DAD JNE - - (50'R/W) SED SDCW SCD - : B -HST REE SHEET 9 B90 30 OF 11 SCALE: T-sd Considering! the above: inF Florida, alla accessible parkings spaces mustbed designaled PROJECT n MAVLRS with case, additiont tot the standard described DE MEPNESTSN bluepaint. Inthisc Floridal lawisappledina I TACK COAT InMUTCD. Thec mmshs:teiEN parkingspacesh haveb bothwhileand DATE: FEB,2023 SEE SEF *A markedinwhile. Usually ylhisis applledw witht theb blue 5 Bvestipesandaress alslesarer SCALE: NTS. FR SLOPES PES painty linside' the white paintforth the spaco (seed drawing below, whichi illustrates the IAMMA Florida DepartmentofT Transportations SlandardF Plans, Index 711-001.) DRAWN BY: NOTES TO DRAIVING: T. SCARBOROUCH KESARESEANP" SSL S9L. Acconlinglothe MUTCD (TP.) ESPSETESS CRURSE COMPACTED BACKFLL (MP.) Sdainik OrbRmp APPROVED BY: COMPACTED parkings BACKALL CRUSHED CONCRE TE P. CRUSHED CONCRETE, SELETRES seiT atripe)mey SANTORA SEEORNSS OMUM DRY E GSAET BN 5 DRY ESAET ENO Ob.Gme beeither 4"or6". REVISIONS: (STABL r SUBCR E B-issn lused, level whelchairs symbul E GRYDOSTA -1557) KES E STANDARDDUIY ASPHALT HEAVY DUTYASPHALT Ifihereisocurb, there musi oulsi sile beacurh thes PAVEMENT SECTION PAVEMENT SECTION NO SCALE NO SCALE side(l:12mar. nny I m IS versely. yerasit E ST 2 Apaire refparallela curb rampe the mayu ulsol he RFOARED CONCRETE WALK E Vheelsioprs used fw/s-C"landingat shouhibeusdliolnmi botton). aRSSS SOPE ASPER SS vehiculare rencrouchmentond the sidavalk Slandards show dimensionst tothe conterlinet between two adjacent stripes. E D doublel lines between aroadway. For parking S SOSAST Paass appropriatel dprimarilyf todi for dimensiont tothe centerlinec travellanes stripesa andu thena add the 7 SECTION stripes. 5 PAVEMENT E GRAVEL NO He Also, as doscribeda abovo, theF Floridaa accessibloy parking space provides! thes A APMAPRcasN automcblegra Therefore, a'v ang'a F ase Evpsr accessible PF minimum parking 6 s STANDARD CURB FSe adjacen! minimum accoss aisle. Twoa accessibley parkings spaces may an E ASPHALTPAVING PHAECKESAHPLASPEELA access aislo. E El HANDICAP SIGN ANDS STRIPING DETAILS ADAIKIEAL SCALE 14 CURB TAPER- ACCESSELE ot 1o 5 GRBIAFER SMASms a 0 NE A 5 S3 M r CN " e AEHET TE BAC MAE ro FRONT - Bona To n SECTION B-B G'STANDARD . CR UTU UTur UNPAVED AREAS PAVED AREAS ÇONCRETEW WHEELSTOP PPELINE INSTALLATION PPELINEI INSTALLATION NO SCALE NO SCALE . Fi P 10-0 10-0 40-0 10-0 10-0 - A 6/6 10/0 SECTION A-A a DPANSION JONT BON JONT 7 PAST BRASS EMTESUNK PLUG 3 FNL CRADE 1 ASss : TROMELED AND UGHT OROOU DNISH IRCALSDEWAIKFLAN NO SCALE idoc 4d 93 -0" 5' -0" SGNT ND SOMAKNOIS. 3/6 BEND BEEaRoN JOINTS 1- ESRIE E 45 PvC cepE ABERMESH OR FAORC PLAN SECTION_A Sps SECTION B SMCPT TEE E SHEET 10 WALK EXPANSION JOINT SANITARY SEWER CLEANOUT OF 11 NO SCALE (SAWED) NO SCALE CURBED CONCRETE FLUME DETAIL DL PROJECT DATE: FEB., 2023 SCALE: NTS. EENS TrDNO w 20 CBAE DRAWN AAEINE n * FILTERI FABRIC BY: II P. MPOMDET . SLTROW REVSIONS: SESTPLITI PUSL SECTION RUBBLE eTi RI A PLAN X CRO FABRIC MINL) 10MAX. BE SDST FDOTO FCLASS AETDAE MEROCK TRANSIT E SEC9 452 26 NTRANCE VIDE SROTALITED ANDP FUBUCR R.O.W. Bl PUITIRFAIRICE (W CCSDOTS PEC E e LTCR EABSICAN ELEVATION SECTION SCSB5TDOTS SES Es E E E EAN FOUN STORM DRAIN OUTLET SONE: P A E TYPEIVSILTFENCE E wacym STABILIZED CONSTRUCTION PROTECTION (FDOT INDEX 102) DETADSA ENTRANCE G-6 DETAIS RAS G-4 B DETAIS G-3 Ras ngunE ICUNE: MINI ASSRERA ON TO FACE STREET be - FINISH GRAD RA ACE 8" T MIN. 2" E - 1:8 1:84 61 - AND BOX l. 1 m - E FAVE VEVE ENRTH " LOCATOR WIRE - SBOLS DruRs VEL FEET - I E TE E E E mmmm n : RRRO E PECURECK MEGA LUCS MRUST BLOCK METERESDGECN D NOTES: EAV SELLWAYDETAL SS ON ewTS ITEE O5 AS FBAENS SUN PASADEO AS SCALE TEES SLEE TPIS wo GTAL oG SHALL ORC NNO BC nusv VM nsi Coc EE CONCRETE COuAR WVE BOXCONCR su ovCA ADA SLAN BAES VAVE ERSRPSLSPSAN ERSBpmco CONTRACTOR SULE PROVDE APR NSTALL E THE PavRY 3 V BATVAEPPICATANE ARE E NGVK EAT AROUI T LT 8 :8 1 E CONCRETE THRUST BLOCKS SHALL NOT OBSTRUCT FRE HIDRANT DRAN HOLES. MELAE MCSEEES.IRI BSPUENEENOA ACCORDING TO I TO THE FRE HYDRANTS MARKER T BEN A m -T EEET 57L5 SESATS SHALL BE PAINTED ACCORDING TO THE FIRE HYDRANT BOUT ONDOMEDROW MES MYEES ENET ERERA THE PRE BELLW AYDETAL TMELmmNEAERELLIEN SHEET 11 NO SCALE Not to scole OF 11 GEOTECHNICAL ENGINEERING REPORT 909 West Street Warehouse Parker, Bay County, Florida PREPARED FOR: Northstar Engineering Services, LLC 2431 Hartford Highway Dothan, Alabama 36305 NOVA Project Number: 10111-2023184 October 25, 2023 NOVA PROFESSIONAL I PRACTICAL I PROVEN NOVA October 25, 2023 Northstar Engineering Services, LLC 2431 Hartford Highway Dothan, Alabama 36305 Attention: Mr. Nathan Parish Subject: Geotechnical Engineering Report 909 West Street Warehouse Parker, Bay County, Florida NOVA Project Number 10111-2023184 Dear Mr. Parish: NOVA Engineering and Environmental, LLC (NOVA) has completed the authorized Geotechnical Engineering Report for the developemnt in Parker, Bay County, Florida. The work was performed in general accordance with NOVA Proposal Number 10111-2023184, dated August 31, 2023. This report briefly discusses our understanding of the project at the time of the subsurface exploration, describes the geotechnical consulting services provided by NOVA, and presents our findings, conclusions, and recommendations. We appreciate your selection of NOVA and the opportunity to be of service on this project. Ifyou have any questions, or if we may be of further assistance, please do not hesitate to contact us. Sincerely, NOVA Engineering and Environmental, LLC No. 60147 * KadVbongals STATE OF FIORPP - - K. Nick Gonzalez William L. Lawrence, P.E. Staff Engineer Principal Engineer Florida Registration No. 60147 Copies Submitted: Addressee (electronic) PROFESSIONAL I PRACTICAL I PROVEN 17612 Ashley Drive, Panama City Beach, Florida 32413 t. 850.249.6682, /1 f. 850.249.6683 / usal nova.com TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 NAME ANDI LOCATION OF PROJECT 1 1.2 AUTHORIZATION AND SCOPE OF STUDY. 1 2.0 PROJECT INFORMATION 2 2.1 SITE PLANS AND DOCUMENTS 2 2.2 PROJECT SITE. 2 2.3 PROPOSED DEVELOPMENT. 2 3.0 SUBSURFACE EXPLORATION. 4 3.1 AREA GEOLOGY + 3.2 LOCAL EXPERIENCE. 3.3 FIELD EXPLORATION.. 5 3.4 LABORATORY TESTING. 6 3.5 SUBSURFACE CONDITIONS 7 4.0 GEOTECHNICAL ASSESSMENT 10 5.0 RECOMMENDATIONS 11 5.1 SITE PREPARATION. 11 5.2 EXCAVATION 12 5.3 FILL PLACEMENT, 12 5.4 FOUNDATIONS. 14 5.5 SLAB-ON-GRADE. 15 5.6 STORMWATER MANAGEMENT SYSTEM RECOMMENDATIONS 16 5.7 PAVEMENT CROSS SECTION DESIGN. 17 5.8 DRAINAGE CONSIDERATIONS 20 6.0 LIMITATIONS, 21 APPENDICES Appendix A - Figures and Maps Appendix B - Subsurface Data Appendix C - Laboratory Test Data Geotechnical Engineering Report October 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 25, 1.0 INTRODUCTION This section provides information relating to our contract, the purpose of our work, and a summary of our understanding of the project, 1.1 NAME AND LOCATION OF PROJECT The +2.6-acre Subject Property (Bay County Parcel Numbers 5870-000-000, 25869- 000-000 and 25838-000-000) is located at 909 West Street in Parker, Bay County, Florida. The location of the site is indicated on the Site Location Map included in Appendix A. 1.2 AUTHORIZATION AND SCOPE OF STUDY Our work on this project was as described in our Proposal Number 10111-2023184, dated August 31, 2023, and authorized by the Client on September 5, 2023. The primary objectives of this work were to perform a geotechnical exploration within the areas of the proposed construction and to assess these findings as they relate to geotechnical aspects of the planned site development. The authorized geotechnical engineering services included a site reconnaissance, soil test borings and sampling, engineering evaluation of the field and laboratory data, and the preparation of this report. As authorized per the above referenced proposal, this completed geotechnical report includes: > A description of the site, fieldwork, laboratory testing and general soil conditions encountered, together with a Boring Location Plan and individual Test Boring Records. > Site preparation considerations that include geotechnical discussions regarding site stripping and subgrade preparation and engineered fill/backfill placement. > Recommendations for controlling groundwater and/or run-off during construction. > Foundation system recommendations for the proposed structure, as deemed necessary based on the boring results. > Slab-on-grade construction considerations based on the geotechnical findings, including the need for a sub-slab vapor barrier or a capillary barrier. > Suitability of on-site soils for re-use as structural fill and backfill. Additionally, the criteria for suitable fill materials will be provided. Recommended quality control measures (i.e., sampling, testing, and inspection requirements) for site grading and foundation construction. > Recommended pavement sections based on assumed traffic loading and subgrade strengths estimate from correlation with test borings, laboratory data, and soil types collected from the test borings. NOVA Page 1 Geotechnical Engineering Report October. 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 Recommended soil related design parameters for the SMS area including measured hydraulic conductivity rates and an estimated fillable porosity value. The assessment of the presence of wetlands, floodplains, or water classified as state waters was beyond the scope of this exploration. Additionally, the assessment of site environmental conditions, including the detection of pollutants in the soil, rock, or groundwater, at the site was also beyond the scope of this geotechnical exploration and evaluation. 2.0 PROJECT INFORMATION Our understanding oft this project is based on discussions with The Client, review of the provided site plans with requested boring locations, a site reconnaissance during boring layout and field testing, and our experience with similar projects. 2.1 Site Plans and Documents We were furnished with the following document: > Document: Boring Markers/Site Construction Plans for All Metal Roofing and Siding Dated: February 2023 Created By: Northstar Engineering Services, LLC. Note: Boring locations and depths were provided by the Client. 2.2 PROJECT SITE The +2.6-acre Subject Property (Bay County Parcel Numbers 5870-000-000, 25869- 000-000 and 25838-000-000) is located at 909 West Street in Parker, Bay County, Florida. At the time of our field exploration, the vicinity of the Subject Property was observed to be moderately developed with existing medium-sized commercial warehouse structures and a graveyard to the west, a church and a single family residence located to the east and undeveloped lots of similar size to the north and south. Parker Bayou is located about 900 feet south of the Subject Property. We note that the Subject Property was previously developed with a single-story structure and paved areas that had been demolished prior to our exploration. 2.3 PROPOSED DEVELOPMENT NOVA understands the project will include the construction of a single-story, commercial warehouse structure with a plan footprint of approximately 28,000 square feet with associated asphaltic and concrete pavements and a stormwater management system (SMS) consisting of a conventional shallow dry retention pond. NOVA Page 2 Geotechnical Engineering Report October 909 West Street Warehouse NOVA Project Number 10111-2023184 25, 2023 The warehouse structure is anticipated to be of metal frame construction supported by a shallow foundation system. Maximium Loads Final structural loading details were not available from the Design Team at the time of the issuance of this report. We have therefore assumed that maximum loadings for the proposed structure will not exceed 75 kips per column for isolated interior columns and 8 kips per linear foot for continuous load bearing walls. Site Grading Final grading details were not available from the Design Team at the time of the issuance of this report. We have therefore assumed that finished site grades will not change greater than +/- 3 feet from existing grades within the proposed structure footprint. NOVA Page 3 Geotechnical Engineering Report October 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 25, 3.0 SUBSURFACE EXPLORATION 3.1 AREA GEOLOGY According to the United States Geological Survey (USGS), the subject site is located in Bay County within the Gulf Coastal Plain, separated from the Florida Platform by geologic structures known as the Gulf Trough and Apalachicola Embayment. These structures formed a bathymetric and environmental barrier from the earliest Eocene or earliest Oligocene periods into the Miocene. According to the "Text to Accompany the Geologic Map of Florida" by Scott, 2001, the site is generally underlain by undifferentiated sediments deposited during the Quaternary period. These sediments typically consist of siliciclastics (sand), organics and freshwater carbonates. These soils are highly permeable and form the Sand and Gravel Aquifer of the surficial aquifer system. Surficial soils in the region are primarily siliciclastic sediments deposited in response to the renewed uplift and erosion in the Appalachian highlands to the north and sea-level fluctuations. The extent and type of deposit is influenced by numerous factors, including mineral composition of the parent rock and meteorological events. NRCS Soil Survey The Natural Resources Conservation Service (NRCS) "Web Soil" was reviewed to obtain shallow soil and seasonal high-water table (SHWT) information. Generally, the site lies within the Lakeland sand (Map Unit 9) unit. The NRCS Soil Survey map and data have been included in the Appendix. Unit Soil Depth to Seasonal Soil Name Depth (in) Description no. High Groundwater (in) 9 Lakeland Sand ) to 5 Percent Slopes 0-80 Sand More than 80 3.2 LOCAL EXPERIENCE NOVA has conducted numerous geotechnical studies for projects in the general site area. The typical subsurface conditions in this area were found to consist of fine- grained sands to silty sands (USCS classifications of SP, SP-SM, and SM). In some instances, sand to silty sand strata with some organics and/or significant organic staining have also been encountered. NOVA Page 4 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 3.3 FIELD EXPLORATION Our field exploration was conducted on September 22 and October 3, 2023, and included: Four 15-foot-SPT borings at locations provided by the Client (designated B-11 through B-4 in the attached Appendix). Two 10-foot-auger borings at locations provided by the Client (designated S-1 and S- 2). > One Double Ring Infiltration (DRI) test at a location provided by the Client. The boring and test locations were established in the field by NOVA personnel using a handheld GPS device and by estimating distances and angles from site landmarks. Prior to initiating field testing, underground utilities were marked by the state utility locate service (811, or Sunshine One-Call). Any required underground utility related adjustments of the test locations were then made at the time of the field exploration. The approximate test locations are shown on the Boring Location Plan presented in Appendix B. If increased accuracy is desired by the Client, test locations and elevations may be surveyed. The Test Boring Records in Appendix B show the Standard Penetration Test (SPT) resistances, or "N-values", and present the soil conditions encountered in the borings. These records represent our interpretation of the subsurface conditions based on the field exploration data, visual examination of the split-barrel samples, laboratory test data, and generally accepted geotechnical engineering practices. The stratification lines and depth designations represent approximate boundaries between various subsurface strata. Actual transitions between materials may be gradual. The groundwater levels reported on the Test Boring Records represent measurements made at the completion of each test boring, following a suitable stabilization period. The test borings were subsequently backfilled with soil cuttings from the drilling process for safety concerns. SPT Borings The test borings were performed using the guidelines of ASTM Designation D-1586, "Penetration Test and Split-Barrel Sampling of Soils". A mud rotary drilling process was used to advance the borings once groundwater was encountered. At regular intervals, soil samples were obtained with a standard 1.4-inch I.D., 2.0-inch O.D., split-tube sampler. The sampler was first seated six inches and then driven an additional foot with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive the sampler the final foot is designated the Penetration Resistance". Representative portions of the soil samples, obtained from the sampler, were placed NOVA Page 5 Geotechnical Engineering Report October 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 25, in sealed containers and transported to our laboratory for further evaluation and laboratory testing. Auger Borings The auger borings were performed using a hand operated soil sampler. Soil samples were obtained from the auger bucket approximately at each stratum break. Test Boring Records in Appendix B present the soil conditions encountered in the borings. These records represent our interpretation of the subsurface conditions based on the field exploration data, visual examination of the recovered samples, laboratory test data, and generally accepted geotechnical engineering practices. The stratification lines and depth designations represent approximate boundaries between various subsurface strata. Actual transitions between materials may be gradual. 3.4 LABORATORY TESTING Following completion of the field work, soil samples obtained in the field were returned to our office for classification and laboratory testing assignment. These tests included the following: > Manual/Visual Soil Classification > Moisture Content > Fines Content A Organic Content > Re-Molded Falling Head Permeability The purpose of the testing program was to classify the subsurface materials relative to the Unified Classification System and to determine their physical characteristics including strength, and compressibility. Moisture Content The moisture content is the ratio expressed as a percentage of the weight of water in a given mass of soil to the weight of the solid particles. This testing was conducted in general accordance with ASTM Designation D-2216. Seven moisture content tests were performed in this study. Fines Content The percentage of fines passing through the No. 200 sieve is generally considered to represent the amount of silt and clay oft the tested soil sample. The sieve analysis testing NOVA Page 6 Geotechnical Engineering Report October 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 25, was conducted in general accordance with ASTM Designations D-6913 and D-1140. Seven fines content tests were performed in this study. Organic Content The organic content is the ratio expressed as a percentage of the weight of organic material in a given mass of soil to the weight of the solid particles. This testing was conducted in general accordance with ASTM D-2974. Seven organic content tests were performed in this study. Re-Molded Falling Head Permeability A remolded falling head permeability test (ASTM D-5084) is a common laboratory test used to determine the hydraulic conductivity of fine-grained soils. The test involves the flow of water through a re-molded, fully saturated soil sample inside a rigid-wall permeameter connected to a standpipe of constant diameter. Before beginning the flow measurements, the soil sample is saturated, and the standpipe is filled with water to a given level. The test then starts by allowing the water to flow through the sample until the water in the standpipe reaches a lower limit. The time required for the water to flow from the upper to lower limit is recorded. One remolded permeability test was performed in this study. Detailed descriptions of the tests conducted are presented in Appendix C. The soil samples will be discarded 30 days following the submittal of this report, unless you request otherwise. 3.5 SUBSURFACE CONDITIONS The following paragraphs provide generalized descriptions of the: subsurface profiles and soil conditions encountered by the borings conducted during this exploration. Surface Materials Surface materials encountered in test borings generally consisted of sand with trace organics and building debris (from the recently demolished building). Further, existing asphaltic pavement occupies part of the subject property. Fill Based on the boring results and our observations of the property at the time of our field exploration, previously installed fill materials do not appear to be present on this property. NOVA Page 7 Geotechnical Engineering Report October: 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 Native Soils The soil borings generally encountered very loose to medium-dense fine-grained sands (USCS classification of SP) below surficial materials to about 12 feet below existing grade (BEG), underlain by medium dense fine-grained slightly clayey to clayey sands (SP-SC, SC) to the maximum explored depth of about 15 feet BEG. Standard Penetration Test (SPT) resistance values ("N"- values) varied from 2 to 16 blows per foot (bpf) and generally increased with depth. SPT values typically ranged from 2 to 8 bpf in the upper 10 feet of the soil horizon, and 11 to 16 bpf at greater depths. Groundwater Conditions Groundwater in the Bay County, Florida area typically occurs as an unconfined aquifer condition. Consequently, the groundwater table is expected to be a subdued replica of the original surface topography. Recharge is provided by the infiltration of rainfall and surface water through the soil overburden. More permeable zones in the soil matrix can affect groundwater conditions. A: stabilized groundwater table was not encountered in the test borings at the time of our final field exploration, which occurred during a period of relatively normal seasonal rainfall and within a pattern of frequent (daily) rain events. Based on a review of topographic maps and our visual site observations, we anticipate the groundwater flow at the site to be towards the south (i.e., towards nearby Parker Bayou). NOVA Page 8 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 Groundwater levels vary with changes in season and rainfall, construction activity, surface water runoff, and other site-specific factors. Groundwater levels in the Bay County area are typically lowest in the late fall to winter and highest in the early spring to mid-summer with annual groundwater fluctuations by seasonal rainfall; consequently, the water table may vary at times. Based on comparisons of current annual monthly rainfall data to historical rainfall data extending back 50+ years in time and the boring results, we estimate that the normal permanent seasonal high groundwater (SHGW) elevation will remain at a depth below 15 feet BEG, during the wet season. This data generally correlates to the values provided byt the USGS Natural Resources Conservation Service (NRCS). The following table shows the following information for each soil test boring: soil type per NRCS, the encountered groundwater table and the estimated seasonal high groundwater level. Encountered Estimated Seasonal Test Boring Soil Type* Groundwater Depth High Groundwater (ft)** Depth (ft)** B-1 Sand Not Encountered Below 15 feet B-2 Sand Not Encountered Below 15 feet B-3 Sand Not Encountered Below 15 feet B-4 Sand Not Encountered Below 15 feet S-1 Sand Not Encountered Below 15 feet S-2 Sand Not Encountered Below 15 feet * Based on the NRCS Soil Survey provided Appendix A ** From the existing ground surface NOVA Page 9 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 4.0 GEOTECHNICAL ASSESSMENT The following assessment is based on our understanding of the proposed construction, our site observations, our evaluation and interpretation of the field data obtained during this exploration, our experience with similar subsurface conditions, and generally accepted geotechnical engineering principles and practices. Based on boring data and analysis, the subject site appears to be favorable for the proposed development. On-site near surface soils that are categorized as fine-grained sands (SP) based on the Unified Soil Classification System (USCS) are considered suitable for reuse as structural fill or backfill (if required), provided that the materials are free of building debris, rubble, clay, rock, roots, and organics. We note that subsurface conditions in unexplored locations can and will vary from those encountered at the boring locations considered and discussed herein. If such variations are noted during construction, or if project development plans are changed, we request the opportunity to review the changes and amend our recommendations, if necessary. The following sections present our recommendations for site preparation and grading, and for the design of foundations. NOVA Page 10 Geotechnical Engineering Report October. 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 5.0 RECOMMENDATIONS 5.1 SITE PREPARATION Prior to proceeding with construction, all topsoil and vegetation, trees and associated root systems, and any other deleterious non-soil materials found to be present should be stripped from the proposed construction areas. Clean topsoil may be stockpiled and subsequently re-used in landscaped areas. Debris-laden materials should be excavated, transported, and disposed of off-site in accordance with appropriate solid waste rules and regulations. Any existing utility locations should be reviewed to assess their impact on the proposed construction and relocated/grouted in-place as appropriate. Prior to fill placement or construction within cut areas, we recommend densifying (compacting) the upper zone of fine-grained sand (SP, N-values of concern varying between 2 and 6) that were generally encountered in the upper 2 feet to 6 feet of the soil horizon all SPT borings performed for this project. This can most likely be accomplished by compacting the exposed subgrade from the stripped grade elevation with a heavy weight vibratory roller (i.e., a minimum 10-ton roller, static weight, with a minimum 5-foot drum diameter) to a minimum soil density of at least 98 percent of the maximum dry density as determined by the Modified Proctor test method (ASTM D-1557), as equipment of this size can typically impact sandy profiles to depths of 5+ feet. We note that vibratory compaction operations should not be conducted within a clear distance of 50 feet from any existing structures on adjacent properties. Verification of the improvement ofthe loose subgrade soils within the proposed structure footprints that are at grade should be achieved via Dynamic Cone Penetrometer testing to a depth of at least 4 feet BEG and additional recommendations (i.e., further compaction effort, possible undercutting, choking stone into the exposed subgrade, etc.) can be rendered in the field as these tests are performed. NOVA should observe the compaction of the subgrade to locate soft, weak, or excessively wet fill or existing soils present at the time of construction. Any unstable materials observed during the evaluation and compaction operations should be undercut and replaced with structural fill or stabilized in-place by scarifying and re-densifying. Actual remedial recommendations can best be determined by the geotechnical engineer in the field at the time of construction. NOVA Page 11 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 5.2 EXCAVATION Excavations greater than five feet deep (such as for deeper foundations and underground utilities) should be sloped or shored in accordance with local, state, and federal regulations, including OSHA (29CFR Part 1926), excavation safety standards. It should be noted that the Contractor is solely responsible for site safety. This information is provided only as a service and under no circumstances should NOVA be assumed to be responsible for construction site safety. Each excavation should be observed and classified by an OSHA-competent person. All excavations below the groundwater level are classified as OSHA Class C soils for excavation purposes. After stripping and trench excavation, a NOVA geotechnical engineer should carefully evaluate the exposed soils. We recommend undercutting the proposed pipe trench areas approximately 12 feet below the proposed pipe bearing elevations and installing structural backfill for use as pipe bedding materials. Sewer pipe installation should be constructed in general compliance with ASTM D 2321, standard practice for underground installation of pipe for sewers and other gravity flow applications. Groundwater Control As stabilized groundwater table was not encountered in the test borings during of our field exploration, which occurred during a period of relatively normal seasonal rainfall and within a period of frequent (daily) rain events. Based on our understanding of the proposed construction, we do not anticipate that significant groundwater control issues will develop during mass grading and foundation construction. 5.3 FILL PLACEMENT Fill Suitability Fill materials should be relatively clean sands with less than 12 percent fines (material passing the No. 200 sieve), and free of non-soil materials and rock fragments larger than 3 inches in diameter. Based on visual examination and limited laboratory soil testing results, the existing surficial soils encountered during this exploration typically consisted of fine-grained sands (SP) that should be suitable for re-use as fill or backfill material, provided they are within acceptable moisture tolerances at the time of replacement and compaction. We recommend that stockpiles of all materials planned for re-use be sealed as they are excavated to prevent (to the greatest extent practical) the intrusion of moisture into the core of the soil stockpile(s) during significant rain events prior to their potential re-use as fill and/or backfill soils. NOVA Page 12 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 Prior to construction, bulk samples of all proposed fill materials (both native and import) should be laboratory tested to confirm their suitability. Organic and/or debris- laden material is not suitable for re-use as structural fill. Topsoil, mulch, and similar organic materials can be wasted in architectural areas. Debris-laden materials should be excavated, transported, and disposed of off-site in accordance with appropriate solid waste rules and regulations. Soil Compaction Fill should be placed in thin, horizontal loose lifts (maximum 8-inch) and compacted to a minimum soil density of at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557). The upper 12 inches of soil beneath the bottoms of all foundation footings should be compacted to at least 98 percent. In confined areas, such as utility trenches, portable compaction equipment and thinner fill lifts (3 to 4 inches) may be necessary. Fill materials used in structural areas should have a target maximum dry density of at least 95 pounds per cubic foot (pcf). If lighter weight fill materials are used, the NOVA geotechnical engineer should be consulted to assess the impact on design recommendations. Soil moisture content should be maintained within 3 percent of the optimum moisture content. We recommend that the grading contractor have equipment on site during earthwork for both drying and wetting fill soils. Moisture control may be difficult during rainy weather. Soils excavated from below the groundwater table will likely require significant efforts to achieve acceptable moisture contents prior to re-use as fill. One test per 2,500 square feet of building footprint and per 5,000 square feet of pavement area should be performed at the stripped grade elevation and in each lift of fill, with test locations well distributed throughout the fill mass. When filling in small areas, at least one test per day per area should be performed. One test in conventional spread foundations, one test per in each column footing, and one test per 50 linear feet of continuous strip foundations is also recommended. The site should be graded during construction to maintain positive drainage away from the construction areas, to prevent ponding of stormwater on the site during and shortly following significant rain events. The construction areas should be sealed and crowned with a smooth roller to minimize ponding water from storm events at the end of each day of work. NOVA Page 13 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 5.4 FOUNDATIONS General We understand that the proposed structure will be supported on a conventional shallow foundation system. Final structural loadings were not available from the design team at the time of the issuance of this report; we have therefore assumed that maximum isolated interior column and continuous load bearing wall loads will not exceed 75 kips per column and 8 kips per linear foot, respectively, for the proposed structure. If any of the above stated design assumptions are found to be incorrect or are revised, NOVA: should be contacted immediately SO that additional analyses can be performed to determine if the recommendations presented herein will need to be modified. Shallow Foundations Design: After the recommended site and subgrade preparation and fill placement has been completed, it is our opinion that a conventional shallow foundation consisting of isolated spread footings and/or turn-down slab-on-grade construction can be used to support the proposed structure. Foundations bearing on densified existing soils and/or compacted structural fill, as recommended in this report, may be designed employing a maximum allowable soil bearing pressure of 1,500 pounds per square foot (psf). We recommend a value of 0.35 can be employed as the coefficient of friction (sliding resistance) between foundations and the underlying residual or fill soils. Footings should be a minimum of 24 inches in width for ease of construction and to reduce the possibility of localized shear failures. Isolated exterior and interior footing bottoms should be established at least 18 inches below finished surrounding exterior grades. When utilizing a post-tensioned monolithic slab-on-grade design, exterior and interior footing bottoms should be established a minimum of 12 inches below adjacent finished grades. Settlement: Settlements for a spread foundation bearing on structural fill were assessed using SPT values to estimate elastic modulus, based on published correlations and previous NOVA experience. We note that the settlements presented are based on the SPT boring results. Conditions may be better or worse in other areas; however, we believe the estimated settlements are reasonably conservative. Based on the provided structural loadings, the soil bearing capacity provided above, the presumed foundation elevations as discussed above, we expect residual primary total settlement beneath individual foundations to be on the order of 1-inch. NOVA Page 14 Geotechnical Engineering Report October. 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 The amount of differential settlement is difficult to predict because the subsurface and foundation loading conditions can vary considerably across the site. However, we anticipate residual differential settlement between adjacent foundations will be less than 12 inch. The final deflected shape of the structure will be dependent on actual foundation locations and loading. Foundation support conditions are highly erratic and may vary dramatically in short horizontal distances. It is anticipated that the geotechnical engineer may recommend a different bearing capacity upon examination of the actual foundation subgrade at numerous locations. To reduce the differential settlement if lower consistency materials are encountered, a lower bearing capacity should be used. We anticipate that timely communication between the geotechnical engineer and the structural engineer, as well as other design and construction team members, will be required. Construction: Foundation excavations should be evaluated by the NOVA geotechnical engineer prior to reinforcing steel placement to observe foundation subgrade preparation and confirm bearing pressure capacity. Foundation excavations should be level and free of debris, ponded water, mud, and loose, frozen, or water-softened soils. Concrete should be placed as soon as is practical after the foundation is excavated and the subgrade evaluated. Foundation concrete should not be placed on frozen or saturated soil. If a foundation excavation remains open overnight, or if rain or snow is imminent, a 3 to 4-inch thick "mud mat" of lean concrete should be placed in the bottom of the excavation to protect the bearing soils until reinforcing steel and concrete can be placed. 5.5 SLAB-ON-GRADE General The conditions exposed at subgrade levels will vary across the site and may include structural fill or densified in-situ soils. The slab-on-grade may be adequately supported on these subgrade conditions subject to the recommendations in this report. The slab- on-grade should be jointed around columns and along walls to reduce cracking due to differential movement. An underdrain system is not necessary beneath the slab, provided that the slab is installed at least 2 feet above the post development high groundwater level. An impermeable vapor barrier is recommended beneath finished spaces to reduce dampness. NOVA Page 15 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 Once grading is completed, the subgrade can be exposed to adverse construction activities and weather conditions during the period of sub-slab utility installation. The subgrade should be well drained to prevent the accumulation of water. If the exposed subgrade becomes unstable, excessively wet or exhibits excessive rutting or pumping, the geotechnical engineer should be consulted. Subgrade Modulus A coefficient of subgrade reaction (k) of 125 pci (psi per inch) may be used for conventional slab design where slabs bear upon subgrades prepared in accordance with previous recommendations. Please note that this magnitude of k is intended to reflect the elastic response of soil beneath a typical floor slab under light loads with a small load contact area often measured in square inches, such as loads from forklifts, automobile/truck traffic or lightly loaded storage racks. The recommended coefficient of subgrade reaction (K) of 125 pci is not applicable for heavy slab loads caused by bulk storage or tall storage racks, or for mat foundation design. Several design methods are applicable for conventional slab design. We have assumed that the slab designer will utilize the methods discussed in the American Concrete Institute (ACI) Committee 360 report, "Guide to Design of Slabs-on-Ground, (ACI 360R-10). 5.6 STORMWATER MANAGEMENT SYSTEM RECOMMENDATIONS NOVA understands that the stormwater management: system (SMS) to treat and dispose of stormwater runoff associated with the proposed development is desired to consist of a conventional shallow dry retention basin. Based on the results of our field exploration, the subsurface conditions encountered in the SMS area appear to be adaptable for the treatment and disposal of stormwater runoff via the desired conventional shallow retention basin. We recommend that the soil parameters presented in the table on the next page be considered for the design of the SMS for this project. NOVA Page 16 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 SMS SOIL DESIGN PARAMETERS Corresponding Soil Boring Test Location S-1, S-2, and B-2 Approximate Depth to Confining Stratum, BEG** Below 15 feet Measured Vertical Hydraulic Conductivity (Kv)* 7 ft/day Estimated Lateral Saturated Hydraulic Conductivity (Kn)* 10 ft/day Measured In-Situ Infiltration Rate (DRI) 15 in/hr. * Estimated Fillable Porosity of Soil 20% Average Depth to Stabilized Groundwater Table, BEG Not Encountered Estimated Average Normal Permanent SHGW Table, BEG** * Below 15 feet * Factors of Safety have not been applied to the noted hydraulic conductivity and infiltration values. **Relative to the maximum explored depth in test borings. The estimated normal permanent SHGW level provided in Table 1 above is based on our experience with projects in this locale; the soil strata encountered in the test boring; and the published information by the "Web Soil Survey" National database, NRCS division of the United States Department of Agriculture (USDA). 5.7 PAVEMENT CROSS SECTION DESIGN General A recommended flexible (asphalt) pavement section has been developed for this project based on our understanding of the existing subsurface conditions, review of applicable FDOT specifications, and the assumed loading conditions of 50,000 Equivalent Single-Axle Loads (ESALS) for heavy duty pavement areas and 25,000 Equivalent Single-Axle Loads (ESALS) for standard (light) duty pavement areas, with a 20-year design life. The terminal serviceability index and reliability for these pavement sections were assumed to be 2.0 and 85%, respectively. Traffic exceeding the stated criteria will require a heavier pavement section. Flexible Pavements We recommend a minimum compaction of at least 98 percent of the maximum dry density be specified for the base and stabilized subgrade courses as determined by the Modified Proctor test method (ASTM D-1557). A minimum separation of at least 24 inches between the bottom of an FDOT approved Crushed Limerock Base or GAB course and the seasonal high groundwater table should be maintained. NOVA Page 17 Geotechnical Engineering Report October 2023 909 West Street Warehouse NOVA Project Number. 10111-2023184 25, AllI asphalt material and paving operations should meet applicable specifications of the Asphalt Institute and FDOT requirements. A NOVA technician should observe placement and perform density testing of the stabilized subgrade and base course materials as well as asphalt. We recommend using the parameters shown for a flexible pavement section presented below in Table 1 (Standard Duty) and in Table 2 (Heavy Duty) for the flexible pavement section designs for this project. Table 1 - Recommended Standard Duty Flexible Pavement Section Asphaltic Concrete Structural Course (SuperPave SP-9.5 or SP-12.5) 142 inch FDOT Approved Crushed Limerock, Crushed Concrete, or Graded Aggregate Base (GAB) Material (minimum LBR of 100) 6 inches Stabilized Subgrade Course (minimum LBR of 40) 12 inches Table 2 - Recommended Heavy Duty Flexible Pavement Section (Primary Entrance, and areas where static wheel turning is required) Asphaltic Concrete Surface Course (such as a 9.5 mm SuperPave approved FDOT mix) 1 inch Asphaltic Concrete Structural Course (such as a 12.5 mm SuperPave approved FDOT mix) 142 inches FDOT Approved Crushed Limerock, Crushed Concrete, or Graded Aggregate Base (GAB) Material (minimum LBR of 100) 8 inches Stabilized Subgrade Course (minimum LBR of 40) 12 inches Based on visual classification of the near-surface materials encountered in the test borings, it appears that the native sand (SP) soils will likely not meet the minimum LBR requirement of 40for the Stabilized Subgrade Course (SSC, which is the upper 12 inches of subgrade beneath flexible pavement sections) and will require stabilization with soil fines or additional base course material. An imported material having a minimum LBR value of 40 should be specified for the final (12-inch) lift of fill for pavement areas being installed over fill. All asphalt material and paving operations should meet applicable specifications of the Asphalt Institute and Florida Department of Transportation. A NOVA technician should observe placement and perform density testing of the SSC, base course material and asphalt. NOVA Page 18 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 Rigid Pavements We understand that a rigid (concrete) pavement section may also be employed for the proposed pavement areas planned as part of this development. Recommended heavy duty and light duty pavement sections have been developed for this project based on our understanding of the existing subsurface conditions, review of applicable FDOT specifications, and the assumed pavement design parameters stated previously. Our recommendations for slab thickness for standard duty and heavy-duty concrete pavements are also based on the subgrade soils being densified to a minimum soil density of at least 98 percent of the Modified Proctor test method (ASTM D-1557), and employment of a design modulus of subgrade reaction (K) equal to 150 pounds per cubic inch. We recommend using the designs in Table 3 for Standard Duty and Heavy-Duty concrete (rigid) pavement sections. Table 3 - Recommended Rigid Pavement Sections STANDARD DUTY PAVEMENT SECTION Minimum Pavement Maximum Control Joint Spacing Recommended Saw-Cut Depth Thickness 542 Inches 10 feet X 10 feet 13/s Inches HEAVY DuTY PAVEMENT SECTION Minimum Pavement Maximum Control Joint Spacing Recommended Saw-Cut Depth Thickness 81 Inches 12 feet X 12 feet 2 Inches All concrete materials and placement should conform to applicable FDOT specifications. We recommend that a non-woven geotextile (about 3 feet wide) be placed beneath the construction joints to prevent upward "pumping" movement of soil fines through the joints. The recommend using concrete with a minimum compressive strength of 4,000 psi and a minimum 28-day flexural strength (modulus of rupture) of at least 600 pounds per square inch, based on 3rd point loading of concrete beam test samples. All sections should be reinforced with #3 (3/8-in. diameter) rebar every 18-in OC. Layout of the sawcut control joints should form square panels, and the depth of sawcut. joint should NOVA Page 19 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 be 14 of the concrete slab thickness. The joints should be sawed within six hours of concrete placement or as soon as the concrete has developed sufficient strength to support workers and equipment. We also recommend allowing NOVA to review and comment on the final concrete pavement design, including section and joint details (type of joints, joint spacing, etc.), prior to the start of construction. For further details on concrete pavement construction, please reference "Building Quality Concrete Parking Areas", 1 published by the Portland Cement Association. 5.8 DRAINAGE CONSIDERATIONS Soil strength and settlement potential is highly dependent upon the moisture condition of the supportive soil. Soil characteristics can change dramatically when moisture conditions change. As such, building pads, walkways, structures and surrounding grades should be properly designed and constructed to properly control water (surface and subsurface). Building pads should be designed to shed surface water prior to building construction. Grades surrounding structures should be adequately sloped away from the structure to promote positive drainage and prevent water from ponding near or against the structure. Swales and/or storm drainage structures should be constructed to collect and remove all surface water run-off. All roof drain downspouts should be connected to drain leaders that are properly daylighted or connected to storm drainage structures such that water is removed from structural areas. Interior and/or exterior foundation drains, if provided, should be installed to properly protect foundations from changing moisture conditions, including fluctuating shallow perched/laterally flowing subsurface water levels. All foundation drains, if provided, should be properly daylighted or connected to storm drain structures to remove all water from foundation areas. Roof drain lines and foundation drain lines should always remain independent of each other. Any subsurface water that may rise near structural grades should be controlled by adequately constructed subsurface drainage mechanisms. NOVA Page 20 Geotechnical Engineering Report October 25, 2023 909 West Street Warehouse NOVA Project Number 10111-2023184 6.0 LIMITATIONS The findings, conclusions and recommendations presented in this report represent our professional opinions concerning subsurface conditions at the site. The opinions presented are relative to the dates of our site work and should not be relied on to represent conditions at significantly later dates or at locations not explored. The opinions included herein are based on information provided to us, the data obtained at specific locations during the study and our experience. If additional information becomes available that might impact our geotechnical opinions, it will be necessary for NOVA to review the information, reassess the potential concerns, and re-evaluate our conclusions and recommendations. Regardless of the thoroughness of a geotechnical exploration, there is the possibility that conditions between test locations will differ from those encountered at specific test locations, that conditions are not as anticipated by the designers and/or the contractors, or that either natural events or the construction process have altered the subsurface conditions. These variations are an inherent risk associated with subsurface conditions in this region and the approximate methods used to obtain the data. These variations may not be apparent until construction. This report is intended for the sole use of Northstar Engineering Services, LLC. for the above noted project. The scope of work performed during this study may not satisfy other user's requirements. Use of this report or the findings, conclusions or recommendations by others will be at the sole risk of the user. NOVA is not responsible or liable for the interpretation by others of the data in this report, nor their conclusions, recommendations or opinions. Our professional services have been performed, our findings obtained, our conclusions derived and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices in the State of Florida. This warranty is in lieu of all other statements or warranties, either expressed or implied. NOVA Page 21 APPENDIX A Figures and Maps 6 8 a - 5 : - 3 & 3 E - 2 C 8 - 6334000 3334010 3334020 3334030 3334040 3334050 3334060 850 36 28V W 3334070 3334080 35 K : S 3 ESISOM o S 850 23"W $ 850 3334000 3334010 3334020 3334030 3334040 3334050 3334060 3334070 3334080 8 * % 4 N & : Soil Map-Bay County, Florida 909 West Street Warehouse Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 9 Lakeland sand, 0 to 5 percent 1.6 100.0% slopes Totals for Area of Interest 1.6 100.0% USDA Natural Resources Web Soil Survey 10/11/2023 Conservation Service National Cooperative Soil Survey Page 3 of3 Map Unit Description: Lakeland sand, 0 to 5 percent slopes---Bay County, Florida 909 West Street Warehouse Bay County, Florida 9- -Lakeland sand, 0 to 5 percent slopes Map Unit Setting National map unit symbol: 2rzOn Elevation: 100 to 400 feet Mean annual precipitation: 40 to 69 inches Mean annual airt temperature: 63 to 70 degrees F Frost-free period: 190 to 310 days Farmland classification: Not prime farmland Map Unit Composition Lakeland and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lakeland Setting Landform: Hills on marine terraces Landform position (wo-dimensiona): Summit, shoulder Landform position (three-dimensiona): Interfluve Down-slope shape: Convex Across-slope shape: Linear Parent material: Sandy marine deposits Typical profile A- Oto 7 inches: sand C-7to 80 inches: sand Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layerto transmit water (Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.1 inches) Interpretive groups Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Other vegetative classification: Longleaf Pine-Turkey Oak Hills (R133AY002FL) USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey Page 10/11/2023 1 of 3 Map Unit Description: Lakeland sand, 01 to 5 percent slopes---Bay County, Florida 909 West Street Warehouse Hydric soil rating: No Minor Components Troup Percent of map unit: 6 percent Landform: Ridges, knolls Landform position (wo-dimensiona): Summit Landform position (hree-dimensiona): Interfluve Down-slope shape: Convex Across-slope shape: Linear Other vegetative classification: Sandy soils on ridges and dunes of xeric uplands (G133AA111FL) Hydric soil rating: No Bonifay Percent of map unit: 5 percent Landform: Hills on marine terraces Landform position (wo-dimensiona): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Linear, convex Across-slope shape: Convex, linear Other vegetative classification: Sandy soils on rises, knolls, and ridges of mesic uplands (G133AA121FL), Longleaf Pine-Turkey Oak Hills (R133AY002FL) Hydric soil rating: No Foxworth Percent of map unit: 5 percent Landform: Ridges on marine terraces Landform position (wo-dimensiona): Summit Landform position (hree-dimensiona): Interfluve Down-slope shape: Convex Across-slope shape: Linear Other vegetative classification: Sandy soils on rises, knolls, and ridges of mesic uplands (G133AA121FL) Hydric soil rating: No Albany Percent of map unit: 2 percent Landform: Knolls on marine terraces, ridges on marine terraces, interfluves on marine terraces Landform position (two-dimensiona): Summit, shoulder Landform position (three-dimensiona): Interfluve, side slope, tread Down-slope shape: Convex Across-slope shape: Convex, linear Other vegetative classification: Forage suitability group not assigned (G133AA999FL) Hydric soil rating: No Chipley Percent of map unit: 2 percent Landform: Ridges on marine terraces Landform position (wo-dimensiona): Summit USDA Natural Resources Web Soil Survey 10/11/2023 Conservation Service National Cooperative Soil Survey Page 2 of3 Map Unit Description: Lakeland sand, 01 to 5p percent slopes--Bay County, Florida 909 West Street Warehouse Landform position (three-dimensiona): Interfluve Down-slope shape: Convex Across-slope shape: Linear Other vegetative classification: Sandy soils on rises and knolls of mesic uplands (G133AA131FL) Hydric soil rating: No Data Source Information Soil Survey Area: Bay County, Florida Survey Area Data: Version 23, Aug 24, 2023 USDA Natural Resources Web Soil Survey 10/11/2023 Conservation Service National Cooperative Soil Survey Page 3 of3 APPENDIX B Subsurface Data NOVA KEY TO BORING LOGS SYMBOLS AND ABBREVIATIONS UNIFIED SOIL CLASSIFICATION SYSTEM SYMBOL DESCRIPTION MAJOR DIVISIONS GROUP TYPICAL NAMES SYMBOLS No. of Blows of a 140-Ib. Weight Falling 30 N-Value Inches Required to Drive a Standard Spoon GW Wel-graded grevels andg gravel- 1 Foot GRAVELS CLEAN sandmktures, lttle ornof fnes WOR Weight of Drill Rods 50% or GRAVELS Poorlys graded gravels and more of GP gravel-sandr mixtures, litle or no coarse fines WOH Weight of Drill Rods and Hammer fraction GM Siltys gravels ands gravel-sand- 5 retained on GRAVELS sit mixtures Sample from Auger Cuttings De No. 4 sieve WITHFINES m GC Clayeygraveis andg gravel- 6 sand-cley mixtures Standard Penetration Test Sample CLEAN Well-graded sands andy gravelly SANDS SANDS SW** sands, Mllle orr no fines 5% or less Thin-wall Shelby Tube Sample > More than passing! No. Poorlyg graded sands and (Undisturbed Sampler Used) 0 50% of 200: sleve SP** graveliysands, lilllo orr no fines a coarse % REC Percent Core Recovery from Rock Core Drilling passes fraction No. SANDS with SM** Sity sands, sand-sitr mixtures 12% or more RQD Rock Quality Designation 4 sieve passing No. Clayeysands. sand-clay 200 sleve SC** mixtures Stabilized Groundwater Level Inorgaric sils, very Ine sands, ML rock lour, silty or clayey fne sands Seasonal High Groundwater Level SILTS AND CLAYS Inorganic days oflow to (also referred to as the W.S.W.T.) Liquidl limit CL medump plasticity, gravelly 50% or less days, sendy clays, leanclays NE Not Encountered OL Organic silts and organic sity GNE Groundwater Not Encountered clays ofl lowp plasticly BT Boring Terminated Inorganic sits, micacoous or MH diamicaceous fne: sands or sits, elastic sills -200 (%) Fines Content or %, Passing No. 200 Sieve MC (%) Moisture Content S AND CLAYS CH Inorgaric plasticty, clays or fat clays clays ofhigh Liquid limit LL Liquid Limit (Atterberg Limits Tést) greater than 50% Organicdays ofr mediumt to OH high plasticity PI Plasticity Index (Atterberg Limits Test) Peat, muck end otherhighly K Coefficient of Permeability PT organic soils *Based on the material passingt the 3-inch (75 mm): sieve Org. Cont. Organic Content A Use dual symbol (such as SP-SM and SP-SC) for soils with more than 5% but less than 12% passing the No. 200 sieve G.S. Elevation Ground Surface Elevation RELATIVE DENSITY MODIFIERS (Sands and Gravels) Very loose Less than 4 Blow/Foot These modifiers Provide Our Estimate of the Amount Loose - 4t to 10 Blows/Foot Constituents (Silt or Clay Size Particles) in of Minor - Medium Dense 11 to 30 Blows/Foot the Soil Sample Trace - 5% or less Dense 31 to! 50 Blows/Foot With Silt orV With Clay- 6% to 11% Very Dense - More than 50 Blows/Foot Silty or Clayey- - 12% to 30% Very Silty or Very Clayey- 31% to 50% CONSISTENCY (Silts and Clays) These Modifiers Provide Our Estimate of the Amount of Organic Very Soft - Less than 21 Blows/Fool Components in the Soil Sample Soft 2to 4 Blows/Foot Trace - Less than 3% Medium Stiff. - 5to 8 Blows/Foot Few - 3% to 4% Stiff - 91 to 15 Blows/Foot Some 5% to 8% Greater than 8% Very Sliff - 16 to 30 Blows/Foot Many Hard - More than 30 Blows/Foot These Modifiers Provide Our Estimate of the Amount of Other Components (Shell, Gravel, Etc.)i int the Soil Sample RELATIVE HARDNESS Trace -5% or less (Limestone) Few 6%to 12% Soft 1 100 Blows forr more than 2 Inches Some - 13%1 to 30% Hard = 100 Blows for less than 2 Inches Many 31% to 50% PROJECT NAME: 909 West Street Warehouse DATE: 9/22/2023 NOVA PROJECT NO.: 2023184 CLIENT: Northstar Engineering Services, LLC. PROJECT LOCATION: Parker, Bay County, Florida TEST BORING LOCATION: See Boring Location Plan ELEVATION: Existing Grade RECORD DRILLED BY: L. Griffin LOGGED BY: N. Gonzalez B-1 DRILLING METHOD: Mud Rotary HAMMER: Manual INITIAL GW DEPTH: y GNE EST. SHGW DEPTH: Z GNE N-Value (Blows per Foot) A Moisture Content (%) Material Description > Organic Content (%) Fines Content (%) L LL 10 20 30 40 50 60 70 80 90 SAND with trace organics and building debris (from the recently demolished building) (SP) Very loose to medium dense light brown 4 fine-grained SAND (SP) 4 de 0 5 3 5 9 f 7 00 1e E 10 E : : 16 15 :: Note: Boring Terminated at 151 feet Page 1of1 PROJECT NAME: 909 West Street Warehouse DATE: 9/22/2023 NOVA PROJECT NO.: 2023184 CLIENT: Northstar Engineering Services, LLC. PROJECT LOCATION: Parker, Bay County, Florida TEST BORING LOCATION: See Boring Location Plan ELEVATION: Existing Grade RECORD DRILLED BY: L. Griffin LOGGED BY: N. Gonzalez DRILLING METHOD: Mud Rotary HAMMER: Manual B-2 INITIAL GW DEPTH: y GNE EST. SHGW DEPTH: Z GNE N-Value (Blows per Foot) A Moisture Content (%) Material Description 0 Organic Content (%) Fines Content (%) PL LL 10 20 30 40 50 60 70 80 90 SAND with trace organics and building debris (from 1 the recently demolished building) (SP) Very loose to loose light brown fine-grained SAND 5 (SP) 4 de 8 5 2 4 6 € 10 E Medium dense light brown to grey fine-grained slightly clayey SAND (SP-SC) 11 15 Note: Boring Terminated at 15 feet Page 1 of1 PROJECT NAME: 909 West Street Warehouse DATE: 9/22/2023 NOVA PROJECT NO.: 2023184 CLIENT: Northstar Engineering: Services, LLC. PROJECT LOCATION: Parker, Bay County, Florida TEST BORING LOCATION: See Boring Location Plan ELEVATION: Existing Grade RECORD DRILLED BY: L. Griffin LOGGED BY: N. Gonzalez B-3 DRILLING METHOD: Mud Rotary HAMMER: Manual INITIAL GW DEPTH: y GNE EST. SHGW DEPTH: 7 GNE N-Value (Blows per Foot) AI Moisture Content (%6) Material Description o Organic Content (%) Content (%) Fings LL H 10 20 30 40 50 60 70 80 90 SAND with trace organics and building debris (from the recently demolished building) (SP) Loose light brown fine-grained SAND (SP) 5 8 de E 5 - 4 4 9 4 a m E 10 E Medium dense grey fine-grained clayey SAND (SC) 16 15 Note: Boring Terminated at 15 feet Page 1 of 1 PROJECT NAME: 909 West Street Warehouse DATE: 9/22/2023 NOVA PROJECT NO.: 2023184 CLIENT: Northstar Engineering Services, LLC. PROJECT LOCATION: Parker, Bay County, Florida TEST BORING LOCATION: See Boring Location Plan ELEVATION: Existing Grade RECORD DRILLED BY: L. Griffin LOGGED BY: N. Gonzalez B-4 DRILLING METHOD: Mud Rotary HAMMER: Manual INITIAL GW DEPTH: y GNE EST. SHGW DEPTH: Z GNE ON-Value (Blows per Foot) AI Moisture Content (%) Material Description 0 Organic Content (%) Fines PL Content (%) LL L 10 20 30 40 50 60 70 80_90 SAND with trace organics and building debris (from - the recently demolished building) (SP) Very loose to loose light brown fine-grained SAND 4 (SP) 4 de 8 5 a 3 à 00 E 4 9 ç 4 10 I E Medium dense light brown to grey fine-grained slightly clayey SAND (SP-SC) 16 15 Note: Boring Terminated at 15 feet Page 1 of 1 PROJECT NAME: 909 West Street Warehouse DATE: 10/3/2023 NOVA PROJECT NO.: 2023184 CLIENT: Northstar Engineering Services, LLC. PROJECT LOCATION: Parker, Bay County, Florida TEST BORING LOCATION: See Boring Location Plan ELEVATION: Existing Grade RECORD DRILLED BY: N. Gonzalez LOGGED BY: N. Gonzalez S-1 DRILLING METHOD: Hand Auger HAMMER: None INITIAL GW DEPTH: y GNE EST.SHGW DEPTH: Z GNE ON-Value (Blows per Foot) A Moisture Content (%) Material Description o Organic Content (%) Fines Content (%) PL L 10 20 30 40 50 60 70 80_90 SAND with trace organics and building debris (from 1 the recently demolished building) (SP) Light brown fine-grained SAND (SP) a e 5 0 9 E - 10 I : E Boring Terminated at 101 feet 15 Note: Page 1 of 1 PROJECT NAME: 909 West Street Warehouse DATE: 10/3/2023 NOVA PROJECT NO.: 2023184 CLIENT: Northstar Engineering Services, LLC. PROJECT LOCATION: Parker, Bay County, Florida TEST BORING LOCATION: See Boring Location Plan ELEVATION: Existing Grade RECORD DRILLED BY: N. Gonzalez LOGGED BY: N. Gonzalez S-2 DRILLING METHOD: Hand Auger HAMMER: None INITIAL GW DEPTH: y GNE EST. SHGW DEPTH: Z GNE N-Value (Blows per Foot) AI Moisture Content (%) Material Description 0 Organic Content (%) Content (%) Fings LL H 10 20 30 40 50 60 70 80 90 SAND with trace organics and building debris (from 1 the recently demolished building) (SP) Light brown fine-grained SAND (SP) dE 2 5 o - E 10 . E Boring Terminated at 10 feet 15 Note: Page 1 of 1 Project: 909 West Street Warehouse Project Location: Bay County, Florida Report of DRI - 1 Project Number: 10111-2023184 Date(s) ofT Test October3 3, 2023 Tested! by N. Gonzalez Weather Clear TestN Melhod ASTM D3 3385 Loggedb by N.C Gonzalez Type ofl liquid tapy water Areal Inner Ring 110.75 sq. in. Checked by W. Lawrence Liquid Temperature 80°F Area Outer Ring 447.69 sq.i in. SeeA Auger Boring Recordf for Soill Profile Soill Temperature 83°F Area/ Annular Space 334.59s sq. in. Approx. Elevation 9in. below grade Localion Per Boring Location Plan INCREMENTAL INFILTRATION RATE Vs. TOTAL ELAPSED TIME Inner Ring Outer Ring Time Elapsed Volume Infiltration Volume Infiltration Comments Time Rate Rate (minutes) (gal) (In/hr) (gal) (In/hr) 11:10 10 1.2 14.9 6.3 19.6 Test begana after a: 30- 11:20 10 0.8 9.9 5.9 18.4 minute: saturation period. 11:30 10 0.8 9.9 5.5 17.2 11:40 10 1.2 14.9 5.5 17.2 11:50 10 1.2 14.9 5.5 17.2 12:00 10 1.2 14.9 5.2 15.9 12:10 10 1.2 15.2 5.1 15.8 Infiltration Rate 25.0 E 20.0 e 15.0 9 Inner Ring 10.0 Outer Ring 5.0 0.0 11:02 11:09 11:16 11:24 11:31 11:38 11:45 11:52 12:00 12:07 12:14 Time INFILTRATION RATE = 15.4 in/hr NOVA Figure DRI-1 APPENDIX C Laboratory Data SUMMARY OF CLASSIFICATION & INDEX TESTING 909 West Street Warehouse Parker, Bay County, Florida NOVA Project Number 10111-2023184 Boring Sample Natural Moisture Percent (%) Organic USCS Number Depth (%) Passing Content Soil (ft) Sieve #200 (%) Classification B-1 0-2 2 5 2 SP B-1 2-4 3 5 1 SP B-2 2-4 4 5 1 SP B-3 4-6 5 5 1 SP B-3 1342-15 13 25 1 SC B-4 0-2 3 5 1 SP B-4 2-4 4 5 1 SP NOVA Lab Summary - Page 1 of 1 4 N 3 4 5 - A 5 APPENDIX D Support Documents Important Imformation about This Geutechnica-Enygmeering Report Subsurface problems are a principal cause ofconstruction: delays, cost overruns, claims, and disputes. While you cannot eliminate all such, risks,you can manage: them The following informationis provided to help. Geotechnical Services Are Performed for assessment oft their impact. Geotechnical engineers cannot Specific Purposes, Persons, and Projects accept responsibility or liabilityj for problems that occur because Geotechnical engineers structure their services to meet the their reports do not consider developments of which they were specific needs oftheir clients. A geotechnial-enginering not informed. study conducted for a civil engineer may not fulfill the needs of a constructor - a construction contractor or even another Subsurface Conditions Can Change civil engineer. Because each geotechnical- engineering study A geotechnial-enginering report is based on conditions that is unique, each geotechnial-engihnering reporti is unique, existed at the time the geotechnical engineer performed the prepared solely for the client. No one except you should rely on study. Do not rely on a geotechnial-enghnering report whose this geotechnical-engihnering report without first conferring adequacy mayhave been affected by: thej passage oft time; with the geotechnical engineer who prepared it. And no one man-made events, such as construction on or adjacent to the not even you should applyt this report for any purpose or site; or natural events, such as floods, droughts, earthquakes, project except the one originally contemplated. or groundwater fluctuations. Contact the geotechnical engineer before applying this report to determine ifit is still reliable. A Read the Full Report minor amount ofadditional testing or analysis could prevent Serious problems have occurred because those relying on major problems. a eotchnical-engineering report did not read it all. Do not rely on: an executive: summary. Do not read selected Most Geotechnical Findings Are Professional elements only. Opinions Site exploration identifies subsurface conditions only at those Geotechnical Engineers Base Each Report on points where subsurface tests are conducted or samples are a Unique Set of Project-Specific Factors taken. Geotechnical engineers review field and laboratory Geotechnical engineers consider many unique, project-specific data and then apply their professional judgment to render factors when establishing the scope ofas study. Typical factors an opinion about subsurface conditions throughout the include: the client's goals, objectives, and risk-management site. Actual subsurface conditions may differ - sometimes preferences; the general nature ofthe structure involved, its significantly - from those indicated in your report. Retaining size, and configuration; the location oft the structure on the the geotechnical engineer who developed your report to site; and other planned or existing site improvements, such as provide grotechnial.-constnuction observation is the most access roads, parkingl lots, and underground utilities. Unless effective method of managing the risks associated with the geotechnical engineer who conducted the study specifically unanticipated conditions. indicates otherwise, do not rely on a geotechmicl-engnering report that was: A Report's Recommendations Are Not Final not prepared for you; Do not overrely on the conérmation-dependent notp prepared for) project; recommendations included in your report. Confirmation- notp prepared for er specific site explored; or dependent recommendations are notj final, because completed before important project changes were: made. geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize Typical changes that can erode the reliability ofan existing their recommendations. onlyby observing actual subsurface geotachmical-enginewring report include those that affect: conditions revealed during construction. The geotechnical the function oft the proposed structure, as when it's changed engineer who developed your report cannot assume from a parking garaget to an office building, or from a light- responsibility or liabilityfort the report's comfrmation-depenmdent industrial plant to a refrigerated warehouse; recommendations ifthat engineer does not perform the the elevation, configuration, location, orientation, or weight geotchmia-onsinuction observation required to confirm the ofthe proposed structure; recommendations applicability. the composition ofthe design team; or project ownership. A GeolaschnicalEnginering Report Is Subject to Misinterpretation As a general rule, always inform your geotechnical engineer Other design-team members' misinterpretation of ofp project changes--even minor ones-and request an eolechnial-engneering reports has resulted in costly problems. Confront that risk by having your geotechnical others recognize their own responsibilities and risks. Read engineer confer with appropriate members ofthed design team these provisions closely.. Ask questions. Your after submitting the report.. Also retain your geotechnical engineer should respond fully and frankly. geotechnical engineer to review pertinent elements ofthe design team's plans and: specifications. Constructors can also misinterpret Environmental Concerns Are Not Covered a geotechnial-enginering report. Confront that risk by The equipment, techniques, and personnel used to perform having your geotechnical engineer participate in prebid and an environmental. study differ significantly from those used to preconstruction conferences, and! by providing geotechnical perform a geotechnical study. For that reason, a construction observation. engineering report does not usually relate any environmental geotechnical- Do Not Redraw the Engineer's Logs thel findings, likelihood conclusions, ofe or recommendations; e.g, about encountering Geotechnical engineers prepare final boring and testing logs or regulated contaminants. Unanticipated underground environmental storage tanks based upon their interpretation of field logs and laboratory problems have led to numerous have not data. Toj prevent errors or omissions, thel logsi included in a yet obtained your own environmental. project failures. information, Ify youl geotechnial-enginering report should never be redrawn ask your geotechnical consultant for for inclusion in architectural or other design drawings. Only guidance. Do not rely on an environmental risk-management report or photographic electronic reproductioni is acceptable, but someone else. preparedfor recognize that separating logs from the report can elevate risk. Obtain Professional Assistance To Deal Give Constructors a Complete Report and with Mold Guidance Diverse strategies can be applied during Some owners and design professionals mistakenly believe they construction, operation, and maintenancet building to design, can make constructors. liable for unanticipated subsurface significant amounts of mold from growing on prevent indoor surfaces. conditions by limiting what they provide for bid preparation. To be effective, all such strategies should be devised for To help prevent costly problems, give constructors the the express purpose of mold prevention, integrated into a complete geotechnial-engihnering report, but preface it with comprehensive plan, and executed with a clearly written letter oftransmittal. In that letter, advise professional mold-prevention consultant. diligent Becausej oversight a small bya constructors that the report was not prepared for purposes amount of water or moisture can lead to the just of ofbid development and that the report's accuracy isl limited; severe: mold infestations, many mold- prevention development encourage them to confer with theg geotechnical engineer focus on keeping building surfaces While strategies who prepared the report (a modest fee may be required) and/ water infiltration, and similar issues dry. may have groundwater, been addressed ort to conduct additional study to obtain thes specific types of as] part ofthe geotechnical- engineering study whose findings information they need or prefer. Aj prebid conference can also are conveyed in this report, the in valuable. be Be sure constructors have suficient time to perform charge ofthis project is not a mold geotechnical prevention engineer consultant; additional study. Only then mighty you be in a position to none ofthe services performed in connection with the give constructors the best information available to you, geotechnical engineer's study were designed or while requiring them to atl least share some ofthe financial the purpose ofmold prevention. Proper implementation conductedfor responsibilities stemming from conditions. ofthe unanticipated recommendations conveyed in this report will not ofitselfbe Read sufficient to prevent mold from growing in or on the structure Responsibility Provisions Closely involved. Some clients, design professionals, and constructors fail to recognize that geotechnical engineering is far less exact than Rely, on Your GBC-Member Geotechnical other engineering disciplines. This lack oft understanding for Additional Assistance Engineer has created unrealistic expectations that havel led to Membership in the Geotechnical Business Council oft the disappointments, claims, and disputes. To help reduce the risk Geoprofessional Business Association exposes geotechnical ofsuch outcomes, geotechnical engineers commonlyi include engineers to a wide array of risk-confrontation a variety ofe explanatory provisions in their reports. Sometimes that can be of genuine benefit for everyone involved techniques with labeled "limitations," many oft these provisionsi indicate where a construction project. Confer with you GBC-Member geotechnical engineers' responsibilities begin and end, tol help geotechnical engineer for more information. GEOTECHNICAL 578 BUSINESS COUNCIL |leGcoproasionalB Business Association 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: intoegoprolesionalorg wwwgeoprolsionalorg by any Copyright means whatsoever, 2015 by Geoprofessional is strictly prohibited, Business except Association with GBA'ss (GBA). specific Duplication, written permission. reproduction, or copying oft this document, or its contents, in whole ori inj part, is permitted only with the express written permission ofGBA, and only forp purposes of scholarly Excerpting, research quoting. or or book otherwise extracting wordingf from this document this document as a complement to or: as an element ofag geotechnical- engincering: report. Any other firm, individual, or other review. entity Only that members so uses ofGBAI this may use beinga a GBA member could be commiting negligent or intentional (fraudulent) misrepresentation. document without EASEMENT DAIBINLL This EASEMENT ("Easement") is made and entered into as of this - day of arh I 2024, by and between COASTAL ACQUISITIONS OF FLORIDA, LLC, a Florida limited liability company ("Grantor")., in favor of the CITY OF PARKER, FLORIDA, a municipal corporation orgânized and existing under the laws of the State of Florida ("Grantée"). In consideration of the covenants set forth herein, the sum of Ten and No/100 Dollars ($10.00) and other good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, the parties agree as follows: 1. Grant of Easement. Grantor does hereby grant, convey, bar rgain and sell unto Grantee a non-exclusive easement over, under, upon, through, across and onto that certain real property located in Bay Countyi Florida, more particularly described on Exhibit "A", attached hereto and incorporated herein ("Property"), for the purposes expressed herein. 2, Purpose of Easement. The purpose of the Easement is the use by Grantee and the public in general of the stormwater system on the Property, water and sewer lines or other related facilities approved by Grantee as a part of the development of the Property (collectively "Facilities") and structures related to the Facilities and rights of Grantee to ingress and egress over, across and: through thè Property. Grantor acknowledges that the Facilities may be used as a part of a larger stormwater system throughout the City.of Parker, Florida, and that stormwater from other properties may flow onto the. Property and be conveyed or treated by the Facilities. 3: Maintenance of Facilities. Grantor or Grantor's successors and assigns shall maintain the Property and the Facilities including but not. limited to installing, constructing, repairing and maintaining the Facilities to the satisfaction of Grantee. 4, Commencement. This Easement shall be perpetual commencing on the date of execution of this Eàsement. 5: Reservation of Rights. Grantor reserves and retains all rights in the Property not specifically granted herein, including, but not limited toi the right to use the Property for any and all purposes not. inconsistent with the exercise by Grantee of the. privileges granted. herein. 6, Non-Interference. Grantor shall not obstruct the use of the Property, or interferè. with the lawful use théreof by Grantee and/or Grantee's guests, invitees, licensees) agents, employees, contractors, heirs, successors and assigns. 7. Title. Grantor covenants to Grantee and Grantee's successors and assigns that Grantor is the fee simple owner of the Property and the Devélopment and the Property and the Development is free from all liens and encumbrances whatsoever, except ad CITY GE PARKER, FLORIDA Qulek Duckaune Name Printed: Tulie ANDREW By: Lhuchaype KELLY, as Mayor Address: 1001 WI Parlk St FLEV AL 37404 wm NEme Printed: - Address: loor w PARKER FA STATE OF FLORIDA COUNTY OF BAY Ch The foregoing instrument was acknowledged before me by means of physiçal presençe or [ ] online notarization, on this 2ND of Apzil 2024, by PHILLIP E. SANTORPA as Manager of COASTAL day ACQUITIONS OF FLORIDA, LLC, a Florida limited liability company, who is personally known to me or who has produced as identification, RAilb of said entity. AR) OhArlunORN NOTARY SIGNATURE Shirley Prater STATE OF FLORIDA ALAooma Expires 6/8/2027 COUNTY OE: BAY HowsoA - - STATE - The TATEA forègoing instrument was acknowledged beforè me by of [1 physical. presence or ( I online notarization, on this 7BF day of APRL - 2024, by WILLIAM H. CARR, as Manager of COASTAL ACQUITIONS OF FLORIDA, LLC, a Florida limited liability company, who is personally known to me or who has produced as identification, on bgha"gésaid entity - RI - Mirly Pow NOTARY SIGNATIRE Shirley Prater E: STATE OF ELORIDA Expires 6/8/2027 < COUNTY OF BAY, iil A 1 CMSTATELN The foregoing instrument was acknowledged before me by means of A physical presence or L 1 online notarization, on this 2bday of Masck 2024, by ANDREW KELLY, as Mayor of the City of Parker, Florida who is personally known to me or who has produced as identification, on behalf of said entiry LARA Adfudsi NOTARY SIGNATURE THIS INSTRUMENT PREPARED BY: TIMOTHY J. SLOAN, ESQ., TIMOTHY J. SLOAN, P.A., 427 MCKENZIE AVENUE, PANAMA ÇCITY, FL 32401; NOT IN CONNECTION WITH THE ISSUANCE OF TITLE INSURANCE., THE PREPARER MAKES NO REPRESENTATIONS AS TO THE TITLE OF THE PROPERTY AND THE ACCURACY OF THE LEGAL DESCRIPTION AND DISCLAIMS ALL RESPONSIBILITY THEREFORE. * 0 #HH073994 Rres CS EHXIBIT "A" A strip of land 10 feet in width running the entire along and abutting the road/highway frontage right-of-way of the following described property: Parcel 1: The West 50 feet of Lot 25 and all of Lot 26, according to the of Parker, Florida, located in the Northwest Quarter of Section Map 24, Township 4 South, Range 14 Westi according to Plat thereof recorded in the Public Records of Bay: County, Florida. Parcel 2: Lot 25, LESS the West 50 feet thereof, according to the Map of Parker, Florida, loçated in the Northwest Quarter of Section 24, Township 4 South, Range 14 West, according to Plat thereof recorded in thé Public Records of Bay County, Florida. Parcel 3: Lot 27, according to the Map of Parker, Florida, located. in the Northwést Quarter of Section 24, Township 4 South, Range 14 West, according to Plat thereof recorded in the Public Records of Bay County, Florida. Parcel 4: Lot 28, according to the Map of Parker, Florida, located in the Northwest Quarter of Section. 24, Township. 4 South, Range 14 West, according to Plat thereof récorded in the Public Records of Bay County, Elorida. CoPY valorem taxes not yet due and any mortgage of a mortgagee that has executed and délivered to Grantee a joinder and consent to this Easement. 8. Binding Covenants. The covenants contained herein run with the lands owned by the parties hereto and shall inure to the benefit of and be binding upon the parties hereto and their successors in interest and assigns. 9. Timé of the Essence. Time shall be of the essence as to all terms and provisions of this Easement. IN WITNESS WHEREOE, the parties hereto have executed and deliveréd this document as of the first date written abové. WITNESSEST COASTAL ACQUISITIONS OF FLORIDA, LLÇ - 1. By: E Name - - Printéd: be 5on Pky ne Nicno3 PHILLIP E. SANTORA, Address 8431 Hecfre HwY as Manager Drtha AL 36 305 M 14 n Name. Printed: hon Pamfsh Address: 2431 Har-hard Wy Dothene AL 36305 Melb, Pulant By: Name S AZau Printed: Goobl Pyant WILLIAM H. CARR, as Address:243 HArHord uoy Manager Dothon,AL 30305 1i 2 NamelPrinted: a MAcK AmAH Address: 2431 Hoat fodo Mighuny Do Hoa, A 362- RTHSTAR ENGINEERING SERVICES October 26, 2023 Stormwater Management Report AII Metal Roofing and Siding Parker, Florida Project Number: FL0016-22 Project Title: All Metal Roofing and Siding 909 West Street Parker, Florida 32404 Bay County Storm Calculation Summary The proposed All Metal Roofing and Siding project and contributing area were analyzed to determine the pre-development and post-development storm runoff rates for the 100- year critical storm event, as well as storage volumes and recovery times. The calculations include the 1 hour, 2-hour, 4-hour, 8 hour, and 24-hour durations. The calculations also include pre-development and post-development storm runoff rates for the 25-year 1-hour, 2-hour, 4-hour, 8-hour, and 24-hour storm events. PondPackV8i and the design parameters in the Bay County Land Development Regulations and the Florida Department of Environmental Protection and Northwest Florida Water Management District's Environmental Resource Permit Applicant's Handbook, Volume II were used to perform the calculations. The results of the calculations are summarized as follows: Pre-Development: The pre-development site and contributing area consists of one (1) subarea. This is named "Pre Development Area". Its properties are as follows: "Pre Development Area" is area that flows to the southwest corner of the property. It consists of2.88 acres with a curve number of 74.1 (35/157). Its time of concentration is 5 minutes (28/157). The pre-development peak flows to the outfall ("Pre Outfall") are 11.24 cfs, 10.93 cfs, 6.04 cfs, 7.31 cfs, and 2.31 cfs for the 1-hour, 2-hour, 4-hour, 8- hour, and 24-hour durations of the 25-year storm event, respectively and 15.72 cfs, 15.39 cfs, 8.39 cfs, 9.77 cfs, and 3.38 cfs for the 1-hour, 2-hour, 4-hour, 8-hour, and 24-hour durations of the 100-year storm event, respectively. (3/157). Post-Development The proposed site and contributing area consists of three (3) subareas. These are "Post to West", "Post to South", > and "Post Outfall". Their properties are as follows: 2431 HARTFORD HWY OFFICE: (334)673.9895 DOTHAN, AL 36305 MAOANSIAIRCINERNCCON FAX: (334) 673.1846 "Post to West" is area that will be detained within the proposed dry detention pond ("Western Pond"). It will consist of 1.212 acres with a curve number of 70.5 (34/157). Its time of concentration is to be 5.0: minutes (minimum). "Post to South" is area that will be detained within the proposed dry detention pond ("Southern Pond"). It will consist of0.364 acres with a curve number of 85.4 (33/157). Its time of concentration is to be 5.0 minutes (minimum). "Post Outfall" is area that will not reach a detention system and is to be released directly to the outfall ("Post Outfall"). It will consist of 1.308 acres with a curve number of 43.0 (32/157). Its time of concentration is to be 5.0 minutes (18/157). The post-development peak flows to the outfall are to be 0.42 cfs, 0.49 cfs, 0.79 cfs, 1.17 cfs, and 0.42 cfs for the 1-hour, 2-hour, 4-hour, 8-hour, and 24-hour durations of the 25-year storm event, respectively and 1.11 cfs, 1.49 cfs, 1.41 cfs, 2.01 cfs, and 0.77 cfs for the 1-hour, 2-hour, 4-hour, 8-hour, and 24-hour durations of the 100-year storm event (2/157). The post-development peak flows to the outfall ("Post Outfall") are to be 2.65 cfs, 2.98 cfs, 2.99 cfs, 4.25 cfs, and 0.90 cfs for the 1-hour, 2-hour, 4-hour, 8-hour, and 24-hour durations of the 25-year storm event, respectively and 6.80 cfs, 8.16 cfs, 4.65 cfs, 6.41 cfs, and 1.66 cfs for the 1-hour, 2-hour, 4-hour, 8-hour, and 24-hour durations of the 100- year storm event (3/157). The greatest post development discharge to the "Post Outfall" outfall occurs during the 2- hour, 100-year storm event. Therefore, the 2-hour, 100-year storm event is the critical storm event for this outfall. Post-Development Detention: The proposed site and contributing area will contain two (2) dry detention ponds. These are "Western Pond" and "Southern Pond". Their properties are as follows: "Western Pond" will provide 0.081 ac-ft of storage volume between the elevations of 18.00 and 20.00 (120/157). The maximum stormwater elevation reached in the pond is to be 19.95, which occurs during the 2-hour, 100-year storm (4/157), thereby being contained within the proposed dry detention system. The infiltration rate of 15.4 in/hr with a factor of safety of2.0 (equaling 7.7 in/hr) was used in the design of this dry detention system. A weir (Outlet-1) was modeled as an outlet device in the western edge of the pond with an elevation of 19.75 (123/157) to prevent over-topping in the event of severe flooding. The required maximum treatment height for this pond is 19.68', therefore the required treatment volume is reached before any outflow occurs. "Southern Pond" will provide 0.062 ac-ft ofs storage volume between the elevations of 19.33 and 21.75 (118/157). The maximum stormwater elevation reached in the pond is to be 21.64, which occurs during the 2-hour, 100-year storm (4/157), thereby being contained within the proposed dry detention system. The infiltration rate of 15.4 in/hr with a factor of safety of2.0 (equaling 7.7 in/hr) was used in the design of this dry detention system. A weir (Outlet-2) was modeled as an outlet device in the south edge of 2431 HARTFORD HWY OFFICE: (334)673.9895 DOTHAN, AL: 36305 WWW.NORTHSTARENGINEERING.COM FAX: (334) 673.1846 the pond with an elevation of21.50 (127/157) to prevent over-topping in the event of severe flooding. The required maximum treatment height for this pond is 20.81', therefore the required treatment volume is reached before any outflow occurs. Conclusion: The results show that the routed peak flows for the developed site are less than or equal to the peak flows for the pre-developed site for the critical storm events with the critical storm events being controlled within the detention systems. The results also show that the routed peak flows for the developed site are less than or equal to the peak flows for the pre-developed site for all 25-year and 100-year storm events, thus they are being controlled within the detention systems. The attached detailed report includes: Required treatment volume calculations Recovery time calculations PondPack Stormwater report Please let me know if you have any questions or need any additional information. Sincerely, Phillip E. Santora, P.E. Northstar Engineering Services, Inc. 2431 HARTFORD HWY OFFICE: (334)673.9895 DOTHAN, AL 36305 WWW.NORTHSTARENGINEERING.COM FAX: (334) 673.1846 RTHSTAR ENGINEERING SERVICES REQUIRED TREATMENT VOLUME CALCULATION & RECOVERY TIME CALCULATIONS Dry Detention System "Western Pond" Contributing Area - 1.212 Acres Required Treatment Volume Calculations: Impervious Area - 0.626 ac. (0.95) Gravel Area = 0.034 (0.85) GrassedLandscaped Areas = 0.553 ac. (0.25) Runoff Coefficient = a-am-.e-AN = 0.63 1.212 ac. Treatment Volume (1 in. x Runoff Coefficeint) = sscmapaaserl, = 2771.72ft3 12in/ft Treatment Volume (0.5 in) = 0.50 (1.212 ac.)(1 n)(43560/E, ac' = 2199.78 ft3 12 in/ft 2771.72 ft3 > 2199.78 ft3 Treatment Volume Required = 2771.72 ft3 = 0.064 ac. ft. "Western Pond" Stage Storage Elevation Area (ac) Volume (Total)(ac.ft) 18.00 0.019 0.000 19.00 0.039 0.028 20.00 0.068 0.081 Height of Treatment Volume in Pond (between elevations 19.00 and! 20.00): - 19.00 + (20.00 - 19.00) (0.064 ac.ft-0.028 ac.ft)] = 19.68 L(0.081 ac.ft-0.028 ac.fe). Required Recovery Time Calculations Depth to Drawdown - 19.68 - 18.00 - 1.68 ft * 1 ft/1 12 in = 20.16i in Design Infiltration Rate = 7.7: in/hr Recovery Time = 20.16 in - 2.62 hrs (< 72 hrs) 7.7; E 2431 HARTFORD HWY OFFICE: (334)673.9895 DOTHAN, AL 36305 WWW.NORTHSTARENGINEERING.COM FAX: (334) 673.1846 Dry Detention System "Southern Pond" Contributing Area = 0.364 Acres Required Treatment Volume Calculations: Impervious Area = 0.286 ac. (0.95) GrassedLandscaped Areas = 0.078 ac. (0.25) Runoff Coefficient = (0286ac-035)-0078: ac40.25) = 0.80 0.364 ac. Treatment Volume (1 in x Runoff Coefficeint) ) = ama-payaserls, = 1057.06 ft3 12in/ft Treatment Volume (0.5 in) = 0.50 (0.364 ac.)(1 yasals = 660.66) ft3 12 in/ft 1057.06 ft3 > 660.66 ft3 Treatment Volume Required = 1,057.06 ft3 = 0.024 ac. ft. "Southern Pond" Stage Storage Elevation Area (ac) Volume (Total)(ac.ft) 19.33 0.000 0.000 20.00 0.015 0.003 21.00 0.038 0.029 21.75 0.050 0.062 Height of Treatment Volume in Pond (between elevations 28.00 and 29.00): = 20.00 + (21.00 - 20.00) (0.024 ac.ft-0.003 ac.fe)] = 20.81 L(0.0290 ac.ft-0.003 ac.ft)l Required Recovery Time Calculations Depth to Drawdown 20.96 - 20.00 = 0.81 ft * I ft/12 in = 9.72 in Design Infiltration Rate = 7.7 in/hr Recovery Time - 9.72in - 1.261 hrs (< 72 hrs) 7.7 R 2431 HARTFORD HWY OFFICE: (334)673.9895 DOTHAN, AL 36305 "MAOANSMADGINERNGCON FAX: (334) 673.1846 PDE No. DATE: FEB., 2023 SCALE: "-30 DRAWN BY: SCARBOROUGH APPROVED BY: P. SANTORA STUDY AREA-2.88 AC. REVISIONS: EXISTING IMPERMOUS AREA-1.67 AC. 8 EXISTING GRAVEL AREA-0.07 AC. EXISTING PERVIOUS AREA-1.14 AC. V E a 3 f 5 5 SER - - - F AUS EAST 2NDSTREET E 2nd St - (50 R/W) - a CRETIBASTE CTEAGEN SAE SHEET 1 30 B2 Do OF 1 SCALE: T-sc EAG nGuEs a 4 PROJECT No. 0012-22 DATE: FEB. 2023 SCALE: "-30 Bo F PASLRRYA (70 DRAWNE A T. m (P PE APPROVED BY: P. SANTORA AS EES STUDY AREA-2.88 AC. REVISIONS: PROI SED IMPERMIOUS AREA-1.02 AC. PROPOSED SITE PERMOUS AREA=1.86 AC. / - a ANCL KE CM 01 3 F FOSI TTOWES 121AC) i FOSTTOSOUTH 1036ACX TAL D P SA 3-ay (ret GA (NSCVBETEU AL EAST 2NDSTREET 0 (0'R/W) TAL LDD 11 TMVBIR - Ie 4ODEN ENL CE TALL H AIN K FENCE OWN 25 n. Au MEFALTENCC (PEVEIC CX OIEAVECEA IEA LENEL SE0D) uen AFC ERmS SSGMEAE 30 SHEET 1 bsi OF 1 SCAE "-30" Scenario: 100 year (2 hour) Post-Development Pre-Deyclopment South fall Posttg West Area Wester Pond out Outlet Siruc Out let a a Oulica1 / PreOutfall PostOutfall A PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution Center AILN Metal Parker. .ppc 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203 Page 1ofi 2/14/2024 -755-1666 on endly 3 Welco CITY OF PARKER City of BARKER AGENDA ITEM SUMMARY FTIDTEIETY 1961 1. DEPARTMENT MAKING REQUEST/NAME OF PRESENTER: 2. MEETING DATE: Erick Rankin (Dewberry) 02/04/2025 3. PURPOSE: Planning Board Recommendation = Final Plat Approval 4. IS THIS ITEM BUDGETED (IF APPLICABLE) YES NO N/A X PLANNING BOARD APPROVED FOR RECOMMENDATION THE FINAL PLAT OF THE EAST BAY APARTMENT PROJECT - Parcel of land lying in Section 25, Township 4 South, Range 14 West, Bay County, FL AGENDA ITEM # 4 D K < - 1 D 3 9 - 3 : I E 8 a a 0 ai 9 6s 3 : à a - E 8 e 4 E 5 3 a 259 - a 439 3 65 1 e a I 4 SH 94 e eRh : 9E5 8s 5 5 2 32 8 3 3 a a s 3 BE 5 Y3 W W I 23 19 I 7 E 9 - I 38 € : 5 - x E I I 1 I I 3 3 -3 73 s 11 < 3 o ZAHG3 BHOHSWO- n Enumeo - / a 6 A y 5 91 a 3 e 5 w 6,8 e - 3 5 % a E9 35 S4X - L 3 - 5 - 3 3 - B - 0 8 - - - - 2 a E - ge 95 - bs N - E E : s 3 e a : a wi Ey 1y7 4 W s 3 s : e a 2 1 5 3 E 3 Y 7 33 9 35 5 s * 5 E 31 Bx 23 35 3 3 53 a 55 BE Be Be 5 - - e 93 De . 8 : D 59 - E E @ 9 1 : 5 - es x Sx os 6 e E E E 8E a E - - E E5 3 - : I : 3 6 E 5 a 3 e 33857 25 45 I 334b I 8: - ( a s 8 Si I I a MwS a ( Ve CE g 3 a 2 8 B sE 8 E DRIVE : MEFTCDOFERO : a a 83 MBE 32 19s3 93 es3 a 1 yE 256 E EE 3. 5 E 8 4 Bl S - - Dyl ys : : : 86 I - 628434883 1 yi - 1 3 5 - 6 a I & W 6 & % X3 - BE - B 835 1 E 9! 3 Es E BE 6 5 B 13 y 3 E E I - - e : :3 &s 3 I 5 : de € - B à E I a d AVI 1SV3 - - I * 4 3 I a E M I a ens SAC MT M DIO E 3 # w - #I - - ds & 6 8 - a 243 - € B 5 9r a B6p4 29 I 6 6 E S - 99 E E 3 - € 19 à 5 & a - - a 3389 e I - 3 ISYY 3 : - : 8 8 I - : a : 37 2 : 9 3 M I - à - 5 E 3 13E S E. 3 bbs Ta € T a - 88 nll a 2188 ee 8. aa a & 3 6 E : : W a E $ & 5 :8 E : N 5 a 08 a I : - 9 E a 58 3 S 3 a - 5 5 à E à I - E E 5 E 3 - X a 9 : N E 8 0 - a & - V E ' E d8 & % - E s 1 - . 5 s a H - P - 5 5 S15ViE8 68 88 a . s 450341 3 5s 3 ag e 1 : - a B E7 1 * AEH 1 66 , 48 a8 3 E 386 I ! 6s 9 : 8 p 3 5 E E s - - : 658 888 33 3 à Mss B 2 -- * g noco 5 8y 5 h 4 : I Ei 5 B 9 a : de oe 5 KEE ian ore SD € E € 6 NN 9 - - 2 88 AVBI ISV3 I E MwwI3 e tdins DATIEREIN u Vas SX MOGAOOS INO er V E Com ghb / € emaly VAlg" City of CITY OF PARKER PARKER AGENDA ITEM SUMMARY FTITIESIEIN 1967 1. DEPARTMENT MAKING REQUEST/NAME OF PRESENTER: 2. MEETING DATE: Farrell 02/04/2025 3. PURPOSE: Planning Board Recommendation = 512 & 518 11th St N 4. IS THIS ITEM BUDGETED (IF APPLICABLE) YES NO N/A X Parcel # 25163-000-000 (512 11th St N) and Parcel # 25160-000-000 (518 11th St N) PLANNING BOARD APPROVED FOR RECOMMENDATION THE REQUEST TO SPLIT EACH LISTED PARCEL INTO 2 LOTS TO DEVELOP SINGLE FAMILY HOMES AGENDA ITEM # 5 T N irlessn or A G CITY OF PARKER Gityof BARKER KAI 1001 WEST PARK STREET, PARKER, FLORIDA, 32404 6 TELEPHONE (850) 871-4104 = FAX (850) 871-6684 STIRLSIDD 1361 Request for Date of Submittal: BLDG Permit #: Combining or Separation of Parcel Land Use Designation: Parcel ID #: 25163-a00-c00 Applicant Information: Name of Property Owner: Jeremy Farrell Site Location: SI2N. m Shreet Panama City FL 32404 Telephone #: 801-628-3416 Email: ymsuysi.mm Reason for Parcel Split or Combination: Buldihg singk family homes Submit detailed professional survey showing proposed combination or split of parcel. - hereby certify, under penalty of perjury, that I have read and understood the provisions of this permit and that the information provided herein is true and correct to the best of my knowledge Signature of Applicant: Date: 1o/8/o14 Signature of Approval: Date: Comments: or a A GL 46 CITY OF PARKER Cityof PARKER 1001 WEST PARK: STREET, PARKER, FLORIDA, 32404 a TELEPHONE (850) 871-4104 - FAX (850) 871-6684 GTAESDT 196 Request for Date of Submittal: BLDG Permit #: Combining or Separation of Parcel Land Use Designation: Parcel ID #: Applicant Information: Name of Property Owner: Jeremy Farpell 3 Ahberkigh Tagell Site Location: 518 ITh S Telephone #: 2016283216 Email: Jeremy Opaianinghweficen Reason for Parcel Split or Combination: Bullding Sinple Family Hones Submit detailed professional survey showing proposed combination or split of parcel. I hereby certify, under penalty of perjury, that I have read and understood the provisions of this permit and that the information provided herein is true and correct to the best of my knowledge Signature of Applicant: Date: 4a25 Signature of Approval: Date: Comments: LE à % * - 5 3 a a a e 3 B5 a 3 e T 2 : : - 1os 8 : 83 4S 6 N o 3 . de 3 a * € SSeERERS. 38 o 4 0 @ 0 @ : @ 2 A s :: 8 : 33 Ba a 2 39; 3 4 3 88 s a13s : 533 64 Bp (M/B, .0s) (ooz6t) (HIaCN) 22. HIBON 133415 HLLL * - 0 4616E 3.80.42.00N LpEorS 8ZI : (00191).28692 9 Cocooi) (unos) & o - HO o 0 00001 M.25.9P.00s I8ZI M.4S.9P.00S S jo 3 38 3 3 3 2 . 0 *5 1 E 6 1 55 - B E 55 S NS sat >8 8o INGN2SA OI 5 53 - 3 de 8 :8 a 5 e 5 € 3 I % S & 88 8 3 2 % E topl M.0aSZ.00s (ooezi; HIHGN) - 00 3.oggz.00N .818 821 3 gpSZ.OON a (cccoi) Lson ID INBA3SV 3DVNIVAC .DI s : - Da ! Bc vaVa AHOMDH e 3 : 5 a 5 g3 38 e 3 1 9 g - * f g* 3 3 a 8 2 * 3 4 I 8 E 3 & 8f E 3 DE d I 1 E E f I & 3 9 9 - 3 Is - B 8 E B - W 4 I a 7 & a 3 33 3 : 0 8 8 1 - a DE 2 - I & I / 2 & I 8 & ( ! o 1 e a : & 8 3 95 a a 9 . 8 I I : - 3 3 u s d9 à3 4 5 : 3 e 8 s e e $ 9 I N - - : :8 : 8 33 - a viv of LEGAL DESCRIPTON-PAOPOSED LOT 1 (AS SURVEYED) COMMENCE, AT A FOUND 1/2" REBAR MARKING THE NE CORNER OF PARCEL 2 AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNTY, FLORIDA AND ALSO BEING THE POINT OF BEGINNING. FROM SAID POINT OF BEGINNING; THENCE ALONG THE WEST RIGHT OF WAY LINE OF 11TH STREET NORTH (50' R/W) S 00°46'57" W. A DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096); THENCE LEAVING SAID RIGHT OF WAY LINE N 89°28'58"W. A DISTANCE OF 152.12 FEET TO. A 1/2" REBAR CAP (LB#8096); THENCE N 00036'16" E, A DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096); THENCE S 89°28'58" E A DISTANCE OF 152.43 FEET TO THE POINT OF BEGINNING. SAID LOT LYING IN AND BEING Al PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA AND CONTAINING 0.35 ACRES, MORE OR LESS. TOGETHER WITH Al PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT. LEGAL DESCNIPTON-POPOSED 20' WIDE INGRESS/EGRESS EASEMENT COMMENCE AT A FOUND 1/2" REBAR MARKING THE NE CORNER OF PARCEL 2. AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE: 2134, BAY COUNTY, FLORIDA; THENCE ALONG THE WEST RIGHT OFWAY LINE OF 11TH STREET NORTH (50' R/W)S S 00°46'57" W. A DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096) AND ALSO BEING THE POINT OF BEGINNING. FROM SAID POINT OF BEGINNING; THENCE CONTINUING ALONG SAID RIGHT OF WAY S 00°46'57" W Al DISTANCE OF 20.00 FEET; THENCE LEAVING SAID RIGHT OF WAY N 89028'58" W. A DISTANCE OF 226.01 FEET; THENCE N 00°31'02" E Al DISTANCE OF 20.00 FEET; THENCE S 89°28'58" EA DISTANCE OF: 226.11 FEET TO THE POINT OF BEGINNING. SAID EASEMENT LYING IN AND BEING A PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA AND CONTAINING 0.10 ACRE, MORE OR LESS. LEGAL DESCRIPTON-PROPOSED LOT 2 (AS SURVEYED) COMMENCE AT A FOUND 1/2" REBAR MARKING THE NE CORNER OF PARCEL 2 AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNTY, FLORIDA; THENCE N 89028'58" W. A DISTANCE OF 152.43 FEET TO A 1/2" REBAR CAP (LB#8096) AND ALSO BEING THE POINT OF BEGINNING. FROM SAID POINT OF BEGINNING; THENCE S 00°36'16" W. A DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096); THENCE N 89°28'58" W A DISTANCE OF 147.88 FEET TO A 1/2" REBAR CAP (LB#8096), REFERENCE; THENCE N 89°28'58" W A DISTANCE OF 4.24 FEET; THENCE N 00°25'00" E A DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096); THENCE S 89028'58" E A DISTANCE OF 152.45 FEET TO THE POINT OF BEGINNING. SAID LOT LYING IN AND BEING Al PART OF SECTION 13, TOWNSHIP. 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA AND CONTAINING 0.35. ACRES, MORE OR LESS. TOGETHER WITH A PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT. LEGAL DESCNIPTON-PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT COMMENCE AT A FOUND 1/2" REBAR MARKING THE NE CORNER OF PARCEL 2 AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNTY, FLORIDA; THENCE ALONG THE WEST RIGHT OF WAY LINE OF 11TH STREET NORTH (50' R/W) S 00°46'57" W. A DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096) AND ALSO BEING THE POINT OF BEGINNING. FROM SAID POINT OF BEGINNING; THENCE CONTINUING ALONG SAID RIGHT OF WAY S 00°46'57" W A DISTANCE OF 20.00 FEET; THENCE LEAVING SAID RIGHT OF WAY N 89°28'58" W A DISTANCE OF 226.01 FEET; THENCE N 00°31'02" E AI DISTANCE OF 20.00 FEET; THENCE S 89028'58" EA DISTANCE OF: 226.11 FEET TO THE POINT OF BEGINNING. SAID EASEMENT LYING IN. AND BEING. A PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA AND CONTAINING 0.10 ACRE, MORE OR LESS. NLBNnSOK Cap pta 9 ciln FND CM DISK (2433) LEGAL DESCRPION-PROPOSED LOT 1 (AS SURVEYED) REBAR MARKING THE NE CORNER OF PARCEL 2A AS 83 BOOK 4776, PAGE 2134, BAY COUNT FLORDA AND - BEGNNNG E E E SAD PONT OF THENCE ALONG RICHT OF WAY LINE OF a Little 9 mw STRET NORTH E (50' 004657-WA MEET OF 100.00 FEET TOA P.O.C.- -LOT 1ANDA PROPOSED: 20' WIDE SITE 1/2'REBAR (1B/8096) THENCE LEAMNG RIGHT OF WAY UNE N 89:28'58" I9 INGRESS/EGRESS. EASEMENT INKO B 152.12 FEET REBAR (1B#8096) THENCE N 0036'16" 1 f OF 100.00 FEET PE REBAR CAP 4BA8D86 THENCE ls P.O.B.-LOT1 Extra Spac o OF 15243 FEET TO PONT OF BEGNNNG SAID LOT OR NS 2025 EST 1311 8 OR M BsR 1236 34 FND 1/2" REBAR MARKING THE LYNG N AND SECTON - RANGE 14 WEST. OF BAY COUNTY, AND CONTANNG A ACRES LDRE a LESS. REBAR OR N 4433 MITRO 635 E IN BK 4776, PG 2134 VICINITYMAP NTS POP 6652) BAV COUNT. E TOGETHER WTH A 20' WIDE PROPOSED INGRESS/EGRESS EASEMENT. ON LINE I FND REBAR GRAPHICSCALE 00 NO G BENT 60 30 60 LEGAL DESCRIPTION- -PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT a AT A FOUND MARKING CORNER OF PARCEL S8 89-28'58" E 152. 45' S89-2858" E 152.43' IN OFACAL BAY SIREET (50' S E A OF EE DISTANCE 100.00 FEET TO 1/2" CAP H REBAR (LBA8096) AND (1"= 60' BENC THE POINT OF BEGINNNG. 3 LOT2 LOT1 E FROM SAID POINT OF BEGNNNG THENCE CONTNUING ALONG SAID RIGHT WAY 0.35 ACREt S 0014657 WA DISTANCEOF 20.00 FEET: THENCE LEAVNG SADK RIGHT o WAY LEGEND OF ABBREVATIONS N892858" W A DISTANCE OF 22601 FEEE THENCE N DISTANCE OF R/W RICHT OF WAY FEET NG. e E OR 2509 234 NOW FORMERIY 14 M ODZ AND CONTANNG MORE - I ACRE - EtDo BOOK E LAT l Do 8 BOOK 3 8 N89-28'58" W 152. 12' SANTARY SEMER 56942858E 226,17 COMMENCEMENT 4 .0.B. GNT GF BEGINNING N 00°3102"E 20 WIDE NORTH l8 20.00' N V89-2858 W 226.01 48 @ INGRESS/EGRESS EASEMENT SAUTH E S00-46'57" W - POWER NOTES: PROPOSED 20' WIDE 20.00' Eer 8 FOUND A INGRESS/EGRESS EASEMENT Df 1. UNDERGROUND UTILITIES HAVENT VERIFIED d MEETAN RmSS Saa HEREON. BEFORE DIGGING CALL EE 811 LOT3 LOT4 4 LEGEND o 2. A B PLAT WAS PREPARED WITHOUT BENEFIT OF TTLE SEARCH, 6 of BASED OR INFORMATION OBTAINED FROM RECORDS AND/OR TO SETPROPERTY CORNER E VAS Ln MADE TO OFFICIAL RECORD 3812, PAGE 533 AND OFFICIAL - 1/2" REBAR WITHCAP OR PG 1101 STAMPEDLBH8096 3. E E N TORES AS - COORDINATES (NORTH ZONE) A BNR eR GPSA SAEP UNE SOLUTIONS. ALL DISTANCES FND 5/8" REBAR 8 O TYPE FOUND AND IRONF SIZE ASSHOWN PIN NO CAP, BENT 4. OF THE NOT THAT MAY BE FOUND IN 0 A CALCULATED POINTI NOTSET &p 5 - THE P 0 9 POWER POLE ANDG GUY (IYPICAL) AND MAPPER, OR FND 5/8" REBAR REBAR - 5J- FLORIDA TIVE CODE. CAP (LB 7431) FND 5/8" REBAR CAP 1/2" SANITARY SEWERI MA ANI HOLE - 6 mo BOUNDARY IN OR ANY CAP 7431)" I "OWNERS AFFIDAVT" BUCKNER (LB 5.2' EAST OF CORNER 7 A THISS CURRENT SURV SURVEY IS NOT CIY OF PARKER OR N 4723 PG 2043 0 TELEPHONE PEDESTAL 8. 5 PRINTED ON V IN ADFFERENT SIZE THE OKE BK 4029 PG 1023 @ WATER METER 9. FEDERAL L PUBLISHED BENER COUNTY, EN MAP DNT MEESLE DATE FEET/MINUTES X EF 6-2-2009. THIS SITE LIES WTHN ZONE DEFINES AS AREAS DETERMNED TO BE OUTSIDE THE 0.27 ANNUAL CHANCE FLOODPLAIN." INCHES /SECONDS STATE OF: 1 NOT TOSCALE - COUNTY OF: PORPL 1#D7. cQuN 3607 OAD 214 HONEY AL3 ROAD SUITES IN N1 16-3936"E E AS MEASURED THIS SURVEY A PAK: E Es RECORDI INFORMATION, AS OF (NOO'00'00"E) DEEDOR OTHER E GROUP PACE" ADY-EEA ACKL BEASIEAEN PLS. INC. AND PURS INGRESS LE PROPOSED 20' WIDE GRESS APRNG ANDSOLU AND 472.027 F FLORIDA AVE E EASEMENT LByO8E 1Fn260 M AND CORRECT TO THE BEST OF PER KNOWLEDGE AND R/W RIGHT OF WAY LINE PETIE PROPOSEDLOT SPLIT SURVEY R 512 &518 11TH CENTERLINE B STREET NORTH ACCORDING TO MY SURVEY THIS THE 4TH DAY OF C7 TOBER. 2024 SEETNUVBER SIRMEYBIODATE 9A52024 POETIO 24-0645 JEREMY FARRELL OHP- APPROXIMATE ADJOINING PROPERTYL YLINES OVERHEAD POWERLINE 01 DAMAIGSCAE 1-60 DRAVNBE AJA BAYC COUNTY, PANAMA .FLORIDA CITY WOODFENCE 01 DRAMBIGBDDATE 10/42024 OEDEDBE JRT PLSGROUP. INC COPYRIGHTOZN24 ALLRIGHTSRESERVED JUSTIN R. THOMLEY. FLORIDA Ls 7039 EASEMENT PROPERTY LINE (THIS SURVEY) Captain 0 Terin LEGAL DESCRIPTION- -PROPOSED LOT 2 (AS SURVEYED) * COMMENCE ATA A FOUND MARKING NE COANER OF PARCEL AS RECORDED OFRCAL 4776 E 2134, BAY COUNT S FND CM THENCE N - OF 15243 FEET TO 1/2" REBAR CAP (1B/8096) DISK (2433) AND ALSO BEING THE POINT OF BEGNNNG 9 FROM SAID POINT OF BEGNNNG: THENCE S 003676" W DISTANCE OF 100.00 FEET TOA! 1/2"REBAR CAP 1BAE098) THENCE 8928/58" W A DISTANCE OF 14788 88 e FEET TOA 1/2" REBAR CAP (B/8096) REFERENCE THENCE N 89'28'58" Hiskery 9 DETANCEO OF4.24 FEET; PENCENOO2SD'EA DISTANCE OF 100.00 FEET 70 3 a REBAR CAP EA DISTANCE OF 152.45 FEET TO KA PONT SWDL LOT BENGAR PART 13, de Litlec 9 14 SITE TOWNSHIP WEST, COUNTE FLORIDA AND a 0.35 ACRES, MORE I9 arlaDr NBVINK P.O.C-LOT2AND! PROPOSED: 20' WIDE OG GE THER WITH A PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT N/F RUSSELL INGRESS/EGRESS EASEMENT Extra Space OR BK 2025 PG 1311 OR ESR 1236 34 FND 1/2 REBAR MARKING THE REBAR 6 P.O.B.-LOT 2 OR 4433 MUTIDU PG 635 NE E OF IN 4776, PG 2134 VICINITY MAP NTS POP Ve 6652) B BAY COUNTY, ON UINE 5 FND 1/2" REBAR GRAPHIC. SCALE o NO CAP, BENT 60 30 60 LEGAL DESCRIPTION- -PROPOSED 20' WDE INGRESS/EGRESS EASEMENT 89*28'58"E E 152.45' N. 89028'58" W 152. 43' AT A OF PARCEL 2. AS o IN arauo I E A5A CeE COUNTE FLORIDA THENCE (1"= 60" TME MESTRCHTOFHAYU UNE NORTH (50' R/ S0 004657'W A LOT 2 E E 5 OF 100.00 FEET TOA 1/2" REBAR CAP (1B/8096) AND ALSO BENG THE POINT LOT BC BEGINMING. 0.35, ACRE+ LEGEND ABBREVATIONS FROW SAID POINT OF BEGINNNG THENCE CONTNUING ALONG SAID RIGHT OF WAY DE /W WAY 5004637 WA OISTANCE OF Z000FEF THENCE LEAMNG SAID RIGHT OF WAY N ARNOLD A_DISTANCE OF 226.01 FEET THENCE N 003102"EA DISTANCEOF 20.00 OR N 2509 PG 234 d0 N 89-28'58" W FORMERIY OF BEGNNNG 4.24' AELOD BOOK BAY IN OR RANGE o a BOOK n 3 N E 89-28'58W E 147.88 E E 2 & S69s E 226, SEWER COMMENCEMENT REFERENCE 2658 P.O.B. 11 P.O.B.-20' WIDE BEGINNING 8 00°3102"E 20.00' E A N8 W AT 6 INGRESS/EGRESS EASEMENT TH E 89-2858" 226.01' - NOTES: a S00-4657"V W POWER PROPOSED 20' WIDE 20.00 FND E 1. FOUND LOCATED AS SHOWN. UNDERGROUND UTILITES HAVENT BEEN VERIFIED INGRESS/EGRESS EASEMENT e ESE ENE INFORMATION SHOWN HEREON. BEFORE DIGGING CALL SUNSHINE 811 1 2. A B LEGEND PLATO OR PREPARED WITHOUT BENEFT OF TITLE SEARCH, AND LOT 3 LOT4 ON RECORDS E OBTANED PEEDE AND/OR PROVIDED TO 8 MADE TO OFFICAL RS BOOK 3812, PAGE 533 AND OFFICAA SET PROPERTYO CORNER 1/2" REBAR 3. CHAMBERS WITHCAP BASED FLORIDA PLANE COORDINATES (NORTH AS - LB#8096 ONE RIK GPS SAE OPUS SOLUTIONS. ALL OPA OR NF 4048 PG 1101 $ STAMPEDL FND 5/8" FOUNDI PIN 4. OF ON THIS THAT MAY BE FOUND IN NO CAP, REBAR BENT 8 TYPE AND CESI ASS SHOWN 5. O A CALCULATED POINT NOTSET 6. MAP EESN THE D- MAPPER, OR 8 - PER 00 9 POWER POLE ANDGUY (TYPICAL) - - - 7. IN FND 5/8" REBAR FND 1/2" REBAR I OR ANY CAP (LB 7431) FND 5/8" REBAR CAP G SANITARY SEWER MANHOLE -E SURVEY IS NOT CAP (LB 7431) 12 EAST OF CORNER 5 V P SIZE THE CIY OF PARKER OR N 4723F ESREO 2043 0 TELEPHONE PEDESTAL BK 4029 PG 1023 E NE INSURANCE RATE PUBLISHED BY EMERGENCY MI - BAY COUNTY, E MAP NUMBER MEISLE EFFECTVE DATE @ WATERN METER 6-2-2 -2009. THIS SITE LIES WTHIN ZONE X DEFNES AS "AREAS DETERMINED TO BE OUTSIDE THE FEET/ MINUTES 0.2% ANNUAL CHANCE FLOODPLAIN." - INCHES/S SECONDS EUE.E B PORAL NOT TOSCALE 350 179 ONEYSUG ROAD UITE IN N 16*3936"E ASN MEASURED THIS SURVEY cC 3scs OF (NOO'O0'00"E) DEEDOR RECORD INFORMATION, OTHER GROUP, INC. PACAM BACY- TY 32413 suI PLS 7039 PUR 20' WIDEI INGRESS/EGRESS NS PROPOSED MAPPINGANDSC OLU T a a HE EA EASEMENT L/s08s IS28O CA-1067-L5 AND THE BEST OF MY A BE TO - TRUE AND KNOWLEDGE AND BELIEF. RIGHT OF WAY LINE SEEITME TE B PROPOSEDLOT: SPLIT SURVEY 5128 & 518 11TH STREET NORTH STATE OF CENTERLINE DETNANER ACCORDING TO MY SURVEY THIS THE 4TH DAY OF OCTOBER. 2024 BNEYBODIE 915/2024 POEtIO 24-0645 JEREMY FARRELL FLORIDA APPROXIMATEA ADJOINING PROPERTY LINES OHP OVERHI HE AD POWERI LINE 01 DRAMIESAE TiSO DANEE AJA BAY PANAMA COUNTY, CITY FLORIDA SURVEYOR - 0 WOODFENCE 01 01 DMGEONE 10/4/2024 OEDEDBE JRT PISGROURI INC. COPYAIGHTO202A, ALL RIGHTSRESERVED 041M4AAAAS JUSTIN R. THOMLEY FLORIDA LS 7039 EASEMENT PROPERTY LINE (THIS SURVEY) LEGAL DESCRIPTION-PROPOSED LOT 3 (AS SURVEYED) COMMENCE. AT A FOUND 1/2" REBAR MARKING THE NE CORNER OF PARCEL 2 AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNTY, FLORIDA; THENCE ALONG THE WEST RIGHT OFWAY LINE OF 11TH STREET NORTH (50' R/W) S 00046'57" W/ A DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096); THENCE CONTINUING ALONG SAID RIGHT OF WAY LINE S 00°46'57" W. A DISTANCE OF 128.11 FEET TO A! 5/8" REBAR CAP (LB 7431); THENCE LEAVING SAID RIGHT OFWAY LINE N 89°29'46" W A DISTANCE OF 151.70 FEET TO A 1/2" REBAR CAP (LB#8096) AND ALSO BEING THE POINT OF BEGINNING. FROM SAID POINT OF BEGINNING; THENCE N 89°29'46" W A DISTANCE OF 151.73 FEET TO A 1/2" REBAR CAP LB#8096); THENCE N 00°25'00" E. A DISTANCE OF 128.18 FEET; THENCE S 89028'58" E A DISTANCE OF 4.24 FEET TO A 1/2" REBAR CAP (LB#8096), REFERENCE; THENCE S 89028'58" E. A DISTANCE OF 147.88 FEET TO A 1/2" REBAR CAP (LB#8096); THENCE S 00°35'33" W Al DISTANCE OF 128.14 FEET TO THE POINT OF BEGINNING. SAID LOT LYING IN AND BEING A PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA AND CONTAINING 0.48 ACRES, MORE OR LESS. SUBJECT TO A PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT. LEGAL DESCRIPTION-PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT COMMENCE AT Al FOUND 1/2" REBAR MARKING THE NE CORNER OF PARCEL 2 AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNTY, FLORIDA; THENCE ALONG THE WEST RIGHT OF WAY LINE OF 11TH STREET NORTH (50' R/W) S 00°46'57" W. A DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096) AND. ALSO BEING THE POINT OF BEGINNING. FROM SAID POINT OF BEGINNING; THENCE CONTINUING ALONG SAID RIGHT OF WAY S 00°46'57" W. A DISTANCE OF 20.00 FEET; THENCE LEAVING SAID RIGHT OF WAY N 89°28'58" W. Al DISTANCE OF 226.01 FEET; THENCE N 00°31'02" E. A DISTANCE OF 20.00 FEET; THENCE: S 89°28'58" EA DISTANCE OF 226.11 FEET TO THE POINT OF BEGINNING. SAID EASEMENT LYING IN AND BEING A PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA AND CONTAINING 0.10 ACRE, MORE OR LESS. LEGAL DESCRIPTION-PROPOSED LOT 4 (AS SURVEYED) COMMENCE AT A FOUND 1/2" REBAR MARKING THE NE CORNER OF PARCEL 2 AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNTY, FLORIDA; THENCE ALONG THE WEST RIGHT OF WAY LINE OF 11TH STREET NORTH (50' R/W) S 00°46'57" W. A DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096) AND. ALSO BEING THE POINT OF BEGINNING. FROM SAID POINT OF BEGINNING; THENCE CONTINUING ALONG SAID RIGHT OF WAY LINE S 00°46'57" W A DISTANCE OF 128.11 FEET TO A! 5/8" REBAR CAP (LB 7431); THENCE LEAVING SAID RIGHT OF WAY LINE N 89°29'46" W. A DISTANCE OF 151.70 FEET TO. A 1/2" REBAR CAP (LB#8096); THENCE N 00°35'33" E A DISTANCE OF 128.14 FEET TO A 1/2" REBAR CAP (LB#8096); THENCE S 89°28'58" E A DISTANCE OF 152.12 FEETTO THE POINT OF BEGINNING. SAID LOT LYING IN AND BEING Al PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA AND CONTAINING 0.48 ACRES, MORE OR LESS. TOGETHER WITH A PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT. LEGAL DESCRIPTION-PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT COMMENCE AT A FOUND 1/2" REBAR MARKING THE NE CORNER OF PARCEL: 2 AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNTY, FLORIDA; THENCE ALONG THE WEST RIGHT OF WAY LINE OF 11TH STREET NORTH (50' R/W) S 00°46'57" W. A DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096) AND ALSO BEING THE POINT OF BEGINNING. FROM SAID POINT OF BEGINNING; THENCE CONTINUING ALONG SAID RIGHT OFWAY S 00°46'57" W. Al DISTANCE OF 20.00 FEET; THENCE LEAVING SAID RIGHT OF WAY N 89°28'58" W. A DISTANCE OF: 226.01 FEET; THENCE N 00°31 '02" E A DISTANCE OF 20.00 FEET; THENCE S 89°28'58" EA DISTANCE OF: 226.11 FEET TO THE POINT OF BEGINNING. SAID EASEMENT LYING IN AND BEING A PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA AND CONTAINING 0.10 ACRE, MORE OR LESS. Capt s 9 Teritn a L0T a CLECAL DESCRIPTION- PROPOSED 4AS SURVEYED)) bay Ska V COMMENCE REBAR MAPKING NE CORNER PARCEL AS FAI IN IS BOOK 4776 E 2134 S 9 OR R ALONG THE MESTRIGHT OFWAYLINE OF 11TH 5'R/N) orySt $.004657WAL DISTANCE OF 100.00F FEET TO 1/2" AND EET REBAR a 18/8096) ALSO BEING THE POINT OF BEGINNNG. 3 a e SITE Litle 9 SADF POINT OF RIGHT OF WAY D 00657WAC DEC BA TO ADIE E CAPAB 7431); 9 NEV INKO THENCEL LEAVNG RIGHT OF LINE N 8929146'W A DISTANCE OF 151.70 P.O.C-LOT4AND PROPOSED 20' WIDE FEETT TO A12 - - N 003533EA DISTANCE OF a le INGRESSEGRESS EASEMENT Extra Spaces Siorage : S E A OR M sE 1311 of OR N SEES 34 MARKNG THE N/F 14 E 4 BAY COUNT FLORIDA FND REBAR OR BK 4433 635 N 4776, PG 2134 VICINITYMAP NTS AND CAP 7 a uReE MORE LESS. E Va COUNT, ON E E 2 - FND REBAR GRAPHIC SCALE SUBJECT TOA PROPOSED 20' INGRESS/EGRESS EASEMENT De NO E BENT 60 30 60 LECAL DESCRPION-PROROSED 20' WIDE INGRESS/EGRESS EASEMENT e O Bo AT A FOUND REBAR THE NE CORNER OF 2A AS s IN IS BOOK Re PAGE 2134, 8 8 THENCE RIGHT OFWAY LNE S 3 (1"= 60") WA 0 004657" OF 100.00 FEET TO A 1/2" REBAR CAP (1B/8096) AND LOT2 LOT ALSO BEING THE OF - PONT BEGNNNG. LEGEND OF ABBREVATIONS FROWS SAD POINT OF BEGNNNG THENCE CONTNUING ALONC SAD RIGHT OF WAY $004657 W A DISTANCE OF 20.00 FEET THENCE LEAVNG SAID RIGHT OF WAY R/W W WAY N 89:28'58" DISTANCE THENCEN EA OISTANCE OF FORMERIY TO OR N5 2509 ANODZ 234 I E BK BOOK RANGE 14 WEST, BAY AND ERO COUNTI ACRE MORE E - E e a PLAT BOOK E E - $89-2858"E 152. 12' SS TARY SEWER 8 58962858 E 2261V P.O.C INT COMMENCEMENT 1 P.O.B.- LOT4AND. 20' WIDE P.0.B. INT C BEGINNING 8 00°3102"E 20.00' E N8 89° 28'58" W 226.01' @ NGRESS/EGRESS EASEMENT OUH $ PROPOSED 20' WIDE 1 S 00-46'57"W AST POWER INGRESS/EGRESS EASEMENT OVERHEAD NOTES: 9 20.00" 9 FND FOUND 1. LOCATED AS UNDERGROUND UTILIMES HAVENT BEEN & % - LOT3 LOT4 AMEET ETRE INFORMATION SSa HEREON. BEFORE DIGGING CALL SUNSHINE EET 2 0.45ACREt LEGEND 2. WAS BENEFIT A SEARCH, B OR DRAWING PREPARED TTLE AND AND/OR PROVIDED TO E OBTANED PETEA SET PROPERTY CORNER MADE TO OFFICIAL BOOK 3812, PAGE 533 AND OFRCIAL 1/2" REBARI LB#8096 WITHCAP STAMPEDL 3. OR PG 1101 N HEREON ON COORDINATES (NORTH AS ToT STATE ZONE) 4 - A USING AmpL GPS AND PUNE SOLUTIONS. ALL DISTANCES FND 5/8" REBAR P.O.B.-LOT O FOUNDI TYPE ANDS IRONPIN SIZE ASSHOWN THS THAT MAY BE FOUND IN NO CAP, BENT N 89-2946"W 151.70' A ALCULATED POINT NOTSET 6. 8 A E ARE ERE THE 9 POWERP POLE AND GUY( (TYPICAL) AND MAPPER, OR FND 5/8" REBAR REBAR - CODE CAP (LB 7431) FND 5/8" REBAR FND 6 SANITARY SEWERMANHOLE 7. NO - USE OF - - AN "OWNERS OR ANY - BOUNDARY SURVEY CAP (LB 7431) 5.2' OF CORNER SURVEY IS NOT EAST - E HSSURVEY CIY OR N BSNS PG 2043 0 TELEPHONE PEDESTAL - PARKER 8. BE IF SIZE THE PG 1023 B PRNTEDI INADIFFERENT ME PRS - - @ WATER METER L BAY PAERE EET BY MESLE THE EERF DATE FEET/ MINUTES 6-2-2009. THIS SITE UESV WTHIN ZONE X DEFINES AS "AREAS DETERMNED TO BE OUTSIDE THE INCHES/ 022 ANNUAL CHANCE FLOODPLAN.: SECONDS - FLORIDA - NOT TOSCALE EME B BAY 1#07 OAD 214 79 HONEY AL ROAD SUITE IN N AS URED THISSURVEY FAK C 36305 (NOO'00'00"E) RECORD INFORMATION, OF DEEDOR OTHER GROUP, INC. 17799 PANAMA LPEe S. SUITE 7039 AS PLS. PAMAVA E 20' WIDE INGRESS/EGRESS NG PROPOSED2 URVEYIN MAPPING ANDSOLUTIONS 472.027 A THE E EASEMENT URoN usn260 CA-10E7-L5 BE TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE BELIEF. AND RIGHTO OF WAY LINE SHETIME E - AT PROPOSEDLOT SPLIT SURVEY E 512 & 518 11TH STREET NORTH STATE OF ACCORDING TO MY SURVEY THIS THE4TH DAY OF OCIOBER. 2024 CENTERLINE SHEETNUNE JEREMY FARRELL APPROXIMATE ADJOINING PROPERTY LINES SUREYBODATE 9/5/2024 MDEETO 24-0645 FLORIDA - - - OHP OV VERHEAD POWERLINE 01 DRMIESONE 1"-60" DMWNEE AJA BAY COUNTY, PANAMA FLORIDA CITY SURVEYOR - - 0 WOODFENCE 01OF RAMINSENDATE 10/4/2024 OEOEDRE JRT Asu - L JUSTIN R. THOMLEY, FLORIDA LS 7039 EASEMENT PLSGROUP. INC. COPYRIGHT02024, ALLRISHTSRESERVED PROPERTYLINE (THIS SURVEY) NLake kewoodt CaptainDs 9 Tetiln LECAL DESCRPTON- -PROPOSED LOT 3AS SURVEVED) a MARKING PARCEL AS 4776 S a Bs ALONG RIGHT WAYUNE NORTH (50' RAN) E - A A $004657'W DISTANCE OF FEET TO 1/2" REBAR CAP (1B/8096) E EET THENCE CONTWUNCALONE SAID RIGHT OF WAY LNES 004657-WADSTANCE OF DR eilly 128.11 FEET TOAS CAP_(B 7431); THENCE LEAMNG SAID RICHT OF P lick korySi WAYLNENE WADISTANCE OF 151. .70 FEET TOA A 1/2" REBAR CAP (LB#8096) AND ALSO BEING THE POINT OF BEGNNNG. 2 a d& Litled 9 N W. SITE SAD POINT 8929146" DISTANCE OF 151.73 PE ECYEA S THENCEN 002500EA DSTLANCEOF I PO.C-LOT3AND MarlaDr NBVINK TMENCES 892858 EA DISTANCE OF 4.24 FEET TO A1 1/2" REBAR PROPOSED 20' WIDE CAP TO Bo E - REFERENCE: THENCE 892858 EA DISTANCE OF 147.88 FEET RUSSELL INGRESS/EGRESS EASEMENT CAP "W OR PG 1311 34 FND M 2025 d0 OR N FSEE REBAR MARKING THE Eispasesiono N AND - PART a FND 1/2" REBAR NE 14 BAY COUNTY, FLORIDA AND 0.48 CAP OR M 4433 635 BAY IN 4776, PG 2134 VICINITY MAP NTS ui (B E UTRS ACRES, MORE LESS - COUNTY, FLORIDA ON 52 FND REBAR GRAPHIC SCALE SUBJECT 70 AA PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT e 00 NO BENT 60 30 60 de 0 LEGAL DESCRPTION- PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT FOUND REBAR MARKING THE CORNER OF PARCEL AS OF 3 (1"= 60") S dM - DISTANCE OF FEET T0A LOT2 LOT1 REBAR E 1/2" CAP (1B/8096) AND ALSO BENG THE POINT OF BEGNNING. 7 LEGEND OF ABBREVATIONS FROWS SAID POINT OF BECINNNG THENCE CONINUING ALONC RIGHT OF WAY S 004657: WA OF 20.00 FEET THENCE LEAVNG SuD RIGHT OF WAY R/W OF WAY N 892858" 226.01 FEET THENCE N 003102'EA DISTANCE OF $89-2858"E N/F Er FORMERLY FEET OR NE 2509 m02 234 4.24' OR I U C BK 5 BOOK RANGE 14 WEST, BAY COUNTY, AND 0.10 ACRE MORE e a BOOK I - 3 E S89-2858E 147.88' E 8 4 SEWER 7 STEEA 226, 1V .0.B. COMMENCEMENT 14 P.O.B. -20' WIDE BEGINNING E e 02" 20.00' K N 89° 28'58" W 226.01' a @ INGRESS/EGRESS. EASEMENT d - $ 8 PROPOSED 20' WIDE 14 S 00°46'57"W WEST NOTES: s - INGRESS/EGRESS EASEMENT a 20.00 9 FND OVERHEAD FOUND POWER 1. IMPROVEMENTS EERE msSS 9aA 5 L LOT3 LOT 4 e TEAER 0.45 EPEPCTE E ACREt LEGEND 2. DRAWING WITHOUT A SEARCH, B PLAT WAS PREPARED THE BENEFT OF TILE AND - a INFORMATION OBTAINED FROV AND/OR PROVDED TO PROPERTY CORNER E E MADE TO OFFICIAL RECORD 3812, PAGE 533 AND OFFICAL REBAR WITHCAP 3. LBH8096 AS BEARINGS E COORDINATES (NORTH ZONE) OR PG 1101 E N P.O.B.-LOT3 Si NE AERDL PISAE UNIE SOLUTIONS. ALL DISTANCES FND 5/8" REBAR O FOUNDI IRONP PIN TYPEA AND SIZE ASSI SHOWN 4. SURVEY THAT MAY BE FOUND NO CAP, BENT N 8902946"W 151.73' N89-2946" W 151.70 A CALCULATEDI POINTI NOTSET 6 MAP ARE THIS E THE & POWER POLEA AND GUY (TYPICAL) AND PERS FLORDA CODE AND MAPPER, OR FND 5/8" REBAR FND 1/2" REBAR 9 7. USE BOUNDARY IN OWNERS OR ANY CAP (LB 7431) FND 5/8" REBAR_ CAP G SANITARY SEWER MANHOLE - A SURVEY IS NOT BUCKNER CAP (LB 7431) 82 EAST OF CORNER P BY THIS CIY OR 4723 PG 2043 0 TELEPHONE PEDESTAL A N TO BE PRINTED INA SIZE THE a BK CS PARKER PG 1023 LE 9. BY FEDERAL @ WATERI METER EEN ER EDET SLE EETE DATE FEET/ MINUTES 6-2-2009. THIS SITE LIES WTHN ZONE X DEFINES AS "AREAS DETERMNED TO BE OUTSIDE THE 0.27 ANNUAL CHANCE FLOODPLAN." INCHES/ /SECONDS - OF: FLORIDA NOT TOS SC ECUErO OF: BAY OAD 2214 DORALS 79 HONEYSUC 4 6305 KLE ROAD SUITE IN N 16°3936"E ASMEASURED THIS SURVEY 3 OF (NO0'00'00"E) RECORDI INFORMATION, 13799 VAWA AY S: suI DEEDORC OTHER GROUP, INC. PAKAM MACADYBEA E LAe 7039 PLS 20' WIDE INGRESS/EGRESS URVEYING, PROPOSED2 MAPPING ANDSOLUTIONS AND 472.027 E EASEMENT uyaose LS,260 CA-1067-LS BE TRUE AND CORRECT TO THE AND RIGHT OF WAY LINE BELIEF. SHEETTME B PROPOSEDLOT SPLIT SURVEY E 512 & 518 11TH STREET NORTH STATE OF ACCORDING TO MY SURVEY THIS THE 4TH DAY OF OCIOBER. 2024 CENTERLINE E SHETNUNE SURVEYBODATE 91512024 MOEETIC 24-0645 JEREMY FARRELL FLORIDA OHP- APPROX KIMATE ADJOININGE PROPERTYLINES PANAMA CITY - 5 - OVERHEAD POWERI LINE 01 ORAMINGSCAE 1"-60 DRANEE AJA BAY COUNTY, FLORIDA SURVEYOR 0 WOODFENCE Ls a 01 AMINGENDDATE 10/4/2024 OKGEDEE JRT PLSGROUP.I INC. COPYRIGHTO202A, ALLRIGHTSRESERVED JUSTIN R. THOMLEY, FLORIDA LS 7039 EASEMENT PROPERTYL LINE (THISS SURVEY) - 9 FND CM DISK (2433) ORIGINAL SURVEY 0 & 512 & 518 11th Street 5 e anupo Hic e a 60 SITE 3 0 de OR M 2025 SES 1311 8 OR N 1236 34 BVKO 3) ESR POP REBAR 6652) 3 OR Mu VENTR 635 m9 Extras (1"= 60" ON LINÉ 3 FND 1/2" REBAR RC CP REBAR GRAPHIC SCALE e NO CAP, BENT 9 e S E 1 89-2858" 304.88' PARCEL (EAST) (305.00') VICINITY MAP NTS LEGAL DESCRIPTION (AS RECORDED IN OR BK 3812 PG 533) H PARKER PLAT-(6.15)-119A4- BEG 25 W & 392' OF SE COR LOT 305' N 100' E 305' S 100' TO POB ORB 747 P 780 PARCEL 1 PID#25163-00.-000 PARCEL 2 0.70ACREt LECAL DESCRIPTION (AS RECORDED IN OR BK 3812 PG 535) LEGEND OF ABBREVATIONS WH PARKER PII-151)-194-BE AT PT 264' N OF SE COR LOT ARNOLD PG 330' N 128' E 330' $128' TO_POB OR N 2509 234 (WEST) (305.00) P.O.B. -PARCEL R/W RIGHT WAY De N89-28'58" W 304.24' 25.00') 5. /F FORMERLY NOTES: 300.00' : BK o BOOK E 1. 8 PLAT BOOK LOCATED HAVENT N89-28'58-W. 329.82' MAY EST ETRES PDISS SmaA EEESE HEREON. DIGGING CALL EVE MEER 1 (EASI) (330.00) 2. A B DRAWING WITHOUT OF E PLAT Bopor PREPARED BENEFT TITLE SEARCH, AND 8 $ 0.B. OINT OF BEGINNNG OBTANED RECORDS AND/OR PROMDED TO E C TO 533 AND OFFIÇIAL 1 SO MADE OFFICAL R 3812, PAGE € DET 5 PAGE E L 3. SHOWN BASED STATE COORDINATES (NORTH ZONE) AS a A ANA PemPI GPS AND PE SOLUTIONS. ALL DISTANCES PARCEL 2 POWER E W ANB FOUND AREA IS NOT THIS SURVEY THAT MAY BE FOUND IN PID# 25160-000-000 - WHCH 0.89 ACREt E B OF WAY SIREET + T 6. MAP REPORT E ARE EEE THE BENG OR 0.08 OF 3325.69 AN ACRE SQ/FI, MAPPER, OR 0 LEGEND - E FLORDA OR N 1101 7. 3 Si BOUNDAREY SURVEY IN OR ANY SURVEY IS NOT FND 5/8 6 P.O.B. -PARCEL 2 PROPERTY CORNER E OR - NO CAP, REBAR 8. EB WITHCAP IS B ON INADIFFERENT SIZE THE LB#8096 303.42 E 9. 8.2' - E MAP (WESI) N 89-2946" W 329.7 73 (330.00) e A O FOUNDI IRONF PIN COUNTY ELE MES BETE DATE 6 TYPE ANDS SIZE ASS SHOWN THIS SITEL UESW WTHIN ZONE X DEFINES AS DETERMNED TO BE OUTSIDE THE FND 5/8" REBAR - S00-2500*W 1/2" REBAR E E ANNUAL CHANCE FLOODPLAN." CAP (LB 7431) FND 5/8" REBAR CAP A CALCULATEDP POINT NOTSET 10.13' BUCKNER CAP (LB 7431) EAST OF CORNER B PARKER OR M 4723 PG 2043 81 6 9 POWER POLE EANDGUYI (TYPICAL) E A BCe CS PG 1023 el 8 8 G SANITARY SEWER MANHOLE 0 TE IONE PEDESTAL @ WATERMETER FEET/ /MINUTES INCHES/ SECONDS P.O.C-PARCEL 1AND: 2 SE CORNER OF LOT 5 NOTT TOSCALE B HONE A ECA-9 79 PORDNA SUITE N1 16°3936"E ASMEASURED THIS SURVEY IN (NOO'O0'O0"E) ECORDI INFORMATION, S. OF DEEDORC OTHER GROUP, INC. mcE Any A ADL BEAGLPARN PLS. APPIN NDSOLUTIONS 7039 RIGHT OF WAY LINE 1Bysose ISp3O CA-1067-L5 AND FLORIDA CENTERLINE TRUE AND TO OF MY AND - SHEETIME RETRACEMENT SURVEY E BELEF. APPROXIMATEA ADJOINING PROPERTYL LINES 1 512 & 518 11TH STREET NORTH B SENAEER JEREMY FARRELL STATE OF ACCORDING TO MY SURVEY THIS THE DAY OF FEBRUARK 2024 OHP- OVERHEAD POWER LINE SUREYBODATE 2/12024 PROJECTNO: 24-0079 ATH 0 FLORIDA - WOODFENCE 01 WMNGSCAE 1'-60 DRANNBE AJA BAY COUNTY, PANAMA CITY FLORIDA SURYEYOR - - - EASEMENT 01 OF 01 AWARGEODANTE 2/512024 OECEDBE JRT M - PROPERTYL LINE (THISS SURVEY) PLSGROUP. INC. COPYRIGHT 02024, ALL RIGHTSRESERVED JUSTIN R. THOMLEY, FLORIDA LS 7039 henly Com Neichbo / V Wg" City of CITY OF PARKER PARKER AGENDA ITEM SUMMARY V ATIIRTIEN 1961 1. DEPARTMENT MAKING REQUEST/NAME OF PRESENTER: 2. MEETING DATE: Public Works = Tony Summerlin 02/04/2025 3. PURPOSE: Auction = Surplus Items 4. IS THIS ITEM BUDGETED (IF APPLICABLE) YES NO N/A X Auction Surplus Vehicles: 1996 Chevrolet 1500: VIN# IGCEC14MXTZ103569 Miles: 181,905 2001 Chevrolet 1500: VIN# IGCEC14W51Z148580 Miles: 130,496 2001 Ford F350: VIN# IFDSI34L6IEB06725 Miles: 150,156 AGENDA ITEM # 6