S leo Cityo of PARKER IBLISIIED PARKER CITY COUNCIL MEETING Council Chambers, City Hall Friday, February 7, 2025, at 5:30 P.M. AGENDA "AMENDED* MAYOR: Andrew Kelly COUNCILMEMBERS: Tonya Barrow, Mayor Pro Tem Katy Bodiford Ron Chaple John Haney CITY ATTORNEY: Tim Sloan CITY CLERK: Ingrid Bundy 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 INTHAT CAPACITY. CALLTO ORDER INVOCATION ROLL CALL AGENDA ITEMS FROM THE AUDIENCE: (non-agenda items) REGULAR AGENDA 1. APPROVAL OF COUNCIL MEETING MINUTES December 17,2024 December 20, 2024-4 4PM December 20, 2024-5:01PM 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 PLANNING BOARD APPROVED FOR RECOMMENDATION THE REQUEST TO SPLIT THE LISTED PARCELS INTO TWO SEPARATE (518 N11th Street) - Farrell LOTS ON EACHPARCEL 6. Auction - Surplus Items Ingrid Bundy, City Clerk Ifaj 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 oft thep 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 ofa a disability or physical impairment should contact the City Clerk at cletx@etyofparker.com or by phone at 850-871-4104. Ifyou are hearing or speech impaired and youl have TDD equipment, you may contact the City Clerk using the Florida Dual Party System, which can be reached at 1-800-955- ALL: INTERESTED PERSONS DESIRING TOI BEI HEARD ON THE. AFORESAID agenda are invited to be present at the 8770 (Voice) or 1-800-955-8771 (TDD). meeting. 1001 West Park Street - Parker, Florida 32404 Telephone: 850-871-4104-www.diyofparker.com CITY COUNCIL MEETING -J January 21, 2025 Cityof BARKER ABLISIIED CITY OF PARKER AGENDA ITEM SUMMARY 1. DEPARTMENT MAKING REQUEST/NAME OF PRESENTER: 2. MEETING DATE: Council 3. PURPOSE: 02/04/2025 APPROVAL OF COUNCIL MEETING MINUTES 4. ISTHIS ITEM BUDGETED (IF APPLICABLE) YES NO N/A X December 17,2024 December 20, 2024-4PM December 20, 2024-5:01PM December 27, 2024 January 7, 2025 AGENDA ITEM # 1 CITY OF PARKER REGULAR MEETING MINUTES HELD, AT1001 W. PARKST, DECEMBER. 17, 2024-5:30PM Mayor, Andrew Kelly called the meeting to order with invocation followed by the Pledge of 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 Allegiance. 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 Resident Elizabeth Ledezma, of 18 Alma Avenue, expressed concerns regarding the property posting of the hours of operation at the pier and park. 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 101 feet to 5 feet and toi 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 ini favor; 5-0 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. Public Hearing, Reading and possible Adoption of Resolution 2024-403 Mr. Sloan delivered the reading of Resolution 2024-403. The motion was carried with all voting in favor; 5-0. A motion to adopt was made by Councilmember Haney; seconded by Councilmember Chaple. 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. The motion was carried with all voting in favor; 5-0. A motion to adopt was made by Councilmember Bodiford; seconded by Councilmember Haney. 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. The motion was carried with all voting in favor; 5-0. An motion to adopt was made by Councilmember Bodiford; seconded by Councilmember Barrow. 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. Ar motion tor read was made by Councilmember Barrow; seconded by Councilmember Resident Pat Fousek, of 1344 Stratford Avenue, had specific questions regarding the resolution Bodiford. The motion was carried with all voting in favor; 5-0. and the SRF loan. Mr. Sloan delivered the reading of Resolution 2024-406. The motion was carried with all voting in favor; 5-0. Ar motion to adopt was made by Councilmember Barrow; seconded by Councilmember Bodiford. 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 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 voting in favor; 5-0. concrete fund for the pavilion. With no further discussion the meeting adjourned at 6:21P.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 AT1001 W. PARKST, DECEMBER. 20, 2024-4:00PM 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. AT1001 W. PARKST, DECEMBER 20, 2024-5:01PM Mayor Andrew Kelly called the meeting to order with invocation followed by the Pledge of 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 Allegiance. Accountant Suzanne Kennon. AGENDA FY2024-2025 Final Budget Hearing Ms. Suzanne Kennon, City Accountant, presented the details oft the purpose for readvertisement Resident Pat Fousek, of 1344 Stratford Avenue, requested clarity about the reserve fund, the CRA Resident Diane Coates, of 1521 Dover Road, expressed concerns regarding fencing around 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. and language requirement for the Fiscal Year 2024-2025 Budget. funding, and fencing around Melendy Pond. Melendy Pond. 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. AT1001 W. PARK: ST, DECEMBER. 27, 2024-10:00AM 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 Boyttestified that the seweri is in fact capped and that the residence does not have waterservice. Mr. Brandon Proteet testified that hel 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 Councilmember Barrow asked Mr. Proteet if he realized he cannot live in a residence without Resident Dave Whaley, of 45 W Cooper Drive, expressed concerns regarding the living conditions Ar motion was made to abate by Councilmember Barrow; seconded by Councilmember Bodiford. Mayor Andrew Kelly advised that the residence must be vacated by 1:00 pm today, December agreement that Mr. Proteet claimed to have. water. Mr. Proteet claimed to have paid Ms. Lugo for it to bet turned on. at 29 Alma Avenue. The motion was carried with all voting in favor; 4-0. 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 AT1001 W. PARKST, JANUARY7, 2025-5:00PM Mayor Andrew Kelly called the meeting to order with invocation followed by the Pledge of 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 Allegiance. 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 at 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 Resident Diane Coates, of 1521 Dover Road, expressed concerns regarding fencing around 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; inclination of the dirt. Melendy Pond. 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 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 Suddeth Place S)- Lozada 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 madel 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 fort 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 Councilmember Chaple expressed his desire for future discussion regarding the City of Parker to Councilmember Barrow expressed appreciation for the new City Clerk coming on board. voting in favor; 4-0. host a holiday parade. 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 City of BARKER BLISHED CITY OF PARKER AGENDA ITEM SUMMARY 1. DEPARTMENTI MAKING REQUEST/NAME OF PRESENTER: 2. MEETING DATE: Council 3. PURPOSE: 02/04/2025 Reaffirmation of Planning Commissioner Terry Stryker 4. IS THIS ITEM BUDGETED (IFA APPLICABLE) YES NO N/A X REAFFIMATION OF PLANNING COMMISSIONER TERRY STRYKER AGENDA ITEM #2 Neighbs Cityof PARKER TABLISIEDT CITY OF PARKER AGENDA ITEM SUMMARY 1.D DEPARTMENT MAKING. REQUEST/NAME OF PRESENTER: 2. MEETING DATE: Coastal Acquisitions of Florida, LLC- Santora 02/04/2025 3.P PURPOSE: Planning Board Recommendation - Major Development 4. ISTHIS ITEM BUDGETED (IF APPLICABLE) YES NO N/A X PLANNING BOARD RECOMMENDATION FOR MAJOR DEVELOPMENT OF COMMERCIAL BUILDING AGENDA ITEM # 3 commmmity ishi vort of City PARKER CITY OF PAIRKER 1001 WEST PARK: STREET e PARKER. FLORIDA. 32404 TELEPHONE (850) 871-41040-PAX (850): 871-6684 LISUED CITY OF PARKER APPLICATION FOR DEVELOPMENT PERMIT MAJOR DEVELOPMENT NOTE: $1000 Deposit plus review fee Date of Submittal: DO Permit #: Bldg Permit #: Land Use Designation: Parcel ID# APPLICANT INFORMATION NAME OF APPLICANT: Coastal. Acquisitions of Florida, LLC ADDRESS: 423 Tartan Way, Enterprise, AL 36330: NAME OF CONTACT: Phillip E. Santora ADDRESS: 2431 Hartford Highway, Dothan, AL: 36305 TELEPHONE: 334-701-6583 SITE INFORMATION (MUST INCLUDE ADDRESS). CURRENT USE OE SITE: Vacant. PROPOSED USE OF SITE: Commerçial SIZE (SQ. FT:/ACRES): 64,217 SQ.FT./1.47 ACRES TELEPHONE: EMAIL EMAIL: psantora@nornstarenstarengineering.com SITE LOCATION: 909) West St, Panama City, FL3 32404 (Northeast: ofi intersection. ofv Wést Sts and E.2ndSL) SOIL TYPES LOCATED ON PROPERTY: Lakeland sand (Hydrologic Soil Group: A) TOPOGRAPHY ELEVATIONS LOCATED ON PROPERTY: 19.00-21.00 FLOOD INSURANCE RATE MAP: YESXNO ZONE: SET BACK FROM SHORELINE (FEET): N/A SET BACK FROM ROAD RIGHT OF WAY: 15 feet - IS THE PROPOSED STRUCTURE WITHIN A: DESIGNATED FLOOD, ZONE. AS SHOWN ON THE NAME(S), OF STREET(S) ADJACENT TO PROPERTY: West St., E. 2nd St. 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-p 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 willl be provided ont the building BULONGSTRUCTURE INFORMATION PRINCIPAL USE OF BUILDING: Metal roll forming SQUARE FEET UNDER: ROOF; 28,000 SQUARE FEET OF PAVEDI 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 TYPE OF CONSTRUCTION (WOOD FRAME, BLOCK, METAL, ETC.): metal WILL HAZARDOUS OR FLAMMABLE MATERIALS BE STORED OR USED ON SITE: 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 YES X NO TYPE, TYPE TYPE: (GARAGE, SWIMMING POOLS, FENCES, STORAGE BLDG. ETC) STRUCTURE HEIGHT: 24-0" BUILDING SET BACKS; 1.SIDE PROPERTY LINES: 7feet 2.REAR PROPERTYLINE 15f feet 3.FRONT PROPERTYLINE: 15f feet NUMBER_ NUMBER SIGNSTO.E BE INSTALLED: 1 NUMBER located onb building TYPE NOTE: CAUTION SHOULD BE TAKEN WHEN PLACING. AND/OR MODIFYING A STRUCTURES IN THE AREA. LOCATED ON" THE IMMEDIATE WEST: SIDE OF THE DUPONT BRIDGE; (ALSO KNOWN AS LONGPOINT) DUE TO POTENTIAL HIGH NOISE LEVELS CREATED: BY AIRCRAFTI FROM TYNDALL AFB. UTILITIES INFORMATION ISWATER AND SEWER CURRENTLY: AVAILABLE: x YES NUMBER OF EXISTING CONNECTIONS: WATER None PROPOSED SEWER CONNECTIONS: 1 NUMBER 4" SIZE PROPOSED WATER CONNECTIONS: 2 NUMBER ISADEQUATE. DRAINAGE. AVAILABLEFOR THIS SITE: TYPE OF DRAINAGE: STATE ROAD CULVERT NO SEWER None. SIZE 3/4" Domestic & 6"Fire YES NO (CHECK ONE) LOCAL STREET CULVERT SWALE x RETENTION. POND PROPOSED METHOD OF PROVIDING DRAINAGE: suiface drainage off ofp properly (DRAINAGE MUST. MEET THE REQUIREMENTS OF A25 YEAR, 24 HOUR STORM. EVENT) OTHER INFORMATION DEVELOPMENT? YES X NO ARE OTHER STATE AND/OR FEDERAL PERMITS REQUIRED FOR THIS (NOTE: IF YES, COPIES OF APPROVED STATE AND/OR FEDERAL PERMITS MUST: BE SUBMITTED, EITHER WITHTHIS, APPLICATION OR PRIOR. TO ISSUANCE OF CERTIFICATE OF OCCUPANCY (CO). YES_ X NO WILL THE PROPOSED DEVELOPMENT REQUIRE LARGE: VOLUMES OF WATER YES_ x NO ARE WETLANDS, SALTWATER MARSHES OR FLOOD. ZONES PRESENT ON YES_ X NO WILL THE PROPOSED DEVELOPMENT INCLUDE PIERS, SLIPS, BULKHEADS OR (NOTE: IF THE DEVELOPMENT INCLUDES ANY OF THE ABOVE, SEPARATE PERMITS WILL BE FAILURE TO COMPLY WITH THE PROVISIONS OF THIS PERMIT MAY SUBJECTTHE PERMIT TO MODIFICATIONIS), STOP WORK ORDERS OR CANCELLATION, IN ADDITION: TO ADDITIONAL FEE OR COSTS TOTHEAPPLICANT UP TO AND INCLUDING LEGAL FEES LHEREBY CERTIFYTHAT THEI INFORMATION PROVIDED, HEREIN IS TRUEANDI CORRECTTO OR SEWER: CAPACITY? THE PROPERTY? SIMILAR STRUCTURES WHICH EXTEND INTO STATE: WATERS? REQUIRED), THE BEST OF MY KNOWLEDGE. Pluclie SIGNATURE OF OWNER. MANDATORY) SIGNATURE OF CONTRACTOR. TOBUILDING DEPARTMENT 12-19-24 DATE. DATE PLEASE BE ADVISED THAT YOU MAY ISSUE A BUILDING PERMITTOTHE ABOVE NAMED APPLCANTICONTRACTOR ON BEHALF OF THE CITY OF PARKER. SIGNATURE OF APPROVAL DATE: REQUIRED ATTACHMENTS 1. 3COPIES OF SITE PLANS TO INCLUDE THE FOLLOWING: a. VICINITY SKETCHES SHOWING THE RELATIONSHIP OF THE: SITE IN RELATION.TO SURROUNDING ROADWAYS, LAND USE DISTRICTS ANDFLOOD. ZONES WITH BASE 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 LANDE BY AREAS. C. THE EXISTING AND PROPOSED GRADES, THE DRAINAGE PLAN, EROSION CONTROL PLAN AND THE PROPOSED STRUCTURES WITH. APPROPRIATE TOPOGRAPHICCONTOUR d. THE SHAPE, SIZE AND-LOCATIONS OFALL STRUCTURES, INCLUDING THE FLOOR AREA AND ELEVATIONS THEREOF; THE FLOOR: AREA AND GROUND COVERAGE RATIOS AND" THE 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 . 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 9. THE SIZE AND LOCATION OF ALL EXISTING AND PROPOSED: PUBLIC: AND PRIVATE UTILITIES AND EASEMENTS; WATER AND SEWER TAP LOCATIONS; SEWER CLEANOUTS AND TURNS; ANDY WATER, METER TYPES, SIZES AND LOCATIONS. h. ALL PROPOSED LANDSCAPING AND THE DIMENSIONS: AND: LOCATION, OF. ALL PROPOSED FLOODELEVATIONS. INTERVALS OR SPOT ELEVATIONS. RELATIVE FINISHED GROUND. AND BASEMENT FLOOR GRADES. DESIGNATIONS. OWNERSHIP OF THE VARIOUS FACILITIES. 3 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 FULLI PRIOR TOTHE DEVELOPMENT PERMIT BEING ISSUED, SITECONSTRUCTIONPLANS FOR ATL METAL ROOFING & SIDING WEST STREET CITY OF PARKER, FL BAY COUNTY FEBRUARY, 2023 A REVISED. 10/25/23 CITY OF PARKER SUBMITTAL REVIEW COMMENTS NO. 2 A REVISED. 1/22/24 CITY OF PARKER SUBMITTAL REVIEW COMMENTS NO. 3 PROJECT LOCATION ryIMT9 INDEX TO SHEETS COVER SHEET/INDEX. GENERAL NOTES EXISTING CONDITIONS/DEMO. PLAN. LAYOUT PLAN GRADING PLAN. EROSION CONTROL PLAN STORMWATER DRAINAGE PLAN. LANDSCAPING PLAN. CONSTRUCTION DETAILS. BOUNDARY SURVEY er VICINITYMAP DEVELOPER/OWNER 423TARTAN' WAY ENTERPRISE, AL36330 TEL:( (334)-701-6583 NES PROJECT NO. FL0012-22 COASTALACQUISTIONS: OF FLORIDA, LLC. UTILITIES PLAN. 10-11 APPENDIXA PROJECT LOCATION THIS ITEMI HAS BEEN SIGNEDA AND SEALEDE BY PHILLIPE E. SANTORA P.E. ON THE DATE ADJACENT TO THE SEAL. os Digitallysi signedbyPhilipE E Santora Santora STATEOF Phillip Date:2 202412.19151252- -0600" PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALEDA AND1 THE SIGNATURE MUST BE VERIFIED ONA ANY COPIES. LANDUSEMAP TO SCALE 2431 HIGHWAY DOTHAN, ALABAMA 36305 "ansthtarmontasa PHONE (334) 673-9895 NRIHSTAR PROJECT 0012-22 DATE: FEB., 2023 SCALE: NTS DRAWN BY: GENERAL NOTES EROSIONASEDNENTCONTROLNOTES orrcle for groding srane peniit from Ct e the he 2 T aing molete en occomplls shedn E The cut be ocessed E Proctor Denalty (ASTI mtets: m: aiye opproved Indepandent lesting 3 7005Y. bsesins : pgradn : E Testk - for L E epresentallve 13. Concrete shall minimum 2B-doy compressie stenglhat 3,000pslu Pe: bens n properlye : P trench P s Phot forc compllance with OOSHA guldellnes endregulcllons pett: Gge cfts wplero T construelion le. manholes, volveb boxes, cleonouta,. etc, match a ayail Bl' beginning sholls secure cityo ond schedule foroll droinoge ondwrosion the shollp minimum lopsol construction. by topsol. ops The MRt PRQECTD DEVELOPER/OWNER COASTAL ACQUISITIONS OF FLORIDA, LLC. PHILUP SANTORA, P.E. 423 TARTAN ENTERPRISE, AL_36330 CONTACT: PHILLIP SANTORA (334) ENGINEER OF RECORD NORTHSTAR ENGINEERING SERVCES 2431 HARTFORD HWY. DOTHAN, 36305 (334) 673-9895 UTLIYOWNERS Bs COAST COOPERATVE 6243 E 32404 (850) 265-3631 FLO 3706 W. 23RD GAS (850) 914-6143 32405 ELEPHONE KCABLES SERVICES fso 769-1616 (6s0) SHEET 2 PROJECT FEB., 2023 SCALE: "-30 BY: OUCH BY: REVISIONS: EASTHIGHWAY98 (70'R/W) o" SRS PRE LEGEND 6712) E VECTED)- CSORASAT "-30 SHEET 3 11 TASTHIGHNIAYZA 7V'R/W) DATE: FEB., 2023 "-30 BY: REVISIONS: LEGEND accC CHART EAST SHEET 0 T.B.M.HI 2S SRINe TEDSECE Ao DATE: 2023 SCALE: "-30 DRAWN BY: BY: REVISIONS: TASTHIGHWAY 7.45 LEGEND REEE b SHEET 5 11 PROJEC No. DATE: FEB,2023 SCALE: 1-30' BY SER CANRAL HOTERCNSTE RAST HIL REVISIONS: LEGEND TRE CW TGBARES IORTAEATE Ba SHEET 6 OF 11 B.M.#1 EPRGPDN FAST GHWAY9 (70'R/W) DATE: 2023 SCALE: DRAWN BY: ROUCH BY: LEGEND POND WESTERN RETENTION POND FE bod SHEET 7 11 T.B.M.#I AA DATE: SCALE: DRAWN BY: APPROVED PASTHIGHWAYEH LEGEND E - SOFT."C /EE E EAST 2NDSTREET 'R/W) GMOTATE SHEET 69 11 LANDSCAPING SCHEDULE RASTI HIGHNVAY BY: APPROVEDB REVISIONS: LEGEND SUEDINC 898808 EAST 2NDS STREET 50'R ORPAEATE boi 9 11 Consideringthe: above: alla accessible parkingspacesn mustbed designaled bluepaint. Floridala lawis applledina additiont tothes standardd described InMUTCD.] Thecorrect arkings accessible spaces! have bothy while and DATE: bluestripes aisles arer inwhite. thisIs applled with theblue SCALE: paint' inside' thev whilep paint fort the spaco (seed Florida Departmentof Transportation OrbRmp whichi illustrates the 711-001.) EMM MAMMMA BY: APPROVED_BY: REVISIONS. COWPACTED (MP.)- STANDARD DUTY ASPHALT PAVEMENT SECTION SCALE THICK CONCRETE WALK HEAVY DUTY ASPHALT PAVEMENT SECTION SCALE fuher 0bh00 Design Standardss tothe for travellanes blue stripes. Also, doscribeda Flarida provides oridai 12 access Twoa GRAVELI PAVEMENT SECTION EpMEr F5-S ASPHALTPAVING ATSIDEWALKD DETAIL ACCESSIBLI El HANDICAP SIGN AND STRIPING DETAILS CURBTAPER SECTION_B-B E DARD UNPAVED AREAS PIPELINE INSTALLATION NO SCALE PAVED AREAS PIPELINEI INSTALLATION NO SCALE CONCRETE WHEELSTOP SECTION_A-A WIH SAIIS D 3 IRCALSDEWAIKFLAN PLAN SECTION WALK EXPANSION JOINT NO SCALE SECTION (SAWED) NO SCALE SWEEP TEE SANITARY SEWER CLEANOUT SHEET 10 11 CURBED CONCRETE FLUME DETAIL BY: REVISIONS: PLAN 8988 SECTION STORMD OUTLET PROTECTION 2017 G-6 ENTRANCE G-4 -3 ECA OCATEWR BEALW SEEN FRE BE PANTED ACCORDING ma VIL TRE HHANT SHEET 11 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 for1 the developemnti in Parker, Bay County, Florida. The work was performed ing 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 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 off further assistance, please do not hesitate to contact us. findings, conclusions, and recommendations. Sincerely, NOVA Engineering and Environmental, LLC EE C No. 60147 STATEOF FLORID MNAL 4 KocVbongals K. Nick Gonzalez Staff Engineer William L. Lawrence, P.E. Principal Engineer Floridal Registration No. 60147 Copies Submitted: Addressee (electronic) PROFESSIONAL I PRACTICAL I PROVEN 17612 Ashley Drive, Panama City Beach, Florida 32413 1.850,49.682/1.8 850.249.6683 / usanova.com TABLE OF CONTENTS 1.0 INTRODUCTION. 1.1 NAMEANDLOCATION OFF PROJECT. 1.2 AUTHORIZATIONAND: SCOPE OF STUDY.. 2.0 PROJECT INFORMATION 2.1 SITE PLANS AND DOCUMENTS 2.2 PROJECT SITE. 2.3 PROPOSED DEVELOPMENT. 3.0 SUBSURFACE EXPLORATION. 3.1 AREA GEOLOGY. 3.2 LOCAL EXPERIENCE. 3.3 FIELDE EXPLORATION. 3.4 LABORATORYTESTING. 3.5 SUESURFACECONOTIONS: 4.0 GEOTECHNICAL, ASSESSMENT. 5.0 RECOMMENDATIONS 5.1 SITE PREPARATION. 5.2 EXCAVATION. 5.3 FILLPLACEMENT 5.4 FOUNDATIONS. 5.5 SLAB-ON-GRADE. 2 2 10 11 11 12 12 14 15 16 17 20 21 5.6 STORMWATER MANAGEMENT SYSTEM RECOMMENDATIONS 5.7 PAVEMENT CROSS SECTION DESIGN. 5.8 DRAINAGE CONSIDERATIONS 6.0 LIMITATIONS. APPENDICES Appendix A - Figures and Maps Appendix B - Subsurface Data Appendix C- Laboratory" Test Data Geotechnical Engineering Report 909 West Street Warehouse October. 25, 2023 NOVA Project Number 10111-2023184 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 ANDLOCATION 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 Ad description of the site, fieldwork, laboratory testing and general soil conditions encountered, together with a Boring Location Plan and individual Test Boring 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 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 Recommended quality control measures (i.e., sampling, testing, and inspection Recommended pavement sections based on assumed traffic loading and subgrade strengths estimate from correlation with test borings, laboratory data, and soil report includes: Records. necessary based on the boring results. criteria for suitable fill materials will be provided. requirements) for site grading and foundation construction. types collected from the test borings. NOVA Page 1 Geotechnical Engineering Report 9091 West Street Warehouse October: 25, 2023 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 oft this geotechnical explorationand evaluation. 2.0 PROJECT INFORMATION Our understanding of 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 andi 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 willi include the construction ofas 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 909 West Street Warehouse October: 25, 2023 NOVA Project Number 10111-2023184 The warehouse structure is anticipated to be of metal frame construction supported by as shallow foundation system. Maximium Loads Final structural loading details were not available from the Design Team at the time of the issuance ofi this report. Wel have therefore assumed that maximum loadings fori the proposed structure will not exceed 75 kips per column for isolated interior columns and 81 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 909 West Street Warehouse October 25, 2023 NOVA Project Number 10111-2023184 3.0 SUBSURFACE EXPLORATION 3.1 AREAGEOLOGY 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 oft 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 no. 9 Soil Name Lakeland Sand Oto 5 Percent Slopes Soil Description Depth to Seasonal Depth (in) 0-80 HighGroundwater (in) More than 80 Sand 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 909 West Street Warehouse 3.3 FIELD EXPLORATION October 25, 2023 NOVA Project Number 10111-2023184 Our field exploration was conducted on September 22 and October 3, 2023, and Four 15-foot-SPT borings at locations provided byt the Client (designated B-11 through Two 10-foot-auger borings at locations provided by the Client (designated S-1 and S- One Double Ring Infiltration (DRI) test at al 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. Ifincreased accuracy is desired by the Client, test locations and elevations 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 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 included: B-4 in the attached Appendix). 2). may be surveyed. strata. Actual transitions between materials may be gradual. safety concerns. SPTBorings The test borings were performed using the guidelines of ASTM Designation D-1586, "Penetration Test and Split-Barrel Sampling of Soils". Amud 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 909 West Street Warehouse October 25, 2023 NOVA Project Number 10111-2023184 ins 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 LABORATORYTESTING 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 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 thet tested soil sample. The sieve analysis testing NOVA Page 6 Geotechnical Engineering Report 909 West Street Warehouse October 25, 2023 NOVA Project Number. 10111-2023184 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 Ar 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 ini 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 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 performed ini this study. request otherwise. 3.5 SUBSURFACE CONDITIONS The followingparagraphs; provide generalized descriptions oft 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 909 West Street Warehouse Native Soils October 25, 2023 NOVA Project Number. 10111-2023184 The soil borings generally encountered veryl 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 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 (SP-SC, SC) to the maximum explored depth of about 15 feet BEG. 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 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. Astabilized groundwater table was not encountered ini the test borings at thet time of our finali field exploration, which occurred duringaperiod ofr 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 the original surface topography. bet towards the south (i.e., towards nearby Parker Bayou). NOVA Page 8 Geotechnical Engineering Report 909 West Street Warehouse October. 25, 2023 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 ini the late fall to winter and highest ini the early spring tor 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 tot they values provided by 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 (ft)** Not Encountered Not Encountered Not Encountered Not Encountered Not Encountered Not Encountered Estimated Seasonal Depth (ft)** Below 15 feet Below 15 feet Below 15 feet Below 15 feet Below 151 feet Below 151 feet Test Boring B-1 B-2 B-3 B-4 S-1 S-2 Soil Type* Sand Sand Sand Sand Sand Sand Groundwater Depth High Groundwater * Based ont the NRCS Soil Survey provided AppendixA ** Fromt the existing ground surface NOVA Page 9 Geotechnical Engineering Report 909 West Street Warehouse October 25, 2023 NOVA Project Number 10111-2023184 4.0 GEOTECHNICALASSESSMENT 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 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 ont 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, 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 ecommendations, if necessary. The following sections present our ecommendations for site preparation and grading, and for geotechnical engineering principles and practices. rock, roots, and organics. the design of foundations. NOVA Page 10 Geotechnical Engineering Report 909 West Street Warehouse October: 25, 2023 NOVA Project Number. 10111-2023184 5.0 RECOMMENDAIONS 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 subsequentlyl re-used inl 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 ont the proposed construction and elocated/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 ofthe 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 oft the maximum dry density as determined by the Modified Proctor test method (ASTMI D-1557), as equipmentofthiss size can typicallyi 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 Verification oft the improvement oft thel 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, chokings stone intot the exposeds subgrade,etc.) NOVAshould observe the compaction of the subgrade tol 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 byt the geotechnical engineerint the soil horizon all SPT borings performed for this project. properties. can be rendered in the field as these tests are performed. field at thei time of construction. NOVA Page 11 Geotechnical Engineering Report 909 West Street Warehouse 5.2 EXCAVATION October 25, 2023 NOVA Project Number. 10111-2023184 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. Its should be noted that the Contractor is solely responsible for site safety. This information is provided only as as service and under no circumstances should NOVAbe assumed to be responsible for construction site safety. Each excavation should be observed and classified by an 05HA-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 421 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 Astabilized groundwater table was note encountered in the test borings during of ouri 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 FILLPLACEMENT FillS 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 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) duringsignificant: rain events priort tot their potential replacement and compaction. re-use as fill and/or backfill soils. NOVA Page 12 Geotechnical Engineering Report 909 West Street Warehouse October. 25, 2023 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 ini thin, horizontal loose lifts (maximum 8-inch) and compacted to ar 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 (3to 4 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 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, atl 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 The: site: should be graded during construction to maintain positive drainage away from the construction areas, to prevent ponding of stormwater ont 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 inches) may be necessary. recommendations. feet of continuous stripi foundations is also recommended. day of work. NOVA Page 13 Geotechnical Engineering Report 9091 West Street Warehouse 5.4 FOUNDATIONS General October 25, 2023 NOVA Project Number. 10111-2023184 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, fori the proposed structure. Ifa any of the above stated design assumptions are found to be incorrect or are revised, NOVAshould be contacted immediately SO that additional analyses can be performed to determine ift 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 Foundations bearing on densified existing soils and/or compacted structural fill, as recommended in this report, may be designed employing a maximum allowable soil 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 Settlement: Settlements for as 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 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. support the proposed structure. bearing pressure of 1,500 pounds per square foot (psf). grades. believe the estimated: settlements are reasonably conservative. NOVA Page 14 Geotechnical Engineering Report 909 West Street Warehouse October 25, 2023 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 42 inch. The final deflected shape of the structure will be dependent on actual Foundation support conditions are highly erratic and may vary dramatically in short horizontal distances. It is anticipated that the geotechnical engineer may recommend adifferent bearing capacity upon examination of the actual foundation subgrade at 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 andi the structural engineer, as well as other design 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 Ifai 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 foundation locations and loading. numerous locations. and construction team members, will be required. saturated soil. 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 toi 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 909 West Street Warehouse October 25, 2023 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 uponsubgadespreparedinaccordance with 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 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, previous recommendations. racks, orf for mat foundation design. (ACI 360R-10). 5.6 STORMWATER MANAGEMENT SYSTEM RECOMMENDATIONS NOVAunderstands that the stormwater management: system (SMS) toi treat and dispose of stormwater runoff associated with the proposed development is desired to consist of aconventional 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 909 West Street Warehouse October 25, 2023 NOVA Project Number. 10111-2023184 SMS SOIL DESIGN PARAMETERS Corresponding Soil Boring Testl Location Approximate Depth to Confining Stratum, BEG** Measured Vertical Hydraulic Conductivity (Kv)* Estimated Lateral Saturated Hydraulic Conductivity (KA)* Measured In-Situ Infiltration Rate (DRI) Estimated Fillable Porosity of Soil S-1,S-2, and B-2 Below 151 feet 7ft/day 10ft/day 151 in/hr.* 20% Not Encountered Below 151 feet Average Depth to Stabilized Groundwater Table, BEG Estimated Average Normal Permanent SHGW Table, BEG** **Relative to the maximum explored depthi int test borings. * Factors of Safety have not been applied to the noted! hydraulic conductivity: andi infiltration values. 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 fort 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 thel 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 909 West Street Warehouse October 25, 2023 NOVA Project Number. 10111-2023184 All asphalt material and paving operations should meet applicable specifications of the Asphalt Institute and FDOT requirements. Al NOVA technician should observe placement and perform density testing of the stabilized subgrade and base course materials as well as asphalt. Wer recommend using the parameters shown for at 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 6inches 12i inches FDOT Approved Crushed Limerock, Crushed Concrete, or Graded Aggregate Base (GAB) Material (minimum LBR of 100) Stabilized Subgrade Course (minimum LBR of4 40) 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 FDOTm mix) Asphaltic Concrete Structural Course (such as a 12.5 mm SuperPave approved FDOT mix) FDOT Approved Crushed Limerock, Crushed Concrete, or Graded Aggregate Base (GAB) Material (minimum LBR of 100) Stabilized Subgrade Course (minimum LBR of4 40) 1inch 142 inches 8i inches 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 of4 401 fort the Stabilized: Subgrade Course (SSC, whichist the upper 12i 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 40s should be specified for the final (12-inch) lift of fill for pavement areas being All asphalt material and paving operations should meet applicable specifications oft 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 installed over fill. asphalt. NOVA Page 18 Geotechnical Engineering Report 9091 West Street Warehouse Rigid Pavements October 25, 2023 NOVA Project Number 10111-2023184 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 employmentofadesgn modulusofsubgrade: reaction (k) equal to 150 pounds per cubic Wer recommend using the designs in Table: 3 for Standard Duty and Heavy-Duty concrete inch. (rigid) pavement sections. Table 3- Recommended Rigid Pavement Sections STANDARD DUTYPAVEMENT SECTION Minimum Pavement Thickness 542 Inches Minimum Pavement Thickness 8Inches Maximum Control Joint Spacing Recommended Saw-Cut Depth 10 feet x: 101 feet HEAWYDUTY! PAVEMENTSECTION 13/s Inches Maximum Control Joint Spacing Recommended Saw-Cut Depth 121 feet) x 121 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 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 joints. NOVA Page 19 Geotechnical Engineering Report 909 West Street Warehouse October 25, 2023 NOVA Project Number 10111-2023184 be 44 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 We also recommend allowing NOVA to review and comment on the final concrete pavement design, including section and joint details (type ofj joints, joint spacing, etc.), prior tot the start of construction. Fori further details on concrete pavement construction, please reference "Building Quality Concrete Parking Areas", published by the Portland supportworkers and equipment. 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, ifp provided, should be installed to properly protect foundations from changing moisture conditions, including fluctuating shallow perched/aterally flowing subsurface water levels. All foundation drains, if provided, should be properly daylighted or connected to storm drain structures to remove all wateri 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 909 West Street Warehouse October 25, 2023 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 oni to represent conditions ats significantly later dates or at locations not explored. The opinions included herein arel 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 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 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 oft this report or thei 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 oft the data int 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 concerns, and re-evaluate our conclusions and recommendations. construction. lieu of all other statements or warranties, either expressed or implied. NOVA Page 21 APPENDIX A Figures and Maps Z B B e Z 8 3334000 3334010 3334020 3334030 3334050 3334060 3334070 3334080 85°36'28-W ESISOM 85° 85° 3334000 3334010 3334020 3334030 3334040 3334050 3334060 3334070 3334080 003 m Soil Map-Bay County, Florida 909 West Street Warehouse Map Unit Legend Map Unit Symbol Totals for Area ofl Interest Map Unit Name Lakeland sand, Oto5 5p percent slopes Acres in AOI Percent of AOI 9 1.6 1.6 100.0% 100.0% USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/11/2023 Page3of3 Map Unit Description: Lakeland sand, Oto 5 percent slopes--Bay County, Florida 909 West Street Warehouse Bay County, Florida 9--Lakeland sand, 0 to 5 percent slopes National map unit symbol: 2rzOn Elevation: 100 to400f feet Mean annual precipitation: 40 to 69 inches Mean annual air temperature: 63 to 70 degrees F Frost-free period: 190 to 310 days Farmland classification: Not prime farmland Lakeland and. similar soils: 80 percent Minor components: 20 percent the mapunit. Description of Lakeland Setting Map Unit Setting Map Unit Composition Estimates are based on oDservations, descriptions, and transects of Landform: Hills on marine terraces Landform position wo-dimensiona): Summit, shoulder Landform position (hree-dimensiona): Interfluve Down-slope shape: Convex Across-slope shape: Linear Parent material: Sandy marine deposits Typical profile A-0to7inches: sand C-7to 80 inches: sand Properties and qualities Slope: 01 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Very low very high (5.95 to 19.98 in/hr) Depth to water table: More than 80i inches Frequency oft flooding: None Frequency of ponding: None mmhos/cm) Interpretive groups Capacity of the most limiting layer to transmit water (Ksat): High to Maximum. salinity: Nonsaline to very slightly saline (0.0to2.0 Available water supply, 0 to 60 inches: Low (about 3.1 inches) Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A (R133AY002FL) Other vegetative classification: Longleaf Pine-Turkey Oak Hills USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey Page 10/11/2023 1of3 Mapl Unit Description: Lakeland sand, Oto5 51 percent slopes---Bay County, Florida 9091 West Street Warehouse Hydric soil rating: No Minor Components Troup Percent ofi 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 xeric uplands (G133AA111FL) Hydric soil rating: No Percent of map unit: 5 percent Landform: Hills on marine terraces Landform position (wo-dimensiona): Summit Landform position (hree-dimensiona): Interfluve Down-slope. shape: Linear, convex Across-slope. shape: Convex, linear Oak Hills (R133AY002FL) Hydric soil rating: No 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 Percent of map unit: 2 percent interfluves on marine terraces Down-slope shape: Convex Across-slope shape: Convex, linear assigned (G133AA999FL) Hydric soil rating: No Percent of map unit: 2 percent Landform: Ridges on marine terraces Landform position (wo-dimensiona);: Summit Other vegetative classification: Sandy soils on ridges and dunes of Bonifay Other vegetative classification: Sandy soils on rises, knolls, and ridges of mesic uplands (G133AA121FL), Longleaf Pine-Turkey Foxworth Albany Landform: Knolls on marine terraces, ridges on marine terraces, Landform position wo-dimensiona): Summit, shoulder Landform position three-dimensiona): Interfluve, side slope, tread Other vegetative classification: Forage suitability group not Chipley USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/11/2023 Page 2of3 Map Unit Description: Lakeland sand, Ot to5 5p percent slopes---Bay County, Florida 909 West Street Warehouse Landform position (hree-dimensiona): Interfluve Down-slope shape: Convex Across-slope shape: Linear mesic uplands (G133AA131FL) Hydric soil rating: No Other vegetative classification: Sandy soils on rises and knolls of Data Source Information Soil Survey Area: Bay County, Florida Survey Area Data: Version 23, Aug 24, 2023 USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/11/2023 Page 3of3 APPENDIX B Subsurface Data NOVA KEY TO BORING LOGS UNIFIED SOIL CLASSIFICATION SYSTEM SYMBOLS AND ABBREVIATIONS DESCRIPTION No. of Blows ofa 140-lb. Weight Falling 30 Inches Requiredt tol Drive a Standard! Spoon 1Foot Weight of Drill Rods Weight of Drill Rods and Hammer Sample from Auger Cuttings Standard Penetration' Test Sample Thin-wall Shelby" Tube Sample (Undisturbed. Sampler Used) Percent Core Recovery from Rock Core Drilling Rock Quality Designation Stabilized Groundwater Level Seasonal High Groundwater! Level (also referred to ast the W.S.W.T.) Not Encountered Groundwater Not Encountered Boring Terminated Fines Content or %.F Passing No. 200 Sieve Moisture Content Liquid Limit (Atterberg! Limits Tést) Plasticity Index (Atterberg! Limits Test) Coefficient of Permeability Organic Content SYMBOL N-Value WOR WOH MAJORI DIVISIONS GRAVELS CLEAN 50%or GRAVELS more of coarse fraction retainedo on GRAVELS No.4 4 sieve WITHFINES CLEAN SANDS SANDS 5%orless More than passing! No. coarse 12% orr more 4sieve passing 200: sleve No. SC** SILTS AND CLAYS Liquidli limit 50% or less SYMBOLS GROUP GP GC TYPICAL NAMES GW Well-gradedg grevels andg gravel- sandmklures, lttleo ornof fnes Poorlys graded gravels and gravelsandmixtures, litled orno fines GM Sityg gravels andg gravel-sand- sitn mixtures Clayeygravels: andg gravel- sand-cley mixtures SW" Well-gradeds sands andg gravelly sands, Mtlle ornoh fines Poorlygraded sands and Clayeysands, sand-clay mixtures Inorgaric sils, very! Ines sands, ML rockn lour,silty or clayey fine sands Inorganic clays oflowto medump plasticty, gravelly days. sendyclays, leanclays OL Organics siltsa andc organic sity clayso ofk lowp plashcily MH Inorganics diamicaceous sits, micacoous fnes sands or or sits, elastics sills CH Inorgaric plasticty, clays orc fat clayso clays ofhigh Organicdays ofr mediumt to highplasticty Peat, muck end otherhighly organics soils 50%of 200 sleve SP** graveliysands, litllo orno fines passes fraction No. SANDS with SM** Sitys sands, sand-sitr mixtures %F REC RQD V V NE GNE BT -200(%) MC (%) LL PI K Org. Cont. CL SILTS AND CLAYS LiquidI limit greater than 50% OH PT "Based ont ther material passing the 3-inch (751 mm) sieve * Use dual symbol (such as SP-SM and SP-SC) for soils with more than 5%b butl lesst than 12% passing thel No. 200: sieve G.S. Elevation Ground Surface Elevation RELATIVE DENSITY (Sands and Gravels) Very loose-L Lesst than 4 Blow/Foot Loose- - 4to 10 Blows/Foot Medium Dense- - 11 to30E Blows/Foot Dense -31 to 50 Blows/Foot Very Dense - More than 50 Blows/Foot CONSISTENCY (Silts and Clays) Very Soft - Less than: 21 Blows/Fool Soft -2to4 4 Blows/Foot Medium Stiff - 5to 8E Blows/Foot Stiff-9to 15 Blows/Foot Very Sliff- 1 161 to 30 Blows/Foot Hard- - More than 30E Blows/Foot RELATIVE HARDNESS (Limestone) Soft-1 100 Blows for more than: 2Inches Hard 1 100 Blowsf for less than 21 Inches MODIFIERS Trace 5% or less With Silto orV With Clay- 6%t011% Siltyor Clayey-1 12%to3 30% Very Silty or Very Clayey-31%t to 50% Components int the Soil Sample Trace- Less than 3% Few 3%b to4% Some- -5 5%to8% Many- Greater than 8% Trace -5%c ork less Few- 6%to 12% Some-1 13%t03 30% Many- -31%t to 50% These modifiers Provide Our Estimate Constituents (Silt or Clay Size Particles) in the Soil Sample These Modifiers Provide Our Estimate oft the Amount of Organic oft the Amount of Minor These Modifiers Provide Our Estimate oft the Amount of Other Components (Shell, Gravel, Etc.)i int the Soil Sample PROJECT NAME: 909) West Street Warehouse PROJECT LOCATION: Parker, Bay County, Florida DATE: 9/22/2023 NOVA RECORD B-1 PROJECT NO.: 2023184 DRILLED BY: L.Griffin DRILLING METHOD: Mud Rotary INITIAL GW DEPTH: y GNE Material Description CLIENT: Northstar Engineering Services, LLC. TEST BORING LOCATION: See Boring Location Plan ELEVATION: Existing Grade LOGGED BY: N. Gonzalez HAMMER: Manual EST. SHGW DEPTH: 7 GNE 0 N-Value (Blows per Foot) A Moisture Content (%) > Organic Content (%) Fines Content (%) 10_20 304050_60-70 80_90 LL 0 SAND with trace organics and building debris (from the recently demolished building) (SP) Very loose to medium dense light brown fine-grained SAND (SP) 10 16 15 Note: Boring Terminated at 151 feet Page 1of1 PROJECT NAME: 909 West Street Warehouse PROJECT LOCATION: Parker, Bay County, Florida DRILLED BY: L.Griffin DRILLING METHOD: Mud Rotary INITIAL GW DEPTH: y GNE Material Description DATE: 9/22/2023 NOVA RECORD B-2 PROJECT NO.: 2023184 CLIENT: Northstar Engineering Services, LLC. TEST BORING LOCATION: See Boring Location Plan ELEVATION: Existing Grade LOGGED BY: N. Gonzalez HAMMER: Manual EST. SHGW DEPTH: 7 GNE o N-Value (Blows per Foot) A Moisture Content (%6) - Organic Content (%) Fines Content (%) 10_20 30_40_50 6070_80_90 LL 0 SAND with trace organics and building debris (from the recently demolished building) (SP) Very loose to loose light brown fine-grained SAND 5 (SP) 2 10 Medium dense light brown to grey fine-grained slightly clayey SAND (SP-SC) 11 15 Note: Boring Terminated at 151 feet Page 1of1 PROJECT NAME: 909 West Street Warehouse PROJECT NO.: 2023184 PROJECT LOCATION: Parker, Bay County, Florida LOCATION: See BoringLocation Plan DRILLED BY: L.Griffin DRILLING METHOD: Mud Rotary INITIAL GW DEPTH: y GNE Material Description DATE: 9/22/2023 NOVA TEST BORING RECORD B-3 CLIENT: Northstar Engineering: Services, LLC. ELEVATION: Existing Grade LOGGED BY: N.G Gonzalez HAMMER: Manual EST. SHGW DEPTH: Z GNE o N-Value (Blows per Foot) Moisture Content( (%6) 0 Organic Content (%) Fines Content (%) 10_20 3040_50 60_70'80_90 LL 0 SAND with trace organics and building debris (from the recently demolished building) (SP) Loose light brown fine-grained SAND (SP) 10 Medium dense grey fine-grained clayey SAND (SC) 16 15 Note: Boring Terminated at 151 feet Page 1of1 PROJECT NAME: 909 West Street Warehouse PROJECT LOCATION: Parker, Bay County, Florida DATE: 9/22/2023 NOVA RECORD B-4 PROJECT NO.: 2023184 CLIENT: Northstar Engineering Services, LLC. TEST BORING LOCATION: See Boring Location Plan ELEVATION: Existing Grade LOGGED BY: N.Gonzalez HAMMER: Manual EST. SHGW DEPTH: 7 GNE DRILLED BY: L.Griffin DRILLING METHOD: Mud Rotary INITIAL GW DEPTH: y GNE Material Description e N-Value (Blows per Foot) AI Moisture Content (%) 20 Organic Content (%) DF Fines Content (%) 10_20 0400.80. LL 0 SAND with trace organics and building debris (from the recently demolished building) (SP) Very loose to loose light brown fine-grained SAND (SP) 10 Medium dense light brown to grey fine-grained slightly clayey SAND (SP-SC) 16 15 Note: Boring Terminated at 151 feet Page 1of1 PROJECT NAME: 909 West Street Warehouse PROJECT LOCATION: Parker, Bay County, Florida LOCATION: See Boring Location Plan DRILLED BY: N.Gonzalez DRILLING METHOD: Hand Auger INITIAL GW DEPTH: y GNE Material Description DATE: 10/3/2023 NOVA TEST BORING RECORD S-1 PROJECT NO.: 2023184 CLIENT: Northstar Engineering Services, LLC. ELEVATION: Existing Grade LOGGED BY: N.Gonzalez HAMMER: None EST.SHGW DEPTH: Z GNE o N-Value (Blows per Foot) Moisture Content( (%) Organic Content (%) Fines Content (%) 10_20 30 40 50 60_70 80_90 SAND with trace organics and building debris (from the recently demolished building) (SP) Light brown fine-grained SAND (SP) 10 Boring Terminated at 10f feet 15 Note: Page 1of1 PROJECT NAME: 909 West Street Warehouse PROJECT NO.: 2023184 PROJECT LOCATION: Parker, Bay County, Florida LOCATION: See Boring Location Plan DRILLED BY: N. Gonzalez DRILLING METHOD: Hand Auger INITIAL GW DEPTH: y GNE Material Description DATE: 10/3/2023 NOVA TEST BORING RECORD S-2 CLIENT: Northstar Engineering Services, LLC. ELEVATION: Existing Grade LOGGED BY: N. Gonzalez HAMMER: None EST. SHGW DEPTH: Z GNE e N-Value (Blows per Foot) Moisture Content (6) 0 Organic Content (%) Fines Content (%) 10_20 30_4050_60-70. 8090 LL 0 SAND with trace organics and building debris (from the recently demolished building) (SP) Light brown fine-grained SAND (SP) 10 Boring Terminated at 101 feet 15 Note: Page 1of1 Project: Project Location: Project Number: Date(s)ofTest TestN Melhod Areal Inner Ring Area Outer Ring Area Annular Space 909 West Street Warehouse Bay County, Florida 10111-2023184 Report of DRI-1 Clear tapy water 80°F 83°F PerE Boring Location Plan October 3, 2023 Testedby ASTM D3385 Loggedb by 110.75sq. in. Checkedby 447.69s sq. in. See Auger Boring Recordf for SoilF Profile 334.59s sq.i in. Approx. Elevation N.G Gonzalez N. Gonzalez W.L Lawrence 9in. belowg grade Weather Typeofliquid Liquid Temperature Soil Temperature Localion INCREMENTAL INFILTRATION RATE: vs. TOTAL ELAPSED TIME Inner Ring Volume (gal) 1.2 0.8 0.8 1.2 1.2 1.2 1.2 Outer Ring Volume (gal) 6.3 5.9 5.5 5.5 5.5 5.2 5.1 Time 11:10 11:20 11:30 11:40 11:50 12:00 12:10 Elapsed Time (minutes) 10 10 10 10 10 10 10 Infiltration Rate (In/hr) 14.9 9.9 9.9 14.9 14.9 14.9 15.2 Infiltration Rate (In/hr) 19.6 18.4 17.2 17.2 17.2 15.9 15.8 Comments Testb aftera a3 30- minute begana saturation period. Infiltration Rate 25.0 20.0 15.0 10.0 5.0 0.0 --Inner Ring -Outer Ring 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 = 15.4in/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 Number B-1 B-1 B-2 B-3 B-3 B-4 B-4 Sample Natural Moisture Percent (%) Organic Content (%) 2 1 1 1 1 1 1 USCS Soil Classification SP SP SP SP SC SP SP Depth (ft) 0-2 2-4 2-4 4-6 1342-15 0-2 2-4 (%6) 2 3 4 5 13 3 4 Passing Sieve #200 5 5 5 5 25 5 5 NOVA Lab Summary - Page 1of1 N 3 3 U 5 % % APPENDIX D Support Documents Important nformation about This Gentechnica-anygineering Report Subsurface problems are a principal cause of.constructiong delays,cost overruns, claims, and disputes. Whiles your cannot eliminater all suchrisks,you can manage them The following information is provided to help. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structuret theirs services tor meet the specific needs oft their clients.. A gcotchnial-enghering study conducted: fora a civil engineer may not fulfill ther needs of is unique, each geotechnial-enginering: report is unique, assessment oft their impact. Geotechnical. engineers cannot accept responsibility orl liability for problems that occur because their reports do not consider developments ofr which they were not informed. ac constructor a construction contractor - or even: another Subsurface Conditions Can Change civil engineer. Because each geotechnical- engineering study A geotchnial-enginering: report is based on conditions that prepared: solelyf for the client. No one except yous should rely on study. Do not rely on ag geolchnmil-engnerting report whose this cotchnial-enginering report without firsto conferring adequacy may) have been affected by:t the passage oft time; with the geotechnical engineer whoj preparedi it. Andi no one man-made events, such as construction on or adjacent to the - not even you -S should apply this report for any purpose or site; or natural events, such asf floods, droughts, earthquakes, existed att the time the geotechnical engineer performed the project except the one originally contemplated. Read the Full Report Serious] problems have occurred because thoser relying on agoiechmialenginewing: report didi not readi ita all. Do not rely on an executive: summary. Dor not reads selected elements only. a Unique Set of Project-Specific Factors include: the client's goals, objectives, and risk-management size, and configuration; thel location oft thes structure on the indicates otherwise, do not rely onag geotc.hnica-emginering report that was: not) prepared for you; not! prepared for your project; not! prepared for thes specific site explored; or completed beforei important project changes were made. Typical changes that can erode the reliability of an existing geotechnicl-engnering report include thoset thata affect: industrial plant toar refrigerated warehouse; ofthe proposed structure; thec composition oft the design team; or project ownership. or groundwater fluctuations. Contact the geotechnical engineer before applying this report to determine ifiti is stillr reliable. A minor amount ofa additional testing or analysis couldj prevent Most Geotechnical Findings Are Professional Site exploration identifies subsurface conditions onlyatt those taken. Geotechnical engineers review field: andl laboratory site. Actual subsurface conditions may differ - sometimes the geotechnical engineer who developedy your reportt to major problems. Opinions Geotechnical Engineers Base Each Report on points where subsurface tests are conducted ors samples are Geotechnical engineers consider many unique, project-specific data andt then applyt their professional judgment to render factors when establishingt the scope ofas study. Typical factors an opinion about subsurface conditions throughout the preferences; theg general nature oft the structurei involved, its significantly: = fromt thosei indicated inj your report.. Retaining site; and other planned or existings sitei improvements, such as provide eoltchnia-construction observation ist the most access roads, parkingl lots, andi undergroundi utilities. Unless effective method of managingt the risks associated with theg geotechnical engineer who conducted thes study specifically unanticipated conditions. A Report's Recommendations Are Not Final Dor not overrely ont the comfrmation-dependent recommendations: included inj your report. Confrmation- dependent recommendations are notj final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations. onlyby observing actual subsurface conditions revealed during construction. The geotechnical recommendations ift that engineer does not! perform the recommendations' applicability. Agaahchmiealfnghering Report Is Subject toN Misinterpretation cotchnial-engnering reports has resulted in costly the function of thep proposeds structure, as wheni it's changed engineer who developed) your report cannot assume from aj parkings garage to and officeb building, or froma al light- responsibility or liability for the report's comfrmation-dependent thee elevation, configuration, location, orientation, or weight georcmica-onsiruction observation required to confirm the As a general rule, alwaysi inform your geotechnical engineer Other design-team members' misinterpretation of ofp project changes--eveni minor ones-and request an problems. Confront thati risk byl havingy your geotechnical afters submitting ther report.. Also retain) your geotechnical engineer tor review pertinent elements oft the designt team's plans and specifications. Constructors can also misinterpret ag geotechnial-enginering: report. Confront that riskby others recognize their own responsibilities: and risks. Read engineer should respond fully and frankly. Environmental Concerns Are Not Covered Thee equipment, techniques, andj personnel usedt toj perform engineering report does not usually relate any environmental thel findings, likelihood conclusions, ofe or recommendations; e.g., about problems have led to numerous project failures. have not ask) your geotechnical consultant for risk-I engineer confer with appropriate members of the design team these! provisions closely. Ask questions. Your geotechnical having) your geotechnical engineer participate inj prebida and an environmental. study differs significantly from thoset used to preconstruction conferences, and! by providing geotechnical perform a geotechnicals For that reason, construction Geotechnical observation. study. ag geotechnical- Do Not Redraw the Engineer's Logs based upont their interpretation off fieldi logs and laboratory eotechnial-enginering report should never be redrawn photographic ore electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Constructors a Complete Report and can make constructors liable for unanticipated: subsurface Toh help! prevent costly problems, give constructors the a clearly written] letter oft transmittal. In thatl letter, advise encourage themt to confer with theg geotechnical engineer encountering underground storaget tanks engineers prepare finall boring andt testingl logs or regulated contaminants. Unanticipated environmental data. Toj prevent errors or omissions, thel logsi includedina yet obtained your own environmental. information, Ifyoul fori inclusion: in architectural or other design drawings. Only guidance. Do not rely on an environmental: management report prepared someone else. with Mold for Obtain Professional, Assistance To Deal Diverse strategies can! be applied during! building significant amounts ofr moldi from growing oni prevent indoor surfaces. the express purpose ofr mold prevention, integratedi intoa professional mold-prevention consultant. Becausej oversightbya as amount ofv water or moisture can leadt tot the development justa small of focus on! keeping! building surfaces dry. While Guidance Some owners and design professionals mistakenly believe they construction, operation, andi maintenance to] design, conditions byl limiting what they provide for bid preparation. Tol be effective, alls suchs strategies should be devised for complete geokechnial-enginering: report, but! prefacei ity with comprehensive plan, ande executed with diligent ofbid development: and that the report's accuracyi isl limited; severe moldi infestations, many mold- prevention strategies whoj prepared ther report (a modest fee mayl be required) and/ water infiltration, ands similari issues mayl havel groundwater, been addressed ort to conduct additional studyt to obtain thes specific types of as partofthe geotechnical- engineering: whose information they need or prefer.. A! prebid conference can: also are conveyedi int this report, the geotechnical study be valuable. Be: sure constructors haves sufficient time toj perform charge oft this] project is notar moldj constructors that ther report was not prepared for purposes findings in engineer additional study. Only then might youl bei inaj position to give constructors theb besti information available toy you, while requiring them toa atl least shares some oft the financial responsibilities: stemming from unanticipated conditions. Some clients, design professionals, and constructors failt to other engineering disciplines. This lacko ofu understanding has created unrealistic expectations that havel ledt to none oft thes services performed in connection prevention with consultant; the geotechnical engineer's study were designed or conducted the purpose of mold prevention. Proper implementation ofthe for recommendations conveyed in this report will not ofitse/fbe sufficient to prevent moldj from growing in or ont thes structure Read Provisions Responsibility Closely involved. recognize that geotechnical engineeringi is far less exact than Rely, on Your GBC-Member Geotechnical disappointments, claims, and disputes. Tol help reduce the risk Geoprofessional! Business Association ofs such outcomes, geotechnical engineers commonlyi include engineers to a wide array ofrisk-confontationt exposes geotechnical a variety ofe explanatory provisions int their reports. Sometimes that can be ofg genuine benefit fore everyone involved techniques with labeled" limitations," many oft these provisions indicate where a construction; project. Confer withy you GBC-Member geotechnical engineers' responsibilities begin ande end, tohelp geotechnical engineer for more information. for Additional Assistance Engineer Membership int the Geotechnical Business Council ofthe GEOTECHNICAL eGapeéasimualihaissA Association GEF BUSINESS COUNCIL 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: into@geoprolsionalotg wwngeoprolesonalorg byanyr Copyright2 means whatsoever, 2015 by Geoprofessional iss strictly prohibited, Business excepty Association with GBA's (GBA).1 specific Duplication, written reproduction,' or copyingo oft this document, ori its contents, inv whole ori inp part, isp permitted only witht thec express written permission ofGBA, ando only for purposes permission. ofs scholarlyr Excerpting. research quoting, orl or book otherwise review. extractingy members wording from thisd document this document asad complement too or: asane element ofag geotechnical- engincering report. Any other firm, individual, oro other entity Only, thats so usest ofG this GBA document may use without beingaGBAr membero could bec commiting negligento or intentional (fraudulent): misrepresentation. EASEMENT This EASEMENT ("Easement") is made and entered into as of this day of fark 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 ("Grantee"). 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, bargain and sell unto Grantee a non-exclusive easement over, under, upon, through, across and onto that çertain 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 Grantée as a part of the development of the Property (collectively Facilities") ànd structures related to the Facilities and rights of Grantee to ingress and egress over, across and: through the 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. 545 Reservâtion of Rights. Grantor reserves and retains all rights in the Property not specifically granted herein, including, but not limited to; 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, heirsi successors and assigns. 72 Title. Grantor covenants to Grantee and Grantee's successors and assigns that Grantor is the fee simple owner of the Property and thel Development and the Property and the Development is free from all liens and encumbrances whatsoever, excépt ad CITY By: Oules Buchaine Address: 1001 WPAL St PLeV, PL 32404 mbulyes Nme Printed: bimberk Address:oor PNRKER FA 3240 STATE OF FLORIDA COUNTY: OF, BAY of Apzil Name Printed:wc, LAuchaype ANDREW as Mayor MT KELLY, Rp WRR C The: foregoing instrument was acknowledged before me by means of physiçal presençe or (J online notarization, on this 2ND ACQUITIONS OF FLORIDA, LLC, a Florida limited liability company, who is personally known to me or who has produced 2024, by PHILLIP E. SANTORA, as Manager of COASTAL day as identification, QAI dalfy, of said entity. DuNhOMEN NOTARY" SIGNATURE STATE OF FLORIDA ALAbomg COUNTY OF BAY Housoy Shirley Prater ws Epiniseza 9 unnl 11 ISTATE AN The forègoing instrument was acknowledged beforé me by (1 physical. presence or [1 online notarization, on this 2BF of APKIL 1 2024, by WILLIAM H. CARR, as Manager of COASTAL day ACQUITIONS OF FLORIDA; LLC, a Florida limited liability company, who is personally known to me or who has produced of as identification, on bghagf,aid entity RY / Shirley Prater E Expires 6/8/2027 & CAETASS MMwyPorw NOTARY SIGNATIRE STATE OF ELORIDA COUNTY OF BAY, ofMasck The foregoing instrument was acknowledged before me by means of CA physical presence or 11 online notarization, on this 26day Parker, Florida who is personally known to me or who has produced 2024, by ANDREW KELLY, as Mayor of the City of as identification, on behalf of said u Dnlfidud NOTARY SIGNATURE THIS INSTRUMENT PREPARED BY: TIMOTHY J. SLOAN, ESQ., TIMOTHY J. SLOAN, P.A., 427 MCKENZIE AVENUE, PANAMA ÇITY, 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. HH073994 Bonded EHXIBIT "A" A strip of land 10 feet in width running the entire frontage and abutting the road/highway right-of-way of the following along described property: Parcel 1: Thè West 50 feêt" 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 West; according. to Plat thereof recorded Lot 25, LESS thé 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 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 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 Bayi in the Public Records of Bay: County, Florida. Parcel 2: in thé Public Records of Bay County, Florida. Parcel 3: County, Florida. Parcel 4: County, Elorida. CoPY valorem taxes not yet due and any mortgage of a mortgagee that has executed and delivered to Grantee a joinder and consent to this Easement. 8. Binding Covenarts. 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 essençe as to IN WITNESS WHEREOE, the parties hereto have executed and delivered this document as of the first date written abové. all terms and provisions of this Easement. WITNESSES ÇOASTAL ACQUISITIONS OF FLORIDA, LLÇ By: PiEi PHILLIP E. SANTORA, as Manager Y4 Name HL Address PrintedlBn 8431 Nicnos Heptfc HwY Dathaig AL 36305 Lanrish Name. Printed: WVathan Vomfsh Address: 2431 Har-fard Hwy Lotpne AL 36305 Mll Pulat Name Printed Goobl Puiont Address:243 HArtord Buy Dothan, AL 30305 M NamelPrinted:z MALK AmAH Address: 2431 Heat fodo Mighuny DoHon, A 362-) By: Sz WILLIAM H. CARR, as Manager NARTHSTAR ENGINEERINGSERVIGES October 26, 2023 Stormwater Management Report AIII 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 runoffrates 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 toj perform the calculations. The results oft the calculations are summarized as follows: Thej pre-development site and contributing area consists of one (1) subarea. This is named "Pre Development Area" is area that flows to the southwest corner of the property. It consists of2.88 acres with a curve: number of74.1 (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 Pre-Development: "Pre Development Area". Its properties are as follows: durations ofthe 100-year storm event, respectively. (3/157). Post-Development: Thej 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 DOTHAN, AL: 36305 OFFICE: (334)673.9895 FAX: (334) 673.1846 WW.NORTHSTARENGINEERING.COM "Post to West" is area that will be detained within the proposed dry detention pond ("Western! Pond"). It will consist of1.212 acres with a curve number of70.5 (34/157). Its "Post to South" is area that will be detained within thej proposed dry detention pond ("Southern Pond"). It will consist of0.364 acres with a curve number of 85.4 (33/157). "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 of43.0 (32/157). Its time of concentration ist to be 5.0 minutes (18/157). Thej post-development peak flows to the outfall are tol 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 oft 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 oft 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 oft 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 oft the 100- 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 time ofc concentration is to be 5.0 minutes (minimum). Its time of concentration is to be 5.01 minutes (minimum). year storm event (3/157). 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 ofs 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 15.4in/hr with a factor ofs 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 oft 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 of 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 of15.4 in/hr with a factor ofs 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 HARTFORDI HWY DOTHAN, AL3 36305 OFFICE: (334)673.9895 FAX: (334) 673.1846 WWW.NORTHSTARENGINEERING.COM the pond with an elevation of21.50(127/157) toj 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 mel know ify you have any questions or need any additional information. Sincerely, Phillip E. Santora, P.E. Northstar Engineering Services, Inc. 2431 HARTFORD HWY DOTHAN, AL 36305 OFFICE: (334)673.9895 FAX: (334) 673.1846 WWW.NORIHSTARENGINEERING.COM RTHSTAR ENGINEERING SERVICES REQUIRED1 TREATMENT VOLUME CALCULATION: & RECOVERY TIME CALCULATIONS Dryl Detention System "Western Pond" Contributing Area=1 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 = (0.626 a:0B-Ca 0.63 1.212 ac. Treatment Volume (1 in x Runoff Coefficeint) = 0.63(1.212 ac)(1 in)(43560/E/ae). 2771.72ft3 12in/ft Treatment Volume (0.5in) = 0.50 (1.212 ac.)(1 n)(435602 2199.78ft3 12in/ft 2771.72ft3 >2199.78ft3 Treatment Volume y-mRPP-asn "Western Pond" Stage Storage Area (ac) 0.019 0.039 0.068 Elevation 18.00 19.00 20.00 Volume (Total)(ac.f) 0.000 0.028 0.081 Height ofTreatment Volumei in Pond (between elevations 19.00 and 20.00): =19.00- + (20.00- - 19.00) (0.0640 ac.ft-0.028 ac.fe)] = 19.68 L(0.0810 ac.ft-0.028 ac.fr). Required Recovery Time Calculations Design) Infiltration Rate=7.7i in/hr Recovery Time - 20.16in 2.62 hrs (<72h hrs) Depth tol Drawdown = 19.68-1 18.00=1 148R-18/12n-2016m 77 2431 HARTFORD HWY DOTHAN, AL3 36305 OFFICE: (334)673.9895 FAX: (334) 673.1846 WWW.NORTHSTARENGINEERING.COM Dry) Detention System "Southern Pond" Contributing Area 0 0.364. Acres Required Treatment Volume Calculations: Impervious Area = 0.286 ac. (0.95) Grassed'Landscaped. Areas =0.078: ac. (0.25) Runoff Coefficient = (0.2860 ac,-0.95)+(0.078 ac.40.25) - 0.80 0.3640 ac. Treatment Volume (1 inx Runoff Coefficeint) = 0.80(0.364ac) in)(3.560f/ae), 1 1057.06ft3 12in/ft Treatment Volume (0.5 in) = 0.50(0.364ac)1 In)(43560/2 660.66ft3 12in/ft 1057.06 ft3 >6 660.66ft3 Treatment Volume Required=1 15206/P-0024aeR "Southern Pond" Stage Storage Area (ac) 0.000 0.015 0.038 0.050 Elevation 19.33 20.00 21.00 21.75 Volume (Total)(ac.ft) 0.000 0.003 0.029 0.062 Height ofTreatment Volume inl Pond (between elevations 28.00 and 29.00): 2 20.00 + (21.00- 20.00) [(0.04ac.ft-0.003 ac.fe)) = 20.81 L(0.0290 ac.ft-0.0030 ac.ft). Required Recovery Time Calculations Design) Infiltration Rate=7 7.7i in/hr Recovery Time 9.72in = 1.261 hrs (<721 hrs) Depth tol Drawdown = MK-AP-APIE-TH 7747 2431 HARTFORDI HWY DOTHAN, AL3 36305 OFFICE: (334)673.9895 FAX: (334) 673.1846 WWW.NORTHSTARENGINEERING.COM PROJECTN No. DATE: FEB. 2023 SCALE: 1"-30 DRAWN STUDY AREA-2.88 AC. EXISTING AREA-1.67 AC. EXISTING GRAVEL AREA-0.07 AC. EXISTNG PERVIOUS AREA-1.14AC. REVSIONS: EAST 2NDSTREET E2nd St (50' R/W) RSISARNAES SAE bS No. 0012-22 DATE: FEB. 2023 SCALE: "-30 DRAWN BY: BY: REVISIONS: FAST HIGHWAY98 STUDY AREA-2.88 PROPOSED IMPERVIOUS AC. PROPOSED SITE PERVOUS AREA=1.86 AC. cocery OSTTOSOUTH, EAST STREET RPSE SHEET 696 Scenario: 100 year (2 hour) Post-Development Devalopment PondPack CONNECT Edition [10.02.00.01) Page1 1of1 Bentley Systems, Inc. Haestad! Methods Solution Center 27 Siemon Company Drive Suite 200W Watertown, CT 06795 USA +1-203 -755-1666 AIlMetal Parker.ppc 2/14/2024 City of BARKER IBLISHIED CITY OF PARKER AGENDA ITEM SUMMARY 1. DEPARTMENT MAKING REQUEST/NAME OFF PRESENTER: 2. MEETING DATE: Erick Rankin (Dewberry) 02/04/2025 3.F PURPOSE: Planning Board Recommendation - Final Plat Approval 4. ISTHIS 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 4 HOHS EFTCUGFEROHNE TII Cityo of PARKER ABLISIEDY CITY OF PARKER AGENDA ITEM SUMMARY 1.D DEPARTMENT MAKING REQUEST/NAME OF PRESENTER: 2. MEETING DATE: Farrell 3.P PURPOSE: 02/04/2025 Planning Board Recommendation = 512 & 51811"StN 4. ISTHIS ITEM BUDGETED (IF APPLICABLE) YES NO N/A X Parcel # 25163-000-000 (512 11ths StN) and Parcel # 25160-000-000 (51811"StN) PLANNING BOARD APPROVED FOR RECOMMENDATION THE REQUESTTO SPLITEACHLISTED PARCELINTO2LOTS TO DEVELOP SINGLE FAMILY HOMES AGENDA ITEM # 5 CITY OF PARKER 1001 WEST PARKS STREET, PARKER, FLORIDA, 32404 TELEPHONE (850)871-4104-FAXI (850)871-6684 Gityof KER Request for Date of Submittal: BLDG Permit #: Land Use Designation: Parcel ID#: 25163-200-c00 Combining or Separation of Parcel Applicant Information: Name of Property Owner: Jeremy Farrell Site Location: SI2N. im Shreet Panama Gity FL 32404 Telephone #: B01-628-326 Email: pshaysfl.em Reason for Parcel Split or Combination: Budding Singl fmily_homes Submit detailed professional survey showing proposed combination or split of parcel. Ihereby 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 myl knowledge Signature of Applicant: BBR Date:_ 10/8/2024 Signature of Approval: Comments: Date: CITY OF PARKER 1001 WEST PARKSTREET PARKER, FLORIDA, 32404 TELEPHONE 04D-MIBIIRA Cityof SIED Request for Date of Submittal: BLDG Permit #: Land Use Designation: Parcel ID#: Combining or Separation of Parcel Applicant Information: Name of Property Owner: Jeremy Fargll-finbettign Tangell Site Location: 518 ITh SL Telephone #: 901:00293216 Email Jeremy Opuckaninghneficen Reason for Parcel Split or Combination: Puildling Single Familytiones Submit detailed professional survey showing proposed combination or split of parcel. Ihereby 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 myl knowledge Signature of Applicant: Signature of Approval: Comments: Date: 44/25 Date: SesRana 0 9 0 (N/B, .0s) HIBON 133415 HLII Cocoo1) unos) 00'001 M.25.9P.00s (ooz6t) (HIaCN) (00191.28692 1616€ 3.90.42.00N Lcgzu.or 821 I8ZI M.15.9P.00S 8 (o0ryi) O0CPL M.00S2.00s 00 3.0052.00N (cccoi) (HISON) IN3A3SV 3OVNMEC. 0I Cosezs; GHIHGN) 81924 3-8pS2.00N F378) MaVa AHONDH LEGALI DESCAIPTON-PROPOSED LOT1 (AS SURVEYED) COMMENCE, AT/ AF FOUND 1/2" REBAR MARKING THEI NE CORNER OF PARCEL: 2/ AS RECORDED IN OFFICIAL RECORD BOOK4 4776, PAGE: 2134, BAY COUNI,FIORDAAND ALSO BEING THE POINT FROM: SAID POINT OF BEGINNING; THENCE. ALONG1 THE WESTI RIGHT OF WAY LINE OF 11TH STREET NORTH (50' RW,S00-4657-WAI DISTANCE OF 100.00 FEET TO A 1/2" REBAR CAP (LB#8096); THENCELEAVING SAIDI RIGHT OFI WAYL LINE N 89028'58"WAI DISTANCE OF 152.12FEET TOA1/2" REBAR CAP (LB#8096); THENCE N 00°36'16" EAI DISTANCE OF 100.00 FEETT TOA1/2" REBAR CAP (LB#8096); THENCE: S 89028'58"EAD DISTANCE OF 152.43 FEETT TO THE POINT OF BEGINNING. SAID LOTL LYING IN AND BEING Al PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA. AND CONTAINING 0.35 ACRES, MORE ORLESS. TOGETHER WITHAPROPOSED 20'WIDE INGRESS/EGRESS EASEMENT. LEGAL DESCAPTON-PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT OF BEGINNING. COMMENCE, AT Al FOUND 1/2" REBARI MARKING THE NE CORNER OF PARCEL: 2. AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE: 2134, BAY COUNTY, FLORIDA;THENCE ALONGTHE WEST RIGHT OFWAYI LINE OF11TH STREET NORTH (50' R/W) S 00°46'57"WAI DISTANCE OF 100.00 FEET TOA1/2" 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" WAD 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" EA AI DISTANCE OF 20.00 FEET; THENCE: S 89°28'58" EA DISTANCE OF: 226.11 FEETTO THE POINT OF BEGINNING. SAIDI EASEMENT LYINGI INA AND BEING. A PART OF SECTION 13, TOWNSHIP. 4 SOUTH, RANGE 14' WEST, BAY COUNTY, FLORIDA/ AND CONTAINING0.10) ACRE, MORE ORI LESS. LEGAL DESCRPTON-PROPOSED LOT2( (AS SURVEYED) COMMENCE, AT AF FOUND 1/2" REBAR MARKING THE NE CORNER OF PARCEL 2A AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNTY, FLORIDA; THENCE N 89028'58"WA DISTANCE OF 152.43 FEETTOA1/2" REBAR CAP (LB#8096). AND ALSO BEING THE POINT OF FROM: SAID POINT OF BEGINNING; THENCE: SC 00°3616"WAI DISTANCE OF 100.00 FEETTOA1/2" REBAR CAP (LB#8096); THENCEI N 89°28'58" WA Al DISTANCE OF 147.88 FEETTO A1 1/2" REBAR CAP (LB#8096), REFERENCE; THENCE N 89028'58" W AD DISTANCE OF4 4.24 FEET; THENCE N 00°25'00"E AI DISTANCE OF 100.00 FEETT TOA A1/2" REBAR CAP (LB#8096); THENCE S 89°28'58" EAD DISTANCE OF 152.45 FEETTO THE POINT OF BEGINNING. SAID! LOT LYING IN AND BEING AI PART OF SECTION 13, TOWNSHIP. 4 SOUTH, RANGE 141 WEST, BAY COUNTY, FLORIDA AND CONTAINING 0.35A ACRES, BEGINNING. MORE ORLESS. TOGETHER WITH AI PROPOSED 20'WIDE INGRESS/EGRESS EASEMENT. LEGAL DESCAPION-PAOPOSED 20' WIDE INGRESS/EGRESS EASEMENT COMMENCE, AT AFOUND 1/2" REBAR MARKING THE NE CORNER OF PARCEL: 2A ASI RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE: 2134, BAY COUNTY, FLORIDA; THENCE ALONGTHE WEST RIGHT OF WAY LINE OF 11TH STREET NORTH (50' WWASOPMESTPWADSTANCE OF 100.00 FEET TOA1/2" REBAR CAP (LB#8096) AND ALSO BEING THE POINT OF BEGINNING. FROM: SAID POINT OF BEGINNING; THENCE CONTINUING ALONG SAID RIGHT OFI WAY S 00°46'57" WADISTANCE OF 20.00 FEEETHENCELEAVING SAID RIGHT OF WAY N 89028'58"W/ AI DISTANCE OF: 226.01 FEET; THENCE N 00031'02" EADISTANCE OF: 20.00 FEET; THENCE S 89028'58" EA DISTANCE OF 226.11 FEETTO THE POINT OF BEGINNING. SAID EASEMENT LYING IN AND BEING A PART OF SECTION 13, TOWNSHIP. 4SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDAAND CONTAINING 0.10 ACRE, MORE ORI LESS. Captanp 2433) LEGAL DESCAPION-PROPOSED LOT 1(AS SURVEYED) ATA 1/2" REBAR THE NE CORNER OF PARCEL 2A5 IN OFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNT: FLORIDAA AND ALSO BEING THE POINT OF BEGNNING. FROM SAID POINT OF BEGINNNG THENCE THE WEST RIGHT OF_WAY 11TH (50' R/)S WA DISTANCE OF 100.00 0046'57" 1/2" REBAR CAP (B/8096): THENCE LEAVNG SAID DISTANCE OF 152.12 FEET TOA1/2"R REBAR CAP (LB#8096) THENCE W.003616" DISTANCEOF 100.00 FEET TOA 1/2" REBAR CAP (LB#8096): THENCE S-8928'58"E EADISTANCE OF 152.43 FEET TOT POINT OF BEGNNING. SADLOT BEINGA PARTOF SECTION 13, TOWNSHIP SOUTH, 14_WEST, Eca COUNTY FLORIDA AND CONTANNG 0.35A ACRES, MORE ORLESS. TOGETHER WTHAA PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT LEGAL DESCRIPTION-P -PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT COMMENCE ATAFOUND 1/2"REBAR THE NE CORNER OF PARCEL 2AS RECORDED NOFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNTY, FLORIDA: ALONG THE WEST RIGHT OFWAY_LNE OF 11TH STREET R)S 004657-WA OF FEETT TOAT 1/2" REBAR CAP (B#8096) AND ALSO BEING POINT OF BEGINMNG. FROM SAD OF BEGNNING THENCE CONTNUING ALONG SAID RIGHT OFWAY $004657" OF 20.00F FEET: THENCE LEAVING SAID WAY N-8928'58" OF 226.01 FEET 20.00FEET THENCE 89:28'58"EA DISTANCE 226.11 FEET 70 POINT SAID EASEMENT LYNG SOUTH, RANGE WEST, BAY COUNTY, RORDA AND CONTANNG 010ACRE, MORE OR LESS. SITE NBVIKO NTS FEETTOA ROCAOTIANOAROPODA WIDE INGRESS/EGRESS. EASEMENT P.O.B.-LOT1 FND1/2-REBAR CORNER RECORDED 4776,PG-2134 COUNTY. 1/2" REBAR 4433 635 VICINITYMAP GRAPHIC SCALE FND_1/2-REBAR NOCAP,BENT S89°2858"E 152.43' LOT1 0.35ACREt $89°28'58"E 152.45' LOT2 60') DISTANCEOF N89-2858"W 152.12' N89028'58" W. 226.01" P.O.B.- 20' WIDE NGRESECRESEAGEMENT N003102"E 20.00' PROPOSED 20' WIDE. LOT3 S00-4657"W 20.00 LOT4 NOTES: MPROVEMENTS HAVE BEEN LOCATED AS UNDERGROUND UTILITIES HAVENT BEEN VERIFIED AND MAYDIFFER FROM THE SHOWN HEREON. BEFORE DIGGING CALL SUNSHINE 811 LINE LOCATORS SURVEY, PLAT OR WAS WAS SOLELY BASED ON THE INFORMATION OBTAINED FROM PUBLIC RECORDS PROVIDEDTO DEED REFERENCE MADE TO OFFICIAL RECORDE BOOK 3812, PAGE 533 AND OFFICIAL RECORD DRcoE 3812, PAGE 535. BEARINGS HEREON ARE BASED ON_F FLORIDA STATE PLANE COORDINATES (NORTH ZONE)AS FROMA SOLUTION USING RTK GPS AND OPUS SOLUTIONS. ALLD DISTANCES SHOWN HEREON ARE ECET THEREN BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAY BE FOUNDIN THE_PUBLIC RECORDS OF THE LABILITY TO THE SURVEYOR EXCEED THE AMOUNT PAIDF FOR THIS SURVEY. THIS SURVEY_MAP OR REPORT OR MeE COPIES SIGNATURE ELECTRONICALLY SIGNED PER 5J-17.062.0F THE FLORIDA ADMNISTRATVE CODE. THE_USEOF THIS BOUNDARY SURVEY IN CONJUNCTION WTHA AN" OWNERS AFFIDAVT" OR ANY OTHERI WHICHIS DESIGNED TRANSFER TITLE WITHOUT A_CURRENT SURVEYISNOT PERMTTED OR SUPPORTED SURVEYOR. AND_WIL_INVALDATE IHIS_SURVEY DRAWINGIS INTENDED B E PRINTED ON 11X17.IF PRINTED INADIFFERENT SIZE THE SCALE WILL INACCURATE THE_FLOOD RATE MAP PUBLISHED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY FOR BAY COUNTY, FLORIDA, MAP NUMBER 12005C0363H. EFFECIVEDATE 6-2-2009. THIS SITE LES WITHIN ZONE DEFINESAS "AREAS DETERMINED TOBE OUTSIDE THE 0.2% ANNUAL FLOODPLAIN." PLS. LEGEND O A 9 0 @ - THE OFA AND CHAMBERS OR'E 1101 BENT FND_5/8" REBAR THEP PROPERIY IS-LOCATED. NOTV VALID THE OFA FLORIDA LICENSED SURVEYOR AND MAPPER, OR FND1 1/2" REBAR 5.2'EASTOF CORNER 2043 /F_CIY OF: FLORIDA COUNTY OF: BAY THE THE FLORIDA BOARD OF BELIEF. WAS FOR ACCORDANCE THE OF GPAGFASE FARRENAL SURVEYORS AND MAPPERS AS SET DEFINED INCHAPTER 5J-17.051 OF SET BY THE FLORIDA LAND AND MAPPERS TOSECTION 472.008 AND SECTION 472.027 OF THE FLORIDA STATUES AND TO BE TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND ACCORDING TO MY SURVEY THIS THE 4TH DAY OF OCTOBER. 2024 JUSTIN R. THOMLEY. FLORIDA LS 7039 IN INC. SPLIT SURVEY PROJECTNO: 512&518 11THSTREET NORTH CITY RLINE WOODFENCE 01 Capianps LECAL DESCRPION-PROPOSED LOT2 2(AS SURVEYED) COMMENCE ATA FOUND 1/2" REBAR THE NE OF PARCEL 2AS RECORDED IN BOOK 2134, BAY COUNTY, FLORIDA: 89:28'58" WA DISTANCE OF FEET TOA 1/2 REBAR CAP (1B/8096) ANDA ALSO BEING THE POINT OF BEGINNNG FROM SAID BEGINNNG: THENCE 003676" DISTANCE OF 10000FEET TOA 1/2" REBAR CAP (LB#8096) THENCE TOA REBAR CAP (LB#8096). REFERENCE THENCE 8928'58" WA OF 4.24 THENCE 002500" DISTANCE OF 100.00 FEETTOA REBAR CAP THENCE 89:28'58" EA DISTANCE OF 152.45 FEETTO K SAID LOTL LYNG BEINGA OF SECTION 4SOUTH, RANGE 14 WEST, BAY COUNT FORIDA AND CONTANNG as ACRES, MORE ORLESS. TOGETHER WITHA PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT (243) DISTANCE OF 147.88 Q SITE NSVIKO Storag VICINITY MAP NTS GRAPHIC. SCALE 30 (1"= 60') P.O.C-LOT2AND PROPOSED: 20 WIDE INGRESS/EGRESS FND1 1/2" REBAR EASEMENT THE 4776. PG:2134 BAY COUNTY, FLORIDA P.O.B.-LOT2 FND1/2-REBAR N89°2858" W 152.43' LOT1 LEGAL DESCRPION-PROPOSED 20' WDE EASEMENT COMMENCE ATA FOUND 1/2"K REBAR MARKING THE CORNER OF PARCEL 2AS IN BOOK PAGE 2134, BAY COUNTY, FLORIDA: THENCE THE OF WAY LNE OF 1ITH STREET NORTH (50' DISTANCE OF 100.00 FEET TOA 1/2" REBAR CAP (1B/8096) ANDA ALSO BEING THE POINT OF BEGINNNG. POINT OF BEGNNNG THENCE CONTINUING ALONG SAID S.0046'57" OF 20.00 FEET; THENCE LEAVNG SAID RIGHT WAYA 89:28'58" DISTANCE OF 226.01 FEET; THENCE DISTANCE OF20.00 FEET; DISTANCE 226.11 FEET TO BEGINNING EASEMENT APART SECTON 13, SOUTH, RANGE WEST, BAY COUNTY, FLORIDA AND CONTANNG 0.10ACRE, MORE ORLESS. S89°28'58"E 152.45' LOT2 0.35ACREt N89028'58"W 4.24' N89-2858W 147.88 REFERENCE N00-3102'E 20.00' 89928 N89928 226.01' P.O.B-20WIDE INGRESS/EGRESS! EASEMENT NOTES: S00-4657"W 20.00 LOT4 20 WIDE LOT3 AS SHOWN, UNDERGROUND UTILITES HAVENT BEEN VERIFIED THE INFORMATION SHOWN HEREON. BEFORE DIGGING CALL SUNSHINE 811 PLAT OR WAS WITHOUT THE BENEFIT OFA TILE SEARCH, AND SOLELY BASED ON THE INFORMATION OBTAINED FROM PUBUC RECORDS AND/OR PROVIDEDTO DEED REFERENCE MADE TO OFFICIAL RECORD BOOK 3812, PAGE 533 AND OFFICIAL, RECORD BOOK 3812. PAGE 535. 3. BEARINGS HEREON AREE BASED ON FLORIDA STATE PLANE COORDINATES (NORTH ZONE)AS DERIVED GEODETIC SOLUTION USING RTK GPSAND OPUS SOLUTIONS. ALL DISTANCES DISTANCES. RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBEF FOUNDIN OF THE COUNTY WHERE THEP PROPERTY IS-LOCATED. TOT THE SURVEYOR NOT EXCEED THE PAID FOR THIS SURVEY. REPORT COPIES OFT THEREOF ARE NOT_VALIDV THE AND ORIGINAL RAISED SEAL OFAF FLORIDA LICENSED SURVEYOR AND MAPPER,OR ELECTRONICALLY SIGNED PER OF THE FLORIDA 5J-17.062 ADMNISTRATINE THE_USE OF THIS SURVEYN CONJUNCTION WITH AN "OWNERS AFFIDAVT" ORANY TRANSFER TITLE ACURRENT SURVEYISNOT PERMITED OR THIS SURVEYOR, AND_WLLI THIS SURVEY. TO_BE PRINTED ON 11X17.1F PRINTED INADIFFERENT SIZE THE BE RATE MAP PUBLISHED BY THE FEDERAL EMERGENCY NAGEMENT COUNTY, FLORIDA, MAP NUMBER 12005C0363H. EFFECTIVE DATE 6-2-2009. THIS WITHIN ZONE XDEFINESAS "AREAS DETERMINED TO_BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN." LEGEND N/F 4048 CHAMBERS ORBK PG1101. FND_5/B'REBAR OCAP,BENT FND_5/B"REBAR CAP(B7431) o A 9 @ 0 @ REBAR CORNER FLORIDA COUNTY OF: BAY THE SURVEY SHOWN HEREON WAS PREPARED FOR THE STANDARDS OF PRACTICE GPEMCN SURVEYORS AND MAPPERS AS SET DEFINED IN CHAPTER 5J-17.051OF THE FLORIDA ADMNISTRATIVE CODE AS SET FORTH BYTHE FLORIDA SOARD PROFESSIONAL LAND SURVEYORS AND MAPPERS PURSUANT TO 472.008 AND SECTION ANDTO_BE TRUE AND CORRECT TO THE BESTOFMY KNOWLEDGE AND BELIEF. ACCORDING TO MY SURVEY THIS THE 4TH DAY OF OCTOBER. 2024 JUSTIN R. THOMLEY FLORIDA 157039 IN STATUES V16-3936"E (NOO'00'00"E) 2A PLS. 7039 STATE_OF FLORIDA WIDEI SPLIT 512&518 11TH STREET NORTH JEREMYF FARRELL PANAMA BAY COUNT) FLORIDA 01 EASEMENT LEGAL DESCRPION-PROPOSED LOT: 3 (AS SURVEYED) COMMENCE) ATAFOUND 1/2" REBARI MARKING' THE NE CORNER OF PARCEL 2 AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE: 2134, BAY COUNTY, FLORIDA; THENCE, ALONG THE WEST RIGHT OFV WAYI LINE OF 11TH STREET NORTH (50' R/W) S 00°46'57" W AI DISTANCE OF 100.00F FEET TOA A1/2" REBAR CAP (LB#8096); THENCE CONTINUING ALONG: SAIDI RIGHT OF WAYL LINES 00°46'57" W ADISTANCE OF 128.11 FEETTO A5 5/8" REBAR CAP (LB 7431); THENCE LEAVING SAID RIGHT OFV WAY LINE N 89029'46" W AI DISTANCE OF 151.70 FEETTOA1/2" REBAR CAP (LB#8096) FROM: SAID POINT OF BEGINNING; THENCE N 89°29'46" WA AI DISTANCE OF 151.73 FEETTOA1/2" REBAR CAP (LB#8096); THENCE N 00°25'00"EAI DISTANCE OF 128.18 FEET; THENCES 89028'58"E AI DISTANCE OF 4.24 FEETT TO A1/2" REBAR CAP (LB#8096), REFERENCE; THENCES S8 89°28'58"EA DISTANCE OF 147.88 FEETT TO A1 1/2" REBAR CAP (LB#8096); THENCE S 00°35'33" WA ADISTANCE OF 128.14 FEETTOTHE POINT OF BEGINNING. SAID LOTI LYING IN ANDI BEING AF PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDAAND CONTAINING 0.48 ACRES, AND. ALSO BEING THE POINT OF BEGINNING. MORE ORI LESS. SUBJECT TOAPROPOSED 20' WIDE INGRESS/EGRESS EASEMENT. LEGAL DESCRIPTION-PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT COMMENCE. AT/ AFOUND 1/2" REBARI MARKINGTHE NE CORNER OF PARCEL 2 AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE 2134, BAY COUNTY, FLORIDA; THENCE. ALONG THE WEST RIGHT OF WAYI LINE OF 11TH STREET NORTH (50' R/W) S00P4657'WAI DISTANCE OF 100.00F FEET FROM: SAID POINT OFE BEGINNING;THENCE CONTINUING ALONG SAID RIGHT OF WAY SO 00046'57" WAI DISTANCE OF 20.00 FEET; THENCE LEAVING SAID RIGHT OF WAYI N 89028'58" W/ Al DISTANCE OF: 226.01 FEET; THENCEI N 00°31'02"EAI DISTANCE OF 20.00 FEET; THENCE: S 89028'58"EA DISTANCE OF: 226.11 FEETT TO THE POINT OFI BEGINNING. SAID EASEMENT LYING IN ANDI BEINGA PART OF SECTION 13, TOWNSHIP. 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA. AND TOA1/2" REBAR CAP (LB#8096). AND ALSO BEING THE POINT OF BEGINNING. CONTAINING 0.10 ACRE, MORE OR LESS. LEGAL DESCRPION-PAOPOSED LOT 4 (AS SURVEYED) COMMENCE/ ATAFOUND 1/2" REBARI MARKINGTHE NE CORNER OFI PARCEL 2 AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE: 2134, BAY COUNTY, FLORIDA; THENCE. ALONG THEWEST RIGHT OFI WAY LINE OF 11TH STREET NORTH (50' WWIS0ASSTWADSIANCE OF 100.00FEET FROM: SAID POINT OF BEGINNING; THENCE CONTINUING ALONG SAID RIGHT OF WAY LINES 00°46'57" WA ADISTANCE OF 128.11 FEETTO A5 5/8" REBAR CAP (LB 7431); THENCE LEAVING SAID RIGHT OFWAY LINE N 89029'46" W, Al DISTANCE OF 151.70 FEETTO A1/2" REBAR CAP (LB#8096); THENCEI N 00°35'33" EAD DISTANCE OF 128.14 FEETTOA1/2" REBAR CAP (LB#8096); THENCES 89°28'58"1 EAD DISTANCE OF 152.12 FEETTO' THE POINT OF BEGINNING. SAID LOT LYING IN/ AND BEING AF PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDAAND TOA1/2" REBAR CAP (LB#8096) AND ALSO BEINGTHE POINT OF BEGINNING. CONTAINING 0.48 ACRES, MORE ORI LESS. TOGETHER WITHAPROPOSED 20" WIDE INGRESS/EGRESS EASEMENT. LEGAL DESCRPION-PAOPOSED 20' WIDE INGRESS/EGRESS EASEMENT COMMENCE, AT/ AFOUND 1/2" REBARI MARKING THE NE CORNER OF PARCEL2A AS RECORDED IN OFFICIAL RECORD BOOK 4776, PAGE: 2134, BAY COUNTY, FLORIDA; THENCE ALONG THE WEST RIGHT OF WAYI LINE OF 11TH STREET NORTH (50' R/W) S 00°46'57" WAD DISTANCE OF 100.00 FEET FROM: SAID POINT OF BEGINNING; THENCE CONTINUING ALONG SAID RIGHT OF WAY S 00046'57" WAD DISTANCE OF 20.00 FEET; THENCE LEAVING SAID RIGHT OF WAY N 89028'58" W AD DISTANCE OF2 226.01 FEET; THENCE N 00°31'02" E Al DISTANCE OF: 20.00 FEET; THENCE: S 89028'58"EA DISTANCE OF: 226.11 FEETTO THE POINT OF BEGINNING. SAIDI EASEMENT LYING IN ANDI BEINGA PART OF SECTION 13, TOWNSHIP 4 SOUTH, RANGE 14 WEST, BAY COUNTY, FLORIDA AND TOA1/2" REBAR CAP (LB#8096). AND ALSO BEINGT THE POINT OF BEGINNING. CONTAINING 0.10 ACRE, MORE ORI LESS. LECAL LOT4AS SURVEYED)) COMMENCE ATAFOUND 1/2" REBAR MARKING THE NE_CORNER OFF PARCEL 2AS RECORDED N PAGE 2134, BAY COUNTY, FLORIDA THENCE ALONG THE WEST RIGHT OF WAY LINE OF 11TH STREET NORTH (50'R/M) 50046574 WADISTANCE OF 100.00 FEET TOA 1/2" REBAR CAP (1B#8096)_AND ALSO BEING THE POINT OF BEGINNNG. FROM SAID POINT OF THENCE ALONG SAID RIGHT BEGINNNG CONTNUING LINES-0046'57 WA DISTANCE OF 128.11 FEET IOA5/8"R REBAR CAP (1B7 7431); THENCE LEAVING OF WAY LINE_N-8929146" DISTANCE OF 151.70 FEET 1/2" REBAR CAP (B8096): THENCE 003533"E EADISTANCE OF TOA 1/2" CAP (B#8096); THENCE B9,2858FFADSTANCE TOTHE POINTO OF BEGINNING. SADLOT PART OF SECTION 13, TOWNSHP4 SOUTH, RANGE 14WES7, BAYC COUNTY RLORIDA AND CONTANNG 0.48 ACRES, MORE ORLESS. SUBJECT TOAF PROPOSED 20' INGRESS/EGRESS EASEMENT LEGAL DESCRPTON-PROROSED: 20'WIDE INGRESS/EGRESS EASEMENT ATA IR'REBARA THE NE CORNER OF PARCEL 2AS RECORDED INO OFFICIAL RECORD BOOK 4776, PAGE 2134, COUNTY, FLORIDA: THENCE ALONG THE WEST OFW WAYLNEOF IATHSIREET NORTH (50' RA)S 004657"W DISTANCE OF 100.00 FEET TOA 1/2" CAP (B/8096)A AND ALSOB BEING BEGNNING. SAID POINT OF BEGINNNG THENCE CONTNUINGA ALONG SAID RIGHT OF WAY $004657" WA DISTANCE OF 2000 FEET; THENCE LEAVNG OF WAY 8928'58" DISTANCE OF 226.01 FEET; THENCE N 003102"E DISTANCE OF 20.00 FEET; THENCE EA DISTANCE OF 226.11 FEETTO POINT OF GINNNG. SAID EASEMENT LMNG IN_AND BEING PART OF 13, TOWNSHIP SOUTH, RANGE 14 WESI, BAY COUNTY, FLORIDA AND CONTAMNG 0.10ACRE, MORE (2433) SITE VINKO NTS OF WAY A. P.O.C-LOT4AND 20' WIDE PROPOSED: INGRESS/EGRESS, EASEMENT FND 1/2 THE 4776, PG2134 COUNTY, FND1/2"-REBAR CAP(B6 VICINITY MAP GRAPHIC SCALE (1"- 60') LOT2 LOT1 2509 ORLESS $89028'58"E 152.12' POB-LOT4AND20) WIDE INGRESS/EGRESS EASEMENT N00*3102"E 20.00 PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT LOT3 S00-4657'W 20.00' LOT4 0.45ACREt P.O.B.-LOT4- N89-2946-W 151.70' FND_5/8" REBAR CAP POWER LEGEND REBARV WITHCAP O A 9 6 0 @ - NOTES: IMPROVEMENTS HAVE BEEN LOCATED AS MAY DIFFER FROM THE LOCATORS. THIS SURVEY, PLAT OR DRAWING WAS SOLELY BASED ON THE INFORMATION OBTAINED FROM PUBLIC RECORDS PROVIDED TO DEED REFERENCE MADE TO RECORD BOOK 3812, PAGE 533 AND OFFICIAL BOOK 3812, PAGE 535. HEREON AREE BASED ONF FLORIDA STATE PLANE COORDINATES (NORTH ZONEDAS ERIVED FROMA GEODETIC SOLUTION USINGR RTK GPS AND OPUS SOLUTIONS. ALL DISTANCES ARE GRID BE NOT SHOWN ONT THIS SURVEY THAT MAY BE FOUNDIN THE RECORDSOF THE COUNTY WHERE THE PROPERTY. IS-LOCATED, SURVEYORS SHALL NOT THE PAD_FORT THIS SURVEY. MAP_OR OR THE COPIES OF THEREOF ARE NOT VALID WITHOUT THE SEAL OFA LICENSED SURVEYOR AND MAPPER,OR ELECTRONICALLY SIGNED PER 5J-1 17.062 OF THE FLORIDA ADMINISTRATIVE CODE. THE USE OF SURVEY CONJUNCTION WITH AN" "OWNERS AFFIDAVT" OR ANY DESIGNED TRANSFER TITLE WTHOUT A_CURRENT SURVEYISNOT OR SUPPORIED BY THIS ANDWLLIN WVALIDATE SURVEY INTENDED TO BE PRINTED ON. 11X17.1FP PRINTEDI IN_ADIFFERENT SIZE THE THEF FLOOD INSURANCE RATE MAP PUBLISHED_BY THE FEDERAL EMERGENCY BAY COUNTY, FLORIDA, MAP NUMBER EFFECIVE DATE ZONE) DEFINES AS "AREAS DETERMINED TO_BE OUTSIDE THE BEEN HEREON. BEFORE DIGGING CALL SUNSHINE MEET THE OFA TITLE SEARCH, AND N/F ORBK_4048P 1101 FND_5/8"_REBAR BENT FND5/8 CAP'(IB-7431) FND 1/2" REBAR 5.2'EAST OF CORNER 2043 PARKER THIS 0.2% ANNUAL CHANCE FLOODPLAIN." PLS STATE OF: FLORIDA COUNTY BAY THE FLORIDA BELIEF. THE SURVEY SHOWN WAS PREPARED FOR FARRELL IN STANDARDS OF PRACTICE PROF AND MAPPERS AS SET DEFINED IN CHAPTER 5J-17.051 OF CODE ASSETF FORTH BY THE BOARD OF PROFES LAND SURVEYORS AND MAPPERS PURSUANT TO SECTION 472.008 AND SECTION 472.027 OF THE FLORIDA STATUES TOBE TRUE AND TO THE BEST OFMY AND ACCORDING TO MY SURVEY THIS THEAREDFOFOCIDER 2024 JUSTIN R. FLORIDA LS 7039 ROUP,INC PROPOSEDLOT SPLITS SURVEY 01 7039 STATE_OF FLORIDA SURVEYOR. WIDEI EMENT CENTERLINE WOODFENCE EASEMENT PROPERTYLINE 512&518 11THS STREET NORTH JEREMY FARRELL FLORIDA PLSGROUP,N COPYRIGHTO2024, LEGAL DESCRIPTION- PROPOSED LOT3(AS SURVEYED) COMMENCE ATA FOUND 1/2" REBAR MARKING THENE CORNER OFPARCEL 2AS RECORDED IN OFFICIAL RECORD BOOK 4776, 2134 BAYCOUNTY, FLORIDA THENCE ALONG THE WEST RIGHT OFWAYUNE OF 117H STREET R/) OF FEET 1/2" REBAR CAP (B/8096) THENCE CONTNUING ALONG SAID RIGHT OF WAY LNES 0046'57" DISTANCEOF 128.11 FEET TOA5/8" REBAR CAP (LB 7431) THENCE RIGHTOF UNEN 89:29146" DISTANCE OF 151.70 FEET TOA 1/2" REBAR CAP (1B#8096)A ANDA ALSO BENG THE POINTO OF BEGINNING. FROM SAID OF THENCE WA DISTANCE OF POINT BEGINNING W-89:2946" FEET TOAT 1/2" REBAR CAP (B/8096); THENCE N002500'E DISTANCE OF 128.18 FEET; THENCES 892858" EAD DISTANCE OF 4.24 FEETT TOA 1/2" REBAR CAP (AB#8096), REFERENCE; THENCES 89:28'58" EA DISTANCE OF 147.88 FEETTO AI REBAR CAP AB/B096) THENCE 5.003533" WA DISTANCE 12814FEET THE OFB BEGNNNG. SADLOT LMNG N AND BEING APART C SECTION SOUTH, RANGE 14_WEST, BAY_COUNTY, FLORIDA AND CONTAINNG 0.48 ACRES, MORE ORLESS. SUBJECT TOA PROPOSED 20' WIDE INGRESS/EGRESS EASEMENT LECAL DESORPIONE-PROROSID: 20'WpE INGRESS/EGRESS EASEMENT COMMENCE ATA FOUND 1/2"REBAR MARKING THE NE CORNER OF PARCEL 2AS RECORDED INOFFICHL RECORD BOOK 4776, 2134, BAY FROM SAID POINT OF BEGINNNG; THENCE THE OF UNEOF 11TH STREET (50'R R/W)S WA DISTANCE OF 100.00 FEET TOA 1/2" CAP (1B#8096) AND ALSOE BENG THE POINT OF BEGNNING. FROM POINT OF BEGINNNG THENCE CONTNUNG ALONG SAID RIGHT OFWAY $004657 WA DISTANCE OF 20.00 FEE/; THENCE LEAVNG RIGHT WAY 89:28'58" WA DISTANCE OF 226.01 FEET THENCE MO3IQ'EADSIC OF 20.00_FEET THENCE 89:28'58" DISTANCE 0F-226.11 FEETIO THE POINTOF SAID EASEMENT LMNG N_AND BEING OF SECTION 13, 4SOUTH, RANGE 14_WEST, BAY COUNTY, FLORIDA T CONTANNG 010ACRE MORE FNDC DISK (2433) PizaP SITE NBVMKO NTS 151.73 PO.C-LOT3AND! 20' WIDE PROPOSED INGRESS/EGRESS FND 1/2" REBAR THE EASEMENT 4776, PG2134 COUNTY, FLORIDA VICINITY MAP GRAPHIC SCALE (1"= 60') EGEND LOT2 S89028'58"E 4.24' S89°28'58E 147.88' N00*3102"E 20.00' LOT1 BOOK CEMENT OR LESS. P.O.B-20'WIDE N89028'58"W. 226.01" 20 WIDE EASEMENT LOT3 0.45ACREt S00-4657"W 20.00' LOT4 NOTES: IMPROVEMENTS HAVE BEEN AS UTILITIES BEEN VERIFIED SHOWN HEREON. BEFORE DIGGING CALL SUNSHINE 811 PLAT OR WAS PREPAREDW THE BENEFIT OFATTLE SEARCH, AND BASED ON OBTAINED FROMF RECORDS AND/OR PROVDEDTO SURVEYOR. DEED REFERENCE MADE TO OFFICIAL RECORD BOOK 3812, PAGE 533 AND OFFICIAL RECORD BOOK 3812, PAGE 535. BEARINGS SHOWN HEREON ARE BASED ON_F FLORIDA STATE PLANE COORDINATES (NORTH ZONE) AS DERIVED USING RTK_GPS AND SOLUTIONS. ALL DISTANCES SHOWN HEREON ARE GRID DISTANCES. BEA RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYE BE FOUNDIN THEP PUBLIC RECORDS OF THE COUNTY WHERE PROPERTY IS_LOCATED. THE SURVEYOR SHALL NOT EXCEED THE AMOUNT PAIDF FOR THIS THIS SURVEY MAP OR REPORTOR THE COPIES THEREOF ARE NOT VALID THE NATURE AND ORIGINA SEAL FLORIDA LICENSED ELECTRONICALLY SIGNED PER 5J-17.062.0F THE FLORIDA CODE. USE OF THIS SURVEY IN INSTRUMENT DESIGNED E WITHOUT ACURRENT SURVEY IS_NOT SUPPORTED BY THIS SURVEYOR, THIS DRAWING INTENDED TOBEP PRINTED ON PRINTED INADIFFERENT SZET THE THEF FLOOD INSURANCE RATE MAP PUBLISHEDE BY THE FEDERAL MANAGEMENT FOR BAY COUNTY, FLORIDA, MAP NUMBER 12005C0363H, EFFECIVE DATE 6-2-2009. SITE WITHIN ZONE XDEFINESA AS "AREAS DETERMNED TO_BE OUTSIDE THE 0.2% CHANCE FLOODPLAIN." LEGEND P.O.B.-LOT3- N8902946"W 151.73' O A 9 @ 0 e - N163936'E (NOOOO'OO"E) E N89-2946"W 151.70' FND'5/8" MAPPER,OR AN" "OWNERS AFFIDAVT" OR ANY THIS SURVEY REBAR CORNER PARKER STATE OF: FLORIDA COUNTY THE HEREON WAS PREPARED FOR FARRELL THE STANDARDS OF FOR AND MAPPERS SET IN_CHAPTER 5J-17.051 OF THE FLORIDA ADMNISTRATIVE SET FORTH BY THE BOARD OF PROFE LAND SURVEYORS AND MAPPERS PURSUANT TO SECTION 472.008 AND TO_BE TRUE AND TO THE BEST OFMY KNOWLEDGE AND BELIEK. ACCORDING TO MY SURVEY THIS THE 4TH DAYOF OCIOBER. 2024 JUSTIN R. THOMLEY, FLORIDALS 7039 7039 STATE OF FLORIDA OF THE FLORIDA PLS PROPOSEDLOT SPLITS SURVEY 01 512&5 518 11THSTREET NORTH JEREMYF FARRELL PANAMA CITY BAY ROUP,I NC. COPYRIGH ROJECINO: EASEMENT (2433). ORIGINAL SURVEY 512 &518 11th Street Cleanupe SITE NBVNKO o9 FND1 1/2" .(1"- 60') GRAPHICSCALE PARCEL LEGAL DESCRIPTION (AS RECORDEDI NORBK3812P651) PLAT-(5.15)-119AA- EEEVASMOSEOR LOT5THW 305'N N_100' E.305's1 100' TOPOB ORB 747P.780 PARCEL LECAL DESCRIPTION (AS RECORDED N.ORBK3812PG51S) PARKER PIAI-(611)-119M-BEC ATAPT 264 330' MIFEN'STDP NOTES: HAVE BEEN LOCATED AS SHOWN, UNDERGROUND UTILITIES HAVENT BEEN VERIFIED MAY FROM THE INFORMATION SHOWN HEREON. BEFORE DIGGING CALL SUNSHINE 811 LOCATORS. SURVEY, PLAT OR DRAWING WAS PREPARED WITHOUT THE BENEFIT OFA TITLE SEARCH, AND SOLELY BASED ON THE INFORMATION OBTAINED PUBLIC RECORDS AND/OR TO DEED EFERENCE MADE TO-OFFICAL RECORD BOOK 3812, PAGE 533 AND OFFICAL RECORDE BOOK 3812, PAGE 535. HEREON ARE BASED ON FLORIDA STATE PLANE COORDINATES (NORTH ZONE)A AS DERIVED DETIC SOLUTION USING RTK GPS AND OPUS SOLUTIONS. ALL DISTANCES ARE GRID DISTANCES. MAY BE ODITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THATA MAY BE FOUNDIN PUBLIC RECORDS OFTHE COUNTY WHERE THE PROPERTY TO_THE SURVEYOR SHALL NOT EXCEED THE AMOUNT THIS SURVEY THIS SURVEY ORF REPORT OR THE COPIES OFT THEREOF ARE NOT_VALD THE AND ORIGINAL RAISED SEAL OFAF FLORIDA LICENSED AND MAPPER,OR ELECTRONICALLY SIGNED PER5 5J-17.062 OF THE FLORIDA ADMNISTRATIVE CODE. THE_USEOF THISE SURVEY IN CONJUNCTON WTHA AN" "OWNERS AFFIDAVT" ORA ANY OTHER INSTRUMENT WHICHISD ESIGNED TOT TRANSFER TITLE WTHOUT A_CURRENT SURVEY ISNOT OR SUPPORTED SURVEYOR, NVALIDATE THIS THIS DRAWING S-INTENDED TO BEF PRINTED ON PRNTED IN'ADIFFERENT SIZET THE SCALE WILL_BE ACCORDING OTHEFLOOD INSURANCE RATE MAP PUBLISHED BY THE FEDERAL GENCY FOR BAY COUNTY, FLORIDA, MAP THIS SITEUES ZONE DEFINES AS "AREAS DETERMNED TO_BE OUTSIDE THE 0.22 ANNUAL CHANCE FLOODPLAN." FND CAP,BENT S89°28'58"E 304.88' (EASI) (305.00) PARCEL1 PID#25163-00-000 0.70ACREt (WESI) (305.00) N89*2858"W 304.24' 300.00' N89*2858"W. 329.82' (EASI) (330.00) REBAR 99 NTS VICINITY MAP LEGEND (25.00) 25.58' BOOK PARCEL2 PID#25160-000.000 0.89ACREt POWER CHAMBERS 4048-PG 1101 LEGEND REBARV WITHCAP 303.42 (WESI) N8902946-W: 329.73 (330.00') OR 2043 o A 9 @ 0 DATE S002500*W 10.13' PARKER OKBERGSPC REBAR EAST OFCORNER 7431) P.O.C-PARCEL 1AND2 CORNER OF LOT5 STATE_OF COUNTYOF: THE WAS FOR FARRELL ACCORDANCE THE SPEAO AND MAPPERS AS SET DEFINED IN OF THE FLORIDA ADMINISTRATIVE BY THE FLORIDA BOARD OF PROFES AND MAPPERS TO 472.008 AND SECTION THE FLORIDA STATUES TO BE TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF. ACCORDING TO MY SURVEY THIS BTH OF ARK JUSTIN R. THOMLEY, FLORIDA LS 7039 PLS 7039 STATE_OF FLORIDA SURVEYOR SURVEY 2024 PROJECTNO: 512&518 11TH STREET NORTH JEREMY FARRELL FLORIDA COPYRI 01 EASEMENT Cityof PARKER MABLISIIED CITY OF PARKER AGENDA ITEM SUMMARY 1. DEPARTMENT MAKING REQUEST/NAME OF PRESENTER: 2. MEETING! DATE: Public Works-1 Tony Summerlin 02/04/2025 3.P PURPOSE: Auction - Surplus Items 4. ISTHIS ITEM BUDGETED (IF APPLICABLE) YES NO N/A X Auction Surplus Vehicles: 1996 Chevrolet 1500: VIN# IGCEC14MXTZ103569 Miles: 181,905 2001 Chevrolet 1500: VIN# GCEC14W512148580 Miles: 130,496 2001 Ford F350: VIN# FDF34LOIEB06125 Miles: 150,156 AGENDA ITEM #6 6