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2024-005-SE 7-Brew rig Outlook Special Exception Petition No.24-005-SE From Patty Burnette<pburnette@cityofokeechobee.com> Date Mon 10/21/2024 9:25 AM To chris.ossa@kimley-horn.com<Chris.Ossa@kimley-horn.com>;Shey Anderson(sanderson@brew-horizons.com)<sanderson@brew-horizons.com> Cc Dennis Proto<dproto@transcendentbrandsco.com>;Ben Smith<BSmith@M-DA.com>;Stephen L.Conteaguero<SConteaguero@nasonyeager.com>; City Attorney<cityattorney@cityofokeechobee.com> 1 attachments(222 KB) 2924-10-17 BOA Minutes-DRAFT-PDFA.pdf; Good Morning. For your records,please be advised that the Board of Adjustment of the City of Okeechobee made a motion at their meeting on October 17,2024,to approve Special Exception Petition No.24-005-SE which requests to allow a drive-through service in a Heavy Commercial Zoning District, (Ref.Code Sec.90-283(1)),located at 100 and 102 Southeast 8th Avenue,for the purpose of developing the property into a new 7 Brew Drive-Thru Coffee Shop,with the following contingency:this approval is contingent upon final approval by the City Council of Rezoning Petition No.24-001-R at the November 19,2024,Meeting A draft copy of the Board of Adjustment Minutes from the October 17,2024,Meeting is attached for your information.Should you have any questions,please let me know. Thank you, Patty M Burnette Genera/Services Director City of Okeechobee 55 J.E.3rd Avenue Okeechobee,PI 34974 Phone:(863)763-3372 ext.982o Direct:(863)763-982o Tax:(863)763-1686 e mail y6urnette@cityofokeechobee.com website:www.cityQfokeechobee.cont a` Under Florida law,email addresses are public records.If you do not want your email address released in response to a public records request,do not send electronic mail to this entity.Instead,contact this office by phone or in writing,Florida Statute 668.6076. CITY OF OKEECHOBEE ELECTRONIC DEVICE DISCLAIMER:Florida has a very broad public records law.Most written communications to or from local officials regarding city business are public records available to the public and media upon request.Your correspondence via e-mail,text message,voice mail,etc.,may therefore be subject to public disclosure. City of Okeechobee Date: CHO/4i Petition No. a4-005-- E-. General Services De. .rtment Fee Paid: Nth Jurisdiction: 3OA 55 S.E. 3rd Avenue, Ro m 18 —'FtHearing: C (?-d 2nd Hearing: Okeechobee, Flo.' �c, 0. + . i Phone. s • ,` , �• Publication Dates: : ;a '4.r IF 6• ,. ' ,, , , Notices Mailed: /0(JJ -\ W ` . 1♦ i Rezone, Special Exception and Variance APPLICANT INFORMATION ame of props y • t,''' s): BE A MAN BUY LAND, LLC 03 2 Owner mailing address: 4260 SE FEDERAL HWY, STUART, FL 34997-4937 r 3 Name of applicant(s) if other than owner DENNIS PROTO - BREW HORIZONS, LLC ✓ a 4 Applicant mailing address: 2000 WEST PARK DRIVE, WESTBOROUGH, MA 01581 iE N E-mail address: dproto@transcendentbrandsco.com ni\15 5 Name of contact person (state relationship): CHRIS OSSA, P.E. - ENGINEER tr 6 Contact person daytime phone(s): 321-222-6925(chris.ossaOkimley-horn.com) �� I PROPERTY INFORMATION Property address/directions to property: 7 100 SE 8TH AVENUE, OKEECHOBEE, FL 34974 (0.608 ac) 102 SE 8TH AVENUE, OKEECHOBEE, FL 34974 (0.534 ac) Describe current use of property: 8 100 SE 8TH AVE PARCEL - (2) SEPARATE SIN( 102 SE 8TH AVE PARCEL - (1) SINGLE FAMILY Describe improvements on property(number/tyl pxaP . i-nu`__."___t _o m`7 l 1 L1I _LL 7 BREW DRIVE-THRU COFFEE USE USE WIT) c- n - - u c` - I _ 9 DUAL DRIVE THROUGH LANES. - �`- ,' I" (I � Source of potable water: 8" WA/1Method of ` _ _`._____.._ 10 Approx. acreage: 1.142 ac Is property /AL ho'czarhei, L. Is there a use on the property that is or was in v N/A 5( J2l C }> E -(G 11 i ° oli Zat s, A IN) BLS .M.,__ ;!.g v`ix , 12 Is a pending sale of the property subject to this . —3 r*, ? "-'c Describe uses on adjoining property to the Nortl 13 North: SR-70 ROW I -- -' „ South: MULTI-FAMILY RESIDENTIAL ---Q r y ri-et) , — J HEAVY COMMERCIAL I II teAll i P1 }Creso x hi E 14 Existing zoning: I�oosE 8TH AVE I Future Lar R THAE RESIDENTIAL MULTI-FAMILY ra rtf �ttf I Have there been �ry��pior rKzcning, special exc � � 15 property? (_) No ( 1)Yes. If yes provide d 24-001-R(REZONING) & 16 Request is for: (_) Rezone (3, Special _NL)LP'4J1IO Dennis_ r oth S r�I - 17 Parcel Identification Number: 3-22-37-35-0260-01 j1 - A 201.1 `_. __ ___ 3-22-37-35-0260-01 (Rev 7/2023 REQUIRED ATTACHMENTS APPLICANTS INTEREST/N DEVELOPING THE SUBJECT 18 Applicant's statement of interest in property: PROPERTIES INTO A NEW 7 BREW DRIVE-THRU COFFEE LOCATION Non-refundable application fee: Rezoning: $850 plus $30/acre; Special Exception: $500 plus $30/acre: Variance: $500 19 Note: Resolutibn No. 98-11 Schedule of Land Development Regulation Fees and Charges B When the cost for,advertising publishing and mailing notices of public hearings exceeds the established fee, or when a professional consultant is hired to advise the city on the application, the applicant shall pay the actual costs. 20 Last recorded warranty deed: 21 Notarized letter of consent from property owner(if applicant is different from property owner) Three (3) CERTIFIED BOUNDARY surveys of the property(one no larger than 11x17; scale not less than one inch to 20 feet; North point) containing: 22 a. Date of survey, surveyor's name, address and phone number b. Legal description of property pertaining to the application c. Computation of total acreage to nearest tenth of an acre d. Location sketch of subject property, and surrounding area within one-half mile radius 23 List of surrounding property owners with addresses and location sketch of the subject property. See the Information Request Form from the Okeechobee Property Appraiser's Office (attached) 24 Affidavit attesting to completeness and correctness of the list (attached) 25 Completed specific application and checklist sheet for each request checked in line 15 Confirmation of Information Accuracy I hereby certify that the information in this application is correct. The information included in this application is for use by the City of Okeechobee in processing my request. False or misleading information may be punishable by a fine of up to $500.00 and imprisonment of up to 30 days and may result in the denial of this application. Si re Printed Name Date CHRIS OSSA, P.E 9/16/2024 For ques ions relating to this application packet, call General Services Dept. at (863)-763-3372, Ext. 9820 (Rev 7/2023 Page 2 of 11 ADDITIONAL INFORMATION REQUIRED FOR A ESPECIAL EXCEPTION Describe the Special Exception sought: hCrr•Se� q o-�b3 L l A APPLICANTS INTEREST/N DEVELOPING THE SUBJECT PROPERTY INTO A NEW 7 BREW DRIVE-THRU COFFEE LOCATION Are there similar uses in the area?No( ( )Yes If yes,briefly describe them: B QUICK SERVE RESTAURANTS OF OFF SR-70, HOWEVER, NO OTHER COFFEE SHOP DRIVE-THROUGH USE IDENTIFIED If a business,briefly describe the nature of the business,number of employees,hours of operation,and any activities to be conducted outside of a building: 7 BREW DRIVE-THRU COFFEE IS A DRIVE-THRU ONLY COFFEE SHOP WITH NO INTERIOR CUSTOMER AREA. 7 BREW UTILIZES A DUAL-DRIVE THRU LANE CONFIGURATION WITH OPERATORS TAKING ORDERS VIA TABLETS. AT PEAK TIMES 7 BREW WILL HAVE 6 EMPLOYEES/OPERATORS. HOURS OF OPERATIONS ARE 5:30AM TO 10PM SUNDAY THRU THRUSDAY.FRIDAY AND SATURDAY HOURS ARE 5:30AM TO 11 PM. Attach a Traffic Impact Study prepared by a professional transportation planner or transportation engineer,if the special exception or proposed use will generate 100 or more peak hour vehicle trip ends using the trip generation factors for the most D similar use as contained in the Institute of Transportation Engineers most recent edition of Trip Generation. The TIA must identify the number of net new external trips,pass-bay calculations,internal capture calculations,a.m.and p.m.peak hour trips,and level of service on all adjacent roadway links with and without the project. E Responses addressing the standards and required findings for a special exception as described below.Attach additional sheets as necessary. STANDARDS FOR GRANTING A SPECIAL EXCEPTION[Sec.70-373(b),LDR page CD70:19] Applicants are required by Sec. 70-373(b)to address the following issues in his/her presentation before the Board of Adjustment. Staff strongly recommends that the Applicant include,in his/her application,materials that address each of these issues in order to allow Staff and the Board of Adjustment sufficient time to adequately consider the Applicant's request. 1. Demonstrate that the proposed location and site are appropriate for the use. THE PROPOSED LOCATION AT THE NORTHWEST CORNER OF SR-70 AND SE 8TH AVE IS CONSISTENT FOR THE PROPOSED DRIVE-THRU COFFEE USE WITH SURROUNDING COMMERCIAL USES ALONG SR-70 CORRIDOR. 2. Demonstrate how the site and proposed buildings have been designed so they are compatible with the adjacent uses and the neighborhood,or explain why no specific design efforts are needed. THE PROPOSED 535SF 7 BREW BUILDING DESIGN IS CONSISTENT WITH SURROUNDING AND NEIGHBORING USES. 3. Demonstrate any landscaping techniques to visually screen the use from adjacent uses; or explain why no visual screening is necessary. PROPOSED LANDSCAPING WILL ADHERE TO THE CITY'S SCREENING AND PLANTING CRITERIA. NO ADDITIONAL SCREENING IS ANTICIPATED DUE TO THE SURROUNDING USE, SR-70 ROW TO THE NORTH, SE 8TH ROW TO THE EAST, AND TAYLOR CREEK TO THE WEST. 7 BREW BUILDING IS PROPOSED TO THE NORTH OF THE ADJACENT MULTI-FAMILY RESIDENTIAL USE TO THE SOUTH MINIMIZING THE NEED FOR ADDITIONAL SCREENING ALONG SOUTHERN BOUNDARY 4. Demonstrate what is proposed to reduce the impact of any potential hazards,problems or public nuisance generated by the use;or explain how the nature of the use creates no such potential problems. THE INGRESS AND EGRESS DRIVEWAY TO THE PROPOSED PROJECT IS PROPOSED TO THE FARTHEST SOUTH LOCATION POSSIBLE TO REDUCE IMPACTS ON SE 8TH STREET. DRIVE-THRU CONFIGURATION BRING CUSTOMERS AROUND SITE THIS MITIGATES ANY VEHICLES BACKING UP INTO SE 8TH AVE DURING PEAK CONDITIONS. 5. Demonstrate how the utilities and other service requirements of the use can be met. THE PROPOSED 7 BREW USE UTILIZES MINIMAL DEMAND ON MUNICIPAL UTILITIES. NO FOOD SALES AND/OR PREPARATION IS PART OF THE 7 BREW PROGRAM AND BUILDINGS ARE EQUIPPED WITH ONE BATHROOM FOR ITS EMPLOYEES. NO ADDITIONAL UTILITIES ARE REQUIRED FOR OPERATIONS ONLY WATER, SEWER AND POWER UTILITIES ARE NEEDED. WHICH APPEAR TO BE AVAILABLE IN THE SURROUNDING AREAS. 6. Demonstrate how the impact of traffic generated will be handled,off site and on site. 7 BREW TRAFFIC IMPACTS ARE MAINLY PASS-BY TRIPS. ACCORDING TO TRAFFIC IMPACT INFORMATION PROVIDED, 7 BREW GENERATES 80 TRIPS IN THE AM PEAK HOUR WITH 8 OF THOSE TRIPS NOTED AS NEW EXTERNAL TRIPS AND 72 TRIPS PASS BY TRIPS. (Rev 7/2023 Page 8 of 11 FINDINGS REQUIRED FOR GRANTING A SPECIAL EXCEPTION[Sec.70-373(c),LDR pages 19&20] It is the Applicant's responsibility to convince the Board of Adjustment that approval of the proposed special exception is justified. Specifically,the Applicant should provide in his/her application and presentation sufficient explanation and documentation to convince the Board of Adjustment to find that: 1. The use is not contrary to the Comprehensive Plan requirements. 7 BREW DRIVE-THRU COFFEE PROPOSED USE IS CONSISTENT WITH THE COMPREHENSIVE PLAN REQUIREMENTS. 2. The use is specifically authorized as a special exception use in the zoning district. THE DRIVE-THROUGH COMPONENT OF THE PROPOSED 7 BREW USE REQUIRES SPECIAL EXCEPTION APPROVAL. 3. The use will not have an adverse effect on the public interest. NO ADVERSE EFFECTS ON THE PUBLIC INTEREST WITH THE 7 BREW DRIVE-THRU COFFEE PROPOSED USE. USE IS CONSISTENT WITH THE HEAVY COMMERCIAL USES IN THE AREA. 4. The use is appropriate for the proposed location,is reasonably compatible with adjacent uses and is not detrimental to urbanizing land use patterns. THE 7 BREW DRIVE-THRU COFFEE USE IS PROPOSED AT AN APPROPRIATE COMMERCIAL LOCATION AND IS COMPATIBLE WITH SURROUNDING COMMERCIAL USES UNDER HEAVY COMMERCIAL. 5. The use will not adversely affect property values or living conditions,nor be a deterrent to the development of adjacent property. 7 BREW DRIVE-THRU COFFEE PROPOSED USE IS NOT INTENDED TO ADVERLYAFFECT THE PROPERTY VALUES OR LIVING CONDITIONS, NOR BE A DETERRENT TO THE DEVELOPMENT OF ADJACENT PROPERTIES. 6. The use may be required to be screened from surrounding uses to reduce the impact of any nuisance or hazard to adjacent uses. NOTED, THE APPLICANT WILL ADHERE TO THE REQUIREMENT OF THE CITY OF OKEECHOBEE. 7. The use will not create a density pattern that will overburden public facilities such as schools,streets,and utility services. THE PROPOSED USE IS NOT INTENDED TO CREATE A DENSITY PATTERN THAT WILL OVERBURDEN PUBLIC FACILITIES SUCH AS SCHOOLS, STREETS AND UTILITY SERVICES 8. The use will not create traffic congestion,flooding or drainage problems,or otherwise affect public safety. THE 7 BREW USE WILL PROPOSE A DESIGN THAT SAFELY MANEUVERS ITS CUSTOMER WITHIN THE SITE AND NOT ADVERSELY AFFECT SURROUNDING ROADWAYS. DRAINAGE DESIGN WILL ADHERED TO CITY AND WATER MANAGEMENT DISTRICT REQUIREMENT. The City staff will,in the Staff Report,address the request and evaluate it and the Applicant's submission in light of the above standards and required findings and offer a recommendation for approval or denial. NOTE: AN APPROVAL OF A SPECIAL EXCEPTION EXPIRES IF A BUILDING PERMIT APPLICATION HAS NOT BEEN SUBMITTED WITHIN TWO YEARS OF THE APPROVAL[Sec. 70-348(4)] (Rev 7/2023 Page 9 of 11 ,6, -,p Sharon Robertson,Clerk of the Circuit Court&Comptroller j O Okeechobee,FL Recorded 11/30/2020 3:38 PM c,,ti o Fees: RECORDING$18.50 D DOCTAX PD$3,110.80 Instrument Prepared By and Return To: Rene S. Griffith, Esq. 4260 S.E. Federal Highway Stuart, Florida 34997 SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED,made this'. ] day of November,2020,by JGJFG, LLC,a Foreign Limited Liability Company, whose post office address is 4260 S.E. Federal Highway, Stuart,Florida 34997, Grantor, to, BE A MAN BUY LAND, LLC, a Florida limited liability company, whose post office address is 4260 SE Federal Highway, Stuart, Florida 34997, Grantee. WITNESSETH,that said Grantor, for and in consideration of the sum of Four Hundred Forty Four Thousand Three Hundred Eleven and 94/100ths Dollars($444,311.94),to said Grantor,paid by said Grantee,the receipt whereof is hereby acknowledged,has granted, bargained and sold to the said Grantee, and Grantee's heirs and assigns forever, the following described real property situate, lying and being in the County of Okeechobee, State of Florida and more particularly described in Exhibit"A" attached hereto. Said land is not the homestead property of the Grantor. There is a purchase money first mortgage executed by the party of the second part intended to secure a portion of the purchase price of the above premises, which said mortgage is intended to be recorded simultaneously herewith. GRANTOR covenants with Grantees that Grantor is lawfully seized of the property in fee simple; that Grantor has good right and lawful authority to sell and convey the property; that Grantor does hereby fully warrant title to said land, and will defend the same against the lawful claims of all persons claiming by, through, or under Grantor; and that said land is free and clear of all encumbrances, except conditions, restrictions, easements and reservations of record,except taxes accruing subsequent to December 3 I st, 2019. This deed was prepared without the benefit of title examination. No title opinion, title insurance or title assurances have been requested or given in connection with the preparation of this Deed. "Grantor"and "Grantee"are used for singular or plural, as the context requires. IN WITNESS WHEREOF, Grantor has hereunto set Grantor's hand and seal the day and year first above written. Signed, sealed and delivered in our presence JGJFG, LLC, a foreign limited liability company Signature of Witness _ By: Josep achary Gazza rint Name of Witness Below: Man ing Member Signature of Witness rint Name of W. ness Below: cixv STATE OF FLORIDA COUNTY OF MARTIN The foregoing instrument was acknowledged before me this day of November,2020, by Joseph Zachary Gazza, as Managing Member and on behalf ofJGJFG,a Foreign limited liability company who [L]-is-personally known or [ ] has produced a driver's license as identification. 7 Ii;V:":: RNEGRIFFITI-' NOtaryMY COMJMISSION#GG 162356 - "- EXPIRES:Derembor 15, i121 q....._-'' :" film,Th Nolary Public Un.:Jerada EXHIBIT"A" Parcel ID: 3-22-37-35-0260-00000-0040 LOT 4 AND 5 OF TAYLOR CREEK MANOR, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 3, PAGE 4 OF THE PUBLIC RECORDS OF OKEECHOBEE COUNTY,FLORIDA. TOGETHER with all the tenements,hereditaments and appurtenances thereto belonging or in anywise appertaining. Parcel ID: 3-22-37-35-0260-00000-0010 LOTS 1, 2 AND 3 OF TAYLOR CREEK MANOR, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 3, PAGE 4, OF THE PUBLIC RECORDS OF OKEECHOBEE COUNTY,FLORIDA, IN SECTION 22, TOWNSHIP 37 SOUTH,RANGE 35 EAST. LESS AND EXCEPT RIGHT-OF-WAY FOR STATE ROAD 70,AND LESS AND EXCEPT LAND DESCRIBED IN O.R. BOOK 217, PAGE 175, OF THE PUBLIC RECORDS OF OKEECHOBEE COUNTY,FLORIDA. SUBJECT TO TAYLOR CREEK RIGHT-OF-WAY. TOGETHER with all the tenements,hereditaments and appurtenances thereto belonging or in anywise appertaining. • 1 4I -- — g..l . 217 e GE175 1 r.,a ( This instrument prepared and legal deecrip a rowed ►ARCEL NO. 103.1 { pale 11-16- 6 By: J. C. �LLR 91070-2514 f Gty mart Lauderdale Florida ION STASECTER 70 STATE ROAfa State of Florida Department: of ••Transportation COUNTY _ OKEECHO6�,g . (IND.WD) 629522 FAT NO. . ' /OAM r,a••a OP ILOwtOA 0 MtnT OI Tw*war•ONTAT,OM • ran • DEED THIS INDENTURE made this ell. da of .1 D.A. . 19 2 between NORA O. ABNEY AND BEN-JAMIN-P. ABNEY SR . AS JOINT TENANTS 7 as part t&-9 of the first part and the STATE OF FLORIDA,for the use and benefit of the State of Florida Department of Trsnsportttion.as party of the second part. WITNESSETH.That the said part L6. of the first put. far and in consideration of the sum of One Dollar and other valuable consideruiona.paid.receipt of which is hereby acknowledged.do hereby grant, bargain. veil• and convey unto the party of the second part,its meeeaaora end assigns,the following described land.situate,tying and being In the County of OKEECHOBEE State of Florida.to-wit: PARCEL NO. 103 SECTION 91070-2514 • That part of Lots 1. 2. 3. TAYLOR CREEK MANOR according to the Plat thereof . • as recorded in Plat Book 3, Page 4 of the Public Records of Okeechobee ' j County. Florida. in Section 22, Township 37 South. Range 35 East, being more - -D. . particularly described as follows:, _ _ Comence at the North 1/4 corner of said Section 22: thence run Northerly'" ,t along the North-South 1/4 Section line a distance of 36.95 feet to a point.. -11 on the Baseline of Survey for State Road 70; thence S 89°54'49" W a distance ;-" of 471.76 feet; thence S 00'05'11" E a distance of 60.00 feet to a point on ' •L,7 the Existing Right of Way line for State Road 70 and the POINT OF BEGINNING; - thence S 45'35'41" E for 35.04 feet; thence N 01°06'11" M for 24.56 feet;--: :u's thence S 89'54'49" tit for 24.56 feet to the POINT OF BEGINNING. = - Containing 302 square feet, more or less. ' All as shown on the Right of Way for Section 91070-2514. Okeechobee County Florida. i co DOCONENTAIT Si . _ STA1E -,,a SU•TA7/- 'a. \':4\111 ti TO HAVE AND TO HOLD THE SAME.together with all and angular the appurtenances thereto belonging or is � '-'1 A anywise incident or appertaining forever,and the Bald part L�3 of the tint part do - hexhy fury wan-ant the �C�2 -..f title to said land and will defend the same against the lawful claims of all persons whomsorrer. i PI tri TO WITNESS WHEREOF,said part JAILS of the fins pail hs.-Y�_hereunto set . 7Nt r At -full? A handaLand seal--- ..the date first above written. �11f 3 to r.l'(9 � y � aiowty. sc r.tco Awo wry,* IN TOE /wuewec or., tat ATuwe Or Two w wtOunwtt] eV FLOP. LAW,1_. a gees-.del-- IOtt.A.'L C—At-- f n r (SEAL) W C" e,' Cam!".-��„ %/lI �� (SEAL) v . a �% it (SEAL) i1 STATE OF . GO•e/L) COUNTY OF Q.KC`' r'e.VCRL or ' Before me personally appeared_ �.eNeren/H A, /9 45A:6 Y and No. A /f r /4 02k f t__/ / ,his wife, to me well known and known to me to be the Individual/described In and who executed the foregoing Instrument and acknowledged before Me that they executed the seine far-the purposes Herein espreseed. WITNESS my band satiseftiltlaI (hiar"•� day of /9'6.01f2 ' - .A. D. t9�t - ?-',-ill- �///7 dal,is L:. t= ,?I `ram Y��-sL•1•<�efarl>: ^y[}�t :� <- , � � �:.:: ,so>< 2i7 P�.:175 :r Notary Public to and fo tii►if e a su tail+a*t^eQ ': �•• ---'� �'r✓_ and State aforesaid. E/ SIOM(1 'l S oei ri trio }-" ? ,,........S`�y` My Commission expires"alip*SUt3refaM WES 'Aar"'ruES . .i INDES xD & jTERZFIED ' vv DIRECT I 128DIRECT t - ' .a • . .O.R. .07�. 217 ricu176 t • • • • •-,• r •^ UOCUM LNiunlaY�!c �STAMP TAtt w-- m7 •_ — [llfOINLJLlVE f:r_\� It cc � V '4....t SU • az ... — - (n1?) DOCUMENT:OW ;-_--2 1,-: - • ., ...- ... � • rt_npjl• SUFZTAXk_ • i i + v t!`t_ glut_=ui r.r IF: 0 1. 1 0[_ . ! . ... :., ". • • o N.taet 1D417 — CO j•i O • dp - • _ \ • .. . i. • • • • T •J • 1`••r 3�c,�7, .,L.r tu.u►.,ttsa o+••••t Ir.•e•7•a•. :n+wn,vai • e0011 217. rAcf176 ' , a",•:,r;•;.y •l-.••'--47 us-n ufiwl� - " 1 • AUTHORIZATION LETTER To Whom It May Concern: BE A MAN BUY LAND, LLC, a Florida limited liability company (the "Owner"), is the owner of the property located at 100 SE 8`h Avenue,Okeechobee,Florida(the"Property").The Owner hereby authorizes BREW HORIZONS LLC, a Delaware limited liability company, and/or their agents and any engineering or architecture firm that the above may designate, including KIMLEY- HORN (including Chris Ossa, P.E.),to act as applicant/agent on behalf of Owner and execute,submit and prosecute applications and any applicable materials to the CITY OF OKEECHOBEE boards, commissions,agencies and the like(including,without limitation,zoning boards,planning boards and the city commission and/or county commission) and to any property owners' association, master association,community development district or other governmental or non-governmental authority on behalf of the Owner, for the purpose of obtaining governmental permits and approvals, variances, special exceptions, property rezonings, and third-party approvals for the development of the Property as a 7 Brew drive-thru coffee location(the"Project")and negotiating conditions for the Project. BE A MAN BUY LAND, LLC, a Florida limited liability company By���, Name. er.e Gc i vy.r Title: _ (,=__,y \ / ArX�zrzc¢ 0t-1- Date: C1)5/,n€- STATE OF FLORIDA COUNTY OF The foregoing instrument was acknowledged before me by means of f p ysical presence or ❑ online notarization this 6-16,- day of 20�� by'R2v.c. (ncXLiN,1r\as - La f BE A MAN BUY LAND,LLC,a rida limited liability company,on behalf of the company. S' re of Notary Q A p (Print Notary Name) AFFIX NOTARY STAMP My Commission Expires: Z 13 2Th Commission No.: L 'Personally known,or Produced Identification Type of Identification Produced: ;�•• '"�a:, REBECCA PIERCE ORLDOCS 21404311 1 54759.0058 '•i t 1.1MY COMMISSION#HH 450894 EXPIRES:December 13,2027 6/4/24, 10:20 AM Detail by Entity Name DIVISION OF CORPORATIONS .org �f r�I Department of State / Division of Corporations / Search Records / Search by Entity Name / Detail by Entity Name Florida Limited Liability Company BE A MAN BUY LAND, LLC Filing Information Document Number L12000097439 FEI/EIN Number 46-0687668 Date Filed 07/30/2012 State FL Status ACTIVE Last Event LC AMND STMNT OF AUTHORITY Event Date Filed 04/19/2019 Event Effective Date NONE Principal Address 4260 SE Federal Hwy Stuart, FL 34997 Changed: 01/12/2017 Mailing Address 4260 SE Federal Hwy Stuart, FL 34997 Changed: 01/12/2017 Registered Agent Name&Address GAZZA, JOSEPH Z 4260 SE Federal Hwy Stuart, FL 34997 Address Changed: 01/12/2017 Authorized Person(s) Detail Name &Address Title MGRM GAZZA, JOSEPH Z 4260 SE Federal Hwy Stuart, FL 34997 https://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetall?inquirytype=EntityName&directionType=Initial&searchNameOrder=BEAMAN... 1/2 6/4/24, 10:20 AM Detail by Entity Name Annual Reports Report Year Filed Date 2022 02/02/2022 2023 01/30/2023 2024 01/29/2024 Document Images 01/29/2624--ANNUAL REPORT View image in PDF format 01/30/2023--ANNUAL REPORT View image in PDF format 02/02/2022--ANNUAL REPORT View image in PDF format 03/03/2021--ANNUAL REPORT View image in PDF format 03/19/2020--ANNUAL REPORT View image in PDF format 04/23/2019—ANNUAL REPORT View image in PDF format • 04/19/2019--CORLCAAUTH View image in PDF format 01/15/2018—ANNUAL REPORT View image in PDF format 05/08/2017--CORLCAUTH View image in PDF format 01/12/2017--ANNUAL REPORT View image in PDF format 04/14/2016—ANNUAL REPORT View image in PDF format 01/07/2015—ANNUAL REPORT View image in PDF format 05/12/2014—ANNUAL REPORT View image in PDF format 03/04/2013--LC Amendment View image in PDF format 01/04/2013--ANNUAL REPORT View image in PDF format • 07/30/2012--Florida Limited Liability, View image in PDF format https://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail7inquirytype=EntityName&directionType=Initial&searchNameOrder=BEAMAN... 2/2 COVER LETTER TO: Registration Section Division of Corporations • Be A Man Buy Land, LLC SUBJECT: Name of Limited Liability Company Dear Sir or Madam: The enclosed Amendment or Cancellation of Statement of Authority and fee(s)are submitted for filing. Please return all correspondence concerning this matter to the following: Joseph Zachary Gazza Name of Person Be A Man Buy Land, LLC Firm/Company 4260 SE Federal Highway Address Stuart, Florida 34997 City/State and Zip Code zach@beamanbuyland.com E-mail address:(to be used for future annual report notification) For further information concerning this matter,please call: Joseph Zachary Gazza 772 546-4101 at( ) Name of Person Area Code Daytime Telephone Number STREET/COURIER ADDRESS: MAILING ADDRESS: Registration Section Registration Section Division of Corporations Division of Corporations Clifton Building P.O.Box 6327 2661 Executive Center Circle Tallahassee,Florida 32314 Tallahassee,Florida 32301 CR2E145 (2/14) AMENDMENT OR CANCELLATION OF STATEMENT OF AUTHORITY Pursuant to section 605.0302(2),Florida Statutes,this limited liability company submits the following: FIRST: The name of the limited liability company is: Be A Man Buy Land, LLC SECOND: The Florida Document number of the limited liability company is: L12000097439 THIRD: The street address of the limited liability company's principal office is: 4260 SE Federal Highway, Stuart, Florida 34997 The mailing address of the limited liability company's principal office is: 4260 SE Federal Highway, Stuart, Florida 34997 FOURTH: The date the statement of authority became effective is: May 9, 2017 FIFTH: The statement of authority is cancelled. OR The amendment to the statement of authority is Rene S, Griffith f/k/a Rene S. losco may also enter into other transactions and execute all documents on behalf of, or otherwise act for or bind, a company, in addition to executing an instrument --‘resksCer t rNc8 r-e 14-rD c-46 htz i c.'40,.o r u c C 4t-Inc Joseph Zachary Gazza Cow\pcLn`' Signature of aut zed representative Typed or printed name of signature J Filing Fee: $25.00 Certified Copy: $30.00(optional) CR2E145 (2/14) Lt toor)09 311 (Requestor's Name) (Address) 200298680622 (Address) (City/State/Zip/Phone#) El PICK-UP El WAIT El MAIL (Business Entity Name) (Document Number) Certified Copies Certificates of Status Special Instructions to Filing Officer • • • SG L`.. 1 • _-•Office Use Only HAY 10 7S 7 y SULKER COVER LETTER TO: Registration Section Division of Corporations Be A Man Buy Land, LLC SUBJECT: Name of Limited Liability Company Dear Sir or Madam: The enclosed Statement of Authority and fee(s)are submitted for filing. Please return all correspondence concerning this matter to the following: Joseph Zachary Gazza Name of Person Be A Man Buy Land LLC Firm/Company 4260 S.E. Federal Highway Address Stuart, Florida 34997 City/State and Zip Code zach@beamanbuyland.com E-mail address:(to be used for future annual report notification) For further information concerning this matter,please call: Joseph Zachary Gazza 772 546-4101 at( ) Name of Person Area Code Daytime Telephone Number STREET/COURIER ADDRESS: MAILING ADDRESS: Registration Section Registration Section Division of Corporations Division of Corporations Clifton Building P.O.Box 6327 2661 Executive Center Circle Tallahassee,Florida 32314 Tallahassee,Florida 32301 CR2E 138(2/14) STATEMENT OF AUTHORITY , Pursuant to section 605.0302(l),Florida Statutes,this limited liability company submits the following statement of authority: FIRST: The name of the limited liability company is: Be A Man Buy Land, LLC SECOND: The Florida Document Number of the limited liability company is:L12000097439 THIRD: The street address of the limited liability company's principal office is: 4260 S.E. Federal Highway, Stuart, Florida 34997 The mailing address of the limited liability company's principal office is: 4260 S.E. Federal Highway, Stuart, Florida 34997 37; FOURTH: This statement of authority grants or sets limitations of authority on all persons having the:status or position of a person in a company,whether as a member,transferee,manager,officer or otherwise or to.a spec person on the following: • 41a 1. May execute an instrument transferring real property held in the name of the company. • - a. Granted to:Rene S. losco b. No authority granted to: 2. May enter into other transactions on behalf of,or otherwise act for or bind,the company. a. Granted to: b. No authority granted to: Signature of aut rized representative Typed or printed name of signatu Filing Fee: $25.00 Certified Copy: $30.00(optional) CR2E138(2/14) 6/4/24, 10:24 AM Detail by Entity Name DIVISION OF CORPORATIONS JJY13JDtt Uf •04 �' .or9 os<Prji1i\'fricif-i o it/Itat stair of F1a,Ldti wd. itr Department of State / Division of Corporations / Search Records / Search by Entity Name / Detail by Entity Name Foreign Limited Liability Company BREW HORIZONS LLC Filing Information Document Number M22000003648 FEI/EIN Number 87-2674296 Date Filed 03/10/2022 State DE Status ACTIVE Principal Address 10 ST. JAMES AVE., FLR. 11 BOSTON, MA 02116 Majialg Address 10 ST. JAMES AVE., FLR. 11 BOSTON, MA 02116 Registered Agent Name&Address CORPORATION SERVICE COMPANY 1201 HAYS STREET TALLAHASSEE, FL 32301-2525 Authorized Person(s)Detail Name&Address Title AP CLEVEN, JEFFREY P 10 ST. JAMES AVE., FLR. 11 BOSTON, MA 02116 Title AP Hurley III, Paul D 10 St. James Ave., Flr. 11 Boston, MA 02116 Title AP https://search.sunbiz.org/Inquiry/CorporationSearch/Search ResultDetail?inquirytype=EntityName&directionType=Initial&searchNameOrder=BREW HO... 1/2 6/4/24, 10:24 AM Detail by Entity Name Hill, James E. 10 St. James Ave., Flr. 11 Boston, MA 02116 Annual Repi ,i Report Year Filed Date 2023 07/11/2023 2023 10/11/2023 2024 02/08/2024 Document Image 02/08/2024--ANNUAL REPORT View image in PDF format 10/11/2023—AMENDED ANNUAL REPORT View image in PDF format 07/11/2023--ANNUAL REPORT View image in PDF format 03/10/2022--Foreign Limited View image in PDF format https://search.sunbiz.org/Inquiry/CorporationSearch/Search ResultDetail?inquirytype=EntityName&directionType=Initial&search NameOrder=BREW HO... 2/2 24-005-SE Special Exception Staff Report �� ?j/'.'.'.'. i' got \� .'`'. : '_"' \,` .fie~ r'/ . ;‘)J s 111 A•i• :•.•:.::...= w i 2 1 ate. �% :'.•. . . : . : .: :: .: ;;n . ..;. �. I. , .•. .•. ice •• :: s ,l` • Applicant j Dennis Proto, Brew Horizons, LLC Parcel Identification 3-22-37-35-0260-00000-0010 & 3-22-37-35-0260-00000-0040 soio,.4.of•o .., m o itill Prepared for The City of Okeechobee MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24-005-SE General Information Owner: Be A Man Buy Land, LLC Applicant: Dennis Proto—Brew Horizons, LLC Primary Contact:Chris Ossa, P.E.(321) 222-6925,chris.ossa@kimley-horn.com Parcel Identification:3-22-37-35-0260-00000-0010&3-22-37-35-0260-00000-0040 Note:For the legal description of the project or other information relating this application,please refer to the application submittal package which is available by request at City Hall and is posted on the City's website prior to the advertised public meeting at:https://www.cityofokeechobee.com/apendas.html Future Land Use, Zoning, and Existing Use of Subject Property Existing Proposed Future Land Use Commercial,Single Family Commercial Residential Heavy Commercial (CHV), Zoning Residential Multiple Family Heavy Commercial (CHV) (RMF) Two,single story commercial Use of Property buildings and two,single story 7 Brew Drive Thru Coffee residential units Acreage 1.14 Acres 1.14 acres Future Land Use, Zoning, and Existing Use of Surrounding Properties Future Land Use Zoning Existing Use North Commercial Heavy Commercial (CHV) SR-70, Mobile home sales, Office East Commercial Heavy Commercial (CHV) SE 8th Ave, Shopping center South Multi-Family Residential Residential Multi Family Multi-Family Residential West Commercial Heavy Commercial (CHV) Taylor Creek, Burger King Description of Request The request for consideration by the City of Okeechobee Board of Adjustment is a Special Exception to allow drive through service in association with a new 7 Brew drive-through coffee shop.The applicant has submitted a site plan to redevelop the property, which currently contains two existing commercial structures and one residential structure with two dwelling units.The site plan proposes a 535 square foot CITY OF OKEECHOBEE 1 MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24-005-SE building, a 130 square foot cooler, two dedicated drive-through lanes, one pass through lane, and 8 parking spaces. Service will only be provided through the drive-through, as no customer walk up window or indoor seating is proposed. The City of Okeechobee Board of Adjustment held a hearing for consideration of version of this request on July 18, 2024. A different site plan was presented at that hearing. During the hearing, concerns were raised about the internal circulation of the site and potential traffic impacts to the surrounding roadways. Specifically,the Board cited concerns related to the background traffic conditions regarding the AM peak period stacking on SE 8th Ave (local residents from the south accessing SR-70) and how the expected traffic from this drive through coffee shop will exit the site and interact with that existing background traffic. In response to the concerns raised, the applicant purchased the adjoining property to the south and revisions were made to the proposed site plan. These revisions include repositioning the drive- through lanes for vehicle headlights to face away from any right-of-way; increasing the length of both drive-through lanes to allow for greater vehicle stacking; and shifting the SE 8th Avenue driveway access approximately 100 feet to the south,further from the intersection at SE 8th Avenue and SR-70,in an effort to reduce potential conflicts with traffic around that intersection. To allow the adjoining parcel to be integrated into the proposed project, the applicant has submitted a Comprehensive Plan Amendment to amend the Future Land Use Map (FLUM) from Single-Family Residential to Commercial, and a Rezoning Application to request a change in Zoning classification from Residential Multiple Family (RMF) to Heavy Commercial (CHV). On September 19, 2024, the City of Okeechobee Planning Board made a motion to recommend approval to the City Council for both applications. The recommendations were forwarded to the City Council for consideration at Public Hearings scheduled for October 15, 2024, and November 19, 2024. Approval of this Special Exception must be contingent upon approval of the companion Comprehensive Plan Amendment and Rezoning applications. Ultimately, a site plan application will also be required, which will be reviewed by the City's Technical Review Committee. Consistency with LDC Section 70-373 City LDC Section 70-373(b) requires that applicants for special exception requests must address the following standards. The applicant has submitted responses to each standard, which are provided un- edited below. Staff comments are also provided in response to the standards and the applicant's responses. (1) Demonstrate that the proposed location and site is appropriate for the use. Applicant Response: THE PROPOSED LOCATION AT THE NORTHWEST CORNER OF SR-70 AND SE 8TH AVE IS CONSISTENT FOR THE PROPOSED DRIVE-THRU COFFEE USE WITH SURROUNDING COMMERCIAL USES ALONG SR-70 CORRIDOR. Staff Comments: The site is located with direct frontage on SR-70, one of the City's main commercial corridors. Vehicular access is proposed via SE 8'Ave,with no direct access to SR- 70. Existing commercial uses are located to the east,west and north.The adjacent property to the south is multi-family residential. The subject property has contained commercial uses for many years and is an appropriate location for a service commercial use. CITY OF OKEECHOBEE 2 MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24-005-SE (2) Demonstrate how the site and proposed buildings have been designed so they are compatible with the adjacent uses and the neighborhood. Applicant Response: THE PROPOSED 535SF 7 BREW BUILDING DESIGN IS CONSISTENT WITH SURROUNDING AND NEIGHBORING USES. Staff Comments: Since the previous hearing, the proposed vehicular access point has been shifted approximately 100 feet south from the originally proposed location, providing as much distance from SR-70 as possible, which is intended to minimize the potential for conflicts from vehicle ingress/egress with other vehicles traveling on SE 8t' Ave. Additionally, the drive through service and pass through lanes are oriented for vehicles to enter the lanes facing north and then turn west and south. It will be helpful for the applicant to explain how the site will function in terms of order taking and delivery of orders (i.e. menu board locations and/or utilization of employees to take orders and deliver orders). (3) Demonstrate any landscaping techniques to visually screen the use from adjacent uses. Applicant Response: PROPOSED LANDSCAPING WILL ADHERE TO THE CITYS SCREENING AND PLANTING CRITERIA. NO ADDITIONAL SCREENING IS ANTICIPATED DUE TO THE SURROUNDING USE, SR-70 ROW TO THE NORTH, SE 8TH ROW TO THE EAST, AND TAYLOR CREEK TO THE WEST. 7 BREW BUILDING IS PROPOSED TO THE NORTH OF THE ADJACENT MULTI-FAMILY RESIDENTIAL USE TO THE SOUTH MINIMIZING THE NEED FOR ADDITIONAL SCREENING ALONG SOUTHERN BOUNDARY. Staff Comments: The adjacent parcel to the south is not undeveloped and currently contains a multi-family residential development. The Board of Adjustment may require enhanced buffering/screening to ensure compatibility of the proposed drive through with the existing adjacent residential use. Additionally, the applicant is aware that the buffer along SE 8t' Ave will be required to be at least 10 feet wide, per City LDC. (4) Demonstrate what is proposed to reduce the impact of any potential hazards, problems or public nuisance generated by the use. Applicant Response: THE INGRESS AND EGRESS DRIVEWAY TO THE PROPOSED PROJECT IS PROPOSED TO THE FARTHEST SOUTH LOCATION POSSIBLE TO REDUCE IMPACTS ON SE 8TH STREET. DRIVE-THRU CONFIGURATION BRING CUSTOMERS AROUND SITE THIS MITIGATES ANY VEHICLES BACKING UP INTO SE 8TH AVE DURING PEAK CONDITIONS. Staff Comments: We agree with the applicant's statement. (5) Demonstrate how the utilities and other service requirements of the use can be met. Applicant Response: THE PROPOSED 7 BREW USE UTILIZES MINIMAL DEMAND ON MUNICIPAL UTILITIES. NO FOOD SALES AND/OR PREPARATION IS PART OF THE 7 BREW PROGRAM AND BUILDINGS ARE EQUIPPED WITH ONE BATHROOM FOR ITS EMPLOYEES. NO ADDITIONAL UTILITIES ARE REQUIRED FOR OPERATIONS ONLY WATER, SEWER AND POWER UTILITIES ARE NEEDED. WHICH APPEAR TO BE AVAILABLE IN THE SURROUNDING AREAS. CITY OF OKEECHOBEE MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24-005-SE Staff Comments: Demonstration of availability and capacity of water and sewer service will be required at time of site plan application. Regardless, the demand for services generated by a 535 sf building will likely be relatively low. (6) Demonstrate how the impact of traffic generated will be handled, off site and on site. Applicant Response: 7 BREW TRAFFIC IMPACTS ARE MAINLY PASS-BY TRIPS. ACCORDING TO TRAFFIC IMPACT INFORMATION PROVIDED, 7 BREW GENERATES 80 TRIPS IN THE AM PEAK HOUR WITH 8 OF THOSE TRIPS NOTED AS NEW EXTERNAL TRIPS AND 72 TRIPS PASS BY TRIPS. Staff Comments: We agree with the above statement. The applicant has included an intersection analysis which demonstrates that the proposed project will not cause the SR-70 and SE 8th Avenue intersection to operate below capacity. The applicant also included a site access analysis which indicates that no turn lane improvements are warranted for the proposed drive-through operation. Additionally, the applicant has redesigned the drive-through to provide greater vehicle stacking capacity in order to provide sufficient vehicle stacking to accommodate the estimated peak demand,without causing stacking to exceed the limits of the site. City LDC Section 70-373(c) provides a list of findings that the Board of Adjustment must address in its determination to approve the request, deny the request, or approve the request with conditions. The applicant has submitted responses to each finding, which are provided un-edited below. Staff comments are also provided in response to the findings and the applicant's responses. (1) The use is not contrary to comprehensive plan requirements. Applicant Response: 7 BREW DRIVE-THRU COFFEE PROPOSED USE IS CONSISTENT WITH THE COMPREHENSIVE PLAN REQUIREMENTS. Staff Comments:The proposed use is consistent with the intent of the Commercial future land use category. The applicant has submitted an application to amend the Future Land Use Map (FLUM) from Single-Family Residential to Commercial for the newly integrated parcel. If that application is approved, then this requested use will be consistent with the comprehensive plan. Approval of this Special Exception must be contingent upon approval of the companion FLUM amendment and rezoning applications. (2) The use is specifically authorized as a special exception use in the zoning district. Applicant Response: THE DRIVE-THROUGH COMPONENT OF THE PROPOSED 7 BREW USE REQUIRES SPECIAL EXCEPTION APPROVAL. Staff Comments: "Restaurant,takeout restaurant,café" is a permitted principal use within the CHV district, per LDC Section 90-282(3).The drive-through service is listed as a special exception use in the CHV district, as stated in LDC Section 90-283(1). The applicant has submitted a Rezoning Application to request a change in Zoning classification from Residential Multiple Family(RMF) to Heavy Commercial (CHV) for the recently integrated parcel. If that application is approved, then this proposed drive through coffee shop use can be approved through the CITY OF OKEECHOBEE MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24-005-SE special exception process.Approval of this Special Exception must be contingent upon approval of the companion FLUM amendment and rezoning applications. (3) The use will not have an adverse effect on the public interest. Applicant Response: NO ADVERSE EFFECTS ON THE PUBLIC INTEREST WITH THE 7-BREW DRIVE THROUGH COFFEE PROPOSED USE. USE IS CONSISTENT WITH THE HEAVY COMMERCIAL USES IN THE AREA Staff Comments: The proposed use will provide additional service commercial options for residents and travelers and will likely increase the value of the property, thereby generating additional tax base for the City. The proposed use is not expected to create any disturbance or adverse effects on the public interest. (4) The use is appropriate for the location proposed, is reasonably compatible with adjacent uses, and is not detrimental to urbanizing land use patterns. Applicant Response: THE 7 BREW DRIVE-THRU COFFEE USE IS PROPOSED AT AN APPROPRIATE COMMERCIAL LOCATION AND IS COMPATIBLE WITH SURROUNDING COMMERCIAL USES UNDER HEAVY COMMERCIAL. Staff Comments: Service commercial with a drive-through is appropriate at this location adjacent to SR-70. The only potential concern is the impact of this use on the adjacent multi- family residential property to the south. The Board of Adjustment will determine if additional buffering/screening is necessary to ensure compatibility. This commercial redevelopment project is consistent with existing land use patterns. (5) The use will not adversely affect property values or living conditions, nor be a deterrent to the improvement or development of adjacent property. Applicant Response: 7 BREW DRIVE-THRU COFFEE PROPOSED USE IS NOT INTENDED TO ADVERSLY AFFECT THE PROPERTY VALUES OR LIVING CONDITIONS, NOR BE A DETERRENT TO THE DEVELOPMENT OF ADJACENT PROPERTIES. Staff Comments: The proposed redevelopment may have a positive effect on property values. All adjacent properties are already developed, and this redevelopment project should not be a deterrent to redevelopment of adjacent properties. (6) The use may be required to be screened from surrounding uses, to reduce the impact of any nuisance or hazard to adjacent uses. Applicant Response: NOTED, THE APPLICANT WILL ADHERE TO THE REQUIREMENT OF THE CITY OF OKEECHOBEE. Staff Comments: Landscape buffers will be required at time of site plan approval per LDC §90- 534: CITY OF OKEECHOBEE MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24-005-SE Minimum width of buffer along street frontage shall be ten feet and on other property lines, two feet. At least one tree and three shrubs for each 300 square feet of required landscaped buffer. Minimum code requirements for the south property line buffer will be 2 feet wide with 2 trees and 5 shrubs. The Board may consider whether additional buffering/screening for the south property line is an appropriate condition to place on the approval of this special exception request. (7) The use will not create a density pattern that would overburden public facilities such as schools, streets, and utility services. Applicant Response:THE PROPOSED USE IS NOT INTENDED TO CREATE A DENSITY PATTERN THAT WILL OVERBURDEN PUBLIC FACILITIES SUCH AS SCHOOLS,STREETS AND UTILITY SERVICES. Staff Comments:The proposed use will not include a residential component therefore,no direct effects on density patterns and public-school facilities are expected. (8) The use will not create traffic congestion,flooding or drainage problems, or otherwise affect public safety. Applicant Response: THE 7 BREW USE WILL PROPOSE A DESIGN THAT SAFELY MANEUVERS ITS CUSTOMER WITHIN THE SITE AND NOT ADVERSELY AFFECT SURROUNDING ROADWAYS. DRAINAGE DESIGN WILL ADHERED TO CITY AND WATER MANAGEMENT DISTRICT REQUIREMENT. Staff Comments:The current site does not appear to contain modern stormwater management facilities, whereas the proposed development will be required to meet all applicable stormwater management standards.Thus,drainage will likely be improved.The project site has been redesigned to minimize potential roadway impacts. The provided TIS estimates vehicle trip generation is only 36 daily trips.The proposed development is not expected to affect public safety. Recommendation Based on the materials and statements provided by the applicant and the foregoing analysis, we recommend approval of this special exception request for drive through service in association with a 7 Brew Drive-Thru Coffee. Submitted by: Ben Smith,AICP, Director of Planning, Morris-Depew Associates Inc. Marissa Fewell,AICP, Senior Planner, Morris-Depew Associates Inc. October 7, 2024 Okeechobee Board of Adjustment Hearing:October 17, 2024 CITY OF OKEECHOBEE 6 MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24-005-SE Supplemental Exhibits Exhibit A: Zoning Map l.•.rr 2 NE 2ND ST ��- 35" 32 • i . I • I r, •r • 1 : ST ..._ • _.1. - ,:-" ZONING is•.•. 1•.'■•.;:. -- HOPKINS MEANDER LINE 1 • • _ : —--F RAILROAD CENTERLINE •• - . • _ • _ c mr,tgyarw ay.- ls_oala 4• ,• ••• • . CENTRAL BUSINESS DISTRICT • • 1 _1.■..•• ' . HEAVY COMMERCIAL LIGHT COMMERCIAL Y — • .• • • • _ _._.__ 5 6 ,—JI COMMERCIAL PROFESSIONAL OFFICE 1• • • . �jJ/ . 'r. ... •.. •. •1 t9 •�'• 3 4 ✓ ./ HOLDING I . _ - 2 • _'-1 -a l• • 1 _ _ ;f 9 INDUSTRIAL 7) PUBLIC JSE iPLANNED UNIT DEVELOPMENT-MIXED USE - PLANNED UNIT DEVELOPMENT-RESIDENTIAL . RESIDENTIAL MULTIPLE FAMILY 1 RESIDENTIAL MOBILE HOME I— ) RESIDENTIAL SINGLE FAMILY-ONE RESIDENTIAL SINGLE FAMILY IWO CITY OF OKEECHOBEE 7 MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24-005-SE Exhibit B: Future Land Use Map 1 i i I , 1 , a II , //5 , n Ill e s 312 a a a W ti 4 Q d z W ,._ W W I 2 a y . Is ' 2 2 t NE 2ND ST NI_ 14: 150 149 11111 R K 25a__ 252 LAND USE CLASSIFICATIONS \ _ - RAILROAD CENTERLINE -Jo 25) --- HOPKINS MEANDER LINE w w it 'a d - - RAILROAD CENTERLINE a = LOT, .0�7 -' a 1,175 w IIIII SEgao S flu_boundary_lines lot line -� flu_background_parcels SINGLE-FAMILY RESIDENTIAL MIXED USE RESIDENTIAL MULTI-FAMILY RESIDENTIAL . COMMERCIAL INDUSTRIAL PUBLIC FACILITIES CITY OF OKEECHOBEE 8 1 MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24 005 SE Exhibit C: Existing Land Use Map sit , is y . +,_ a • _ 4 c c 4 .11 I 'Y1 y T M �.. A Ij "{ ,.rr.... +If 1 a t .r _- Asif e-,- .-t! __ �" 'rem Y ,. dam., �-� R » — tfiV -7 -- „of' , ..".21r.; ' '! ' ' 10111111111 4 !if% A , _ -,_ / 4 - *e. n A �.., ggyy o. �. pY .. T !• V . ,w, 4,,,44, A �Y 1 7errY _lot ir — -liti........1t ,Illtrits:.*. flo•-k. ma: �V CITY OF OKEECHOBEE 9 t'✓I(_)Hriis DE('EVv' r T f 7 Brew 8' Avenue Traffic Impact Analysis City of Okeechobee, FL August 2024 Y Kim a >> Horn TRAFFIC IMPACT ANALYSIS 7 Brew 8th Avenue City of Okeechobee, FL Prepared by: Kimley-Horn and Associates, Inc. Digitally signed by Alexander R Memering DN:n=Alexander R Memering,c=US, o=KIMLEY-HORN AND ASSOCIATES INC email=alex memenng@klmley- horn corn '.� Date:2024 08.19 08'39'48-04'00' Alex Memering, P.E. PE#91501 August 2024 ©Kimley-Horn and Associates,Inc.2024 T 1 Table of Contents 1.0 INTRODUCTION 1 2.0 STUDY AREA DETERMINATION 2 2.1 Study Area 2 2.2 Trip Generation 5 2.3 Trip Distribution and Trip Assignment 7 3.0 EXISTING CONDITIONS ANALYSIS—YEAR 2024 12 3.1 Existing Traffic 12 3.2 Existing Roadway Segment Conditions 12 3.3 Existing Intersection Conditions 14 4.0 BACKGROUND CONDITIONS ANALYSIS—YEAR 2026 16 4.1 Background Traffic 16 4.2 Background Growth Rate 16 4.3 Committed Improvements 17 4.4 Background Roadway Segment Analysis 17 4.5 Background Intersection Analysis 19 5.0 BUILDOUT CONDITIONS ANALYSIS—YEAR 2026 21 5.1 Buildout Traffic 21 5.2 Buildout Roadway Segment Analysis 21 5.3 Buildout Intersection Analysis 23 6.0 SITE ACCESS ANALYSIS 27 7.0 CONCLUSION 29 7 Brew 8th Avenue Traffic Impact Report August 2024 I Kimley-Horn and Associates, Inc. Tables Table 1: Roadway Area Significance Test 3 Table 2: Trip Generation Summary 6 Table 3: Existing (2024) PM Peak Hour Roadway Segment Analysis 13 Table 4: Existing (2024)AM Peak Hour Intersection Conditions 15 Table 5: Existing (2024) PM Peak Hour Intersection Conditions 15 Table 6: Growth Rate Calculation 16 Table 7: Background (2026) AM Peak Hour Roadway Segment Analysis 18 Table 8: Background (2026)AM Peak Hour Intersection Conditions 20 Table 9: Background (2026) PM Peak Hour Intersection Conditions 20 Table 10: Buildout (2026) PM Peak Hour Roadway Segment Analysis 22 Table 11: Buildout(2026)AM Peak Hour Intersection Conditions 24 Table 12: Buildout(2026) PM Peak Hour Intersection Conditions 24 7 Brew 8th Avenue I Traffic Impact Report August 2024 I Kimley-Horn and Associates, Inc. I Figures Figure 1: Project Location and Study Area Roadway Segments/Intersections 4 Figure 2: Project Trip Distribution 8 Figure 3: Pass-By Distribution 9 Figure 4: Project Trip Assignment 10 Figure 5: Pass-By Trip Assignment 11 Figure 6: Buildout (2026)Traffic Volumes: AM Peak Hour 25 Figure 7: Buildout(2026)Traffic Volumes: PM Peak Hour 26 Appendices Appendix A: Conceptual Site Plan Appendix B: Excerpts from ITE Trip Generation Manual Appendix C:Trip Generation Memorandum Appendix D: D1 Regional Planning Model (D1RPM) Model Plots Appendix E: FDOT's Florida Traffic Online (FTO) 2023 Volume Synopsis Report Appendix F:Turning Movement Counts Appendix G: FDOT's Florida Traffic Online (FTO) 2023 Peak Season Factor Category Report Appendix H:Turning Movement Volume Worksheets Appendix I: Synchro Outputs Appendix J: FDOT's Florida Traffic Online 2023 Historical Traffic AADT Report Appendix K: NCHRP Report 457 Outputs 7 Brew 8th Avenue I Traffic Impact Report August 2024 I Kimley-Horn and Associates, Inc. 1.0 INTRODUCTION Kimley-Horn has been retained to analyze and document the traffic impacts associated with a proposed w 7 Brew drive-through coffee shop generally located in the southwest quadrant of the intersection of SR 70 and 8th Avenue in the City of Okeechobee, Florida. The proposed development is to be constructed on two adjacent parcels (3-22-37-35-0260-00000-0010 and 3-22-37-35-0260-00000-0040) and is approximately ±1.14 acres. The proposed development is currently zoned under heavy commercial and has a future land use (FLU) of commercial, the proposed development is consistent with the existing zoning and future land use. The following is a Traffic Impact Analysis (TIA) that conforms to the policies and guidelines of the Okeechobee County Code of Ordinances (Section 5.05.01) and the City of Okeechobee Code of Ordinances. The project property has several existing retail services and vacant land that will be redeveloped into the 7 Brew coffee shop. The proposed development is anticipated to be built by 2026. The proposed development will consist of a coffee/donut shop with two (2) drive-through lanes and no indoor seating. Access to the site will be provided via one (1) full-access driveway on 8th Avenue. A site plan is provided in Appendix A. 7 Brew 8th Avenue I Traffic Impact Report 1 August 2024 I Kimley-Horn and Associates, Inc. 2.0 STUDY AREA DETERMINATION 2.1 STUDY AREA According to the Okeechobee County Vehicular Traffic Impact Analysis methodology, the study area shall include all roadway segments whose peak-hour service capacity is impacted by greater than 30 peak-hour two-way trips by the development. The adopted level of service for the roadway segments were obtained from the 2016 Okeechobee County Comprehensive Plan, based on roadway classification. Maximum peak hour two-way service capacity was determined from the 2023 FDOT Quality/Level of Service Handbook(Q/LOS). As shown in Table 1, no roadways segments within the study area were identified as significantly impacted g (greater than 30 peak-hour two-way trips). Therefore, the following adjacent roadway segments were included within the study area: • 8th Avenue from SE 9th Street to Park Street (SR 70) • SR 70 from US 441 to E Center Street Intersections along the identified study area roadway segments, along with the proposed project driveway were analyzed as part of the study area.The following intersections were analyzed: • SR 70 & 8th Avenue • 8th Avenue & Project Driveway#1 The study area segments and intersections are displayed on Figure 1. 7 Brew gch Avenue I Traffic Impact Report August 2024 I Kimley-Horn and Associates, Inc. 0 > z z \ } 0 2 o / _ ci =/ } ell_ z z ` 1.1 ` - . I •) = 3E ) / ,) ""I\ )/ m a a \ \�] a ƒ ca a \ ± 3E )} k N§ < ~ % a 73 $ ) {) \ ° d \ a. i C \ z k � k ` ` �_ \ / CO ° 9 I— 13 _ t < �• - ° _ . co e ) 7 /\ / § \ 2 ! k ) 5 / E kz = ) (: &« 0 a �� .-� . s_ & / j))} g 'E ° f ! / ) (- u• ` 2 < d' \j\\ % \ Zit» / k \\\ / c m c \0oa » < k 7 3 8a\ / 2 \ )\\ } { { i }\]) k , a § r.\\ n t - ; we "tic _ „,,,,,,,, . ., 4. 41, _4",_ r_ — .,„ :.., , ,;,,,,,,t--,.,,, ., 41 ' ' ,• 111- 7 I - - 8 U a=. ' . . 4I .. 44 fir Y ,N f. a' yR A.: t t , « _ c Eii� Z1om lI t 1 4 , Y v = v In illi x r» lits ...- r ! ., t ir ks ,jt N ry 1' . ce .fi ` oV . S b 9 !k a •... .. jFet ` w • € • ia'' �b 18�5 d • ir. w+' aa_ ,-- a O tt fir'' _,11. �, .. _ .n/" ( Q 3 ► z Q L .— t '''‘ ' ' Y m (D �'� ; N ,- sr o t- , . CC le -- yam+.. 3nb' H19 3N t _ :. . ._71°:-MT? , ti . ,. -, .z W ii . . , ..,,,, do ,,. .... 6 '' z - 0 EL,.. '-'-- :It . L it, _ - _ di ant/ HIS 3N . , v~i 9 '., ,-- 4,.. ,„ a , , L....: t •,, I no fV •� fit,. ._ a L i.0 z F a # a--' .. ,,. fB U 1AV Hit 3N c J 1 a " w .,.� V .; .. + 1 r r.. tt fC to CU G) �� �. t Q V v .i to Q i ~ • • &s,. r W 4- N LIU •O •= O _ '1 3AV aa£3S a a v, f ,.� .. _ r 2.2 TRIP GENERATION Trip generation rates for the proposed development were calculated using the 11th Edition of the ITE Trip Generation Manual. LUC 938 — Coffee/Donut Shop with Drive-Through Window and No Indoor Seating was referenced for the proposed development. ITE excerpts are provided in Appendix B. The proposed development is anticipated to generate approximately 36 net new daily trips, 8 net new AM peak hour trips(4 in/4 out)and 2 net new PM peak hour trips(1 in/1 out).The proposed development is anticipated to have approximately 322 daily pass-by trips, 72 AM peak hour pass-by trips(36 in/36 out), and 28 PM peak hour pass-by trips(14 in/14 out).Table 2 provides the Daily,AM peak hour, and PM peak hour trip generation summary for the project. A trip generation memorandum for the proposed development was provided to the City of Okeechobee staff on May 3, 2024, and attached in Appendix C. 7 Brew 8th Avenue I Traffic Impact Report 5 August 2024 I Kimley-Horn and Associates, Inc. I Table 2:Trip Generation Summary ITE ITE Trip Daily Trip Generation Land Use Size Units' 2 LUC Rate Total In2 Out2 Coffee/Donut Shop with Drive-Through Window and No 938 . 2 DTL 179.00 358 50`% 179 5 179 Indoor Seating a 0 Total Generated Trips 358 179 179 Pass by Trips'= 90% of external trips 322 161 161 Net New External Trips 36 18 18 Land Use ITE Size Units' ITE Trip AM Peak Hour Trip Generation LUC Rate2 Total In2 Out 0 O Z Coffee/Donut Shop with Drive-Through Window and No 938 2 DR 39.81 80 50% 40 504i 40 Indoor Seating d Total Generated Trips 80 40 40 2 Q Pass by Trips'= 90% of external trips 72 36 36 Net New External Trips 8 4 4 ITE ITE Trip PM Peak Hour Trip Generation Land Use LUC Size Units' Rate2 L Total In2 Out2 3 = Coffee/Donut Shop with Drive-Through Window and No 938 2 DR 15.08 30 50% 15 50% 15 Indoor Seating as d Total Generated Trips 30 15 15 E d Pass by Trips'= 98% of external trips 28 14 14 Net New External Trips 2 1 1 Notes: 'DTL=Drive Through Lane 2 Vehicle trip rates,directional splits,and pass-by per data and procedures outlined in ITE Trip Generation Manual,11`"Edition 7 Brew 8th Avenue I Traffic Impact Report 6 August 2024 I Kimley-Horn and Associates, Inc. 2.3 TRIP DISTRIBUTION AND TRIP ASSIGNMENT Projected traffic demand of project trips on study roadways was derived with use of the adopted regional travel demand model. Land use data for the project was entered into a new traffic analysis zone (TAZ) within the District 1 Regional Planning Model (D1RPM) set and situated within the existing roadway network to appropriately represent project access.The model was used to assign trips for all trip purposes between allocated origin and destination pairs using project buildout year model data. Trip distribution for the project was extracted from the completed model assignment and reviewed for logic.The resulting model plots showing percent of daily project distribution are provided in Appendix D. Daily model project distribution was referenced to manually assign project distribution at the study area intersections and driveways in general accordance with model output. Figure 2 and 3 show the intersection movement project distribution, and pass-by distribution surrounding the proposed 7 Brew coffee shop, respectively. Project trip distribution percentages were used to assign anticipated project trips to the study area roadways and intersections. Figures 4 and 5 show the anticipated AM and PM peak hour project volumes, and pass-by volumes, at the study area intersections, respectively. 7 Brew 8th Avenue I Traffic Impact Report 7 August 2024 I Kimley-Horn and Associates, Inc. +..fr- q , V 4';r•1 41167-7,,, I kf ems..,, y 1 ., ' « co 4'--:-' ( _. 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E . -. . , 1 • - cY) ._ . -..,• - ,- , - ,i L .,,, ., A 1 * , ,41' ___ .... <v)... i-L- . .-- < H ,i- c < — >--- +-4 3AV Hit'3N c) ca — = 5-: I 0 g f., ,T, c 0 b_ 1,,,ft• -4 ' ii cti y )) < ce z .- 2 .--'7' vlw (1) ' 0..V) MI y_ U CL (f) LLI . Tr _ _ d a. , 1 t --.4 0 >••• a) (1.) ,11 Ill ' Liktir., Li 4 1=0 , CC UJ 73 2--- ff 7 cu ,— — o_ a. 0- " o_ Li) M Fl 3AV aHE 3S futszDH I. ...-.-- k •imm . t # 42 < ! I .Aimmilli ',I zip 4.! ikum r16+V 0 3.0 EXISTING CONDITIONS ANALYSIS - YEAR 2024 3.1 EXISTING TRAFFIC Turning movement counts (TMCs)were collected at the study intersections on Tuesday,August 13, 2024, and are provided in Appendix F. Data was collected during the AM (7:00 AM to 9:00 AM) and PM (4:00 PM to 6:00 PM) peak periods. Seasonal factors published by Florida Department of Transportation (FDOT) for 2023 were utilized to adjust the observed traffic volumes to peak season volumes. The 2023 FDOT seasonal factors for Okeechobee County are included in Appendix G. Adjusted turning movement volume worksheets for all intersections are included in Appendix H. The AM and PM peak hour intersection turning movement volumes at the study area intersections are illustrated on Figure 6 and Figure 7, respectively. 3.2 EXISTING ROADWAY SEGMENT CONDITIONS A roadway segment analysis was performed within the study area to determine existing AM and PM peak hour conditions. Year 2023 traffic counts provided in the latest Florida Traffic Online (FTO) synopsis reports(excerpts included in Appendix E) were forecasted to existing 2024 conditions using a growth rate of (further detailed in Section 4.2). These existing volumes were compared to peak hour peak direction (PHPD) service capacities, obtained from the 2023 FDOT Q/LOS Handbook. The existing roadway segment data is included in Table 3 for the PM peak hour. As shown in Table 3, all study area roadway segments operate acceptably during PM peak hour existing 2024 traffic conditions. 7 Brew 8th Avenue I Traffic Impact Report 12 August 2024 I Kimley-Horn and Associates, Inc. j z o 0 . § z z U mom 0 { 3 / d d > / zf , j ( / § k } } > ^ N % t y s LA ] ce m \ / 7 .- > , < \ \ \ ( N \ / § } ƒ > Cq ® } � , = c 1- e 2z. c c MO - / I \ / § \ vl } ] R ° % $ i § ) % E j - ƒ z o » 7 < 2g = uJ \\ / - ) \ U \ / \g \\ / < a \ = \j /\ 2 \ " - ) — C ) 23 � j \ rn @ = G { / / \ \ k � ( \ rtS~ ��� } 0 CO } \ ƒro c ° 0 cu ® / j ) /\ \ ) cC \ / 3 ) a \ / � // % \ s EEc § LA c Cl CD 0 \ \ % � \ \ / / \ a E ® ° ® ® >. > > ! ( \ / 2 co 0 rcl \ � \ ® / / 0 cC cu { \ \ � � � > #4 > \ o \ \ \ . . a \ j NmjOON / � # « & ww « ' CO / 3.3 EXISTING INTERSECTION CONDITIONS Intersection operational analyses were performed for 2024 existing conditions in the AM and PM peak hour using procedures outlined in the Highway Capacity Manual (HCM) 6th Edition with Synchro (v12) software. Synchro (v12) does not support more than three through lanes, therefore through lane geometry was revised to allow Synchro (v12) HCM 7th Edition output generation. A summary of intersection level of service (LOS), delay, and maximum volume/capacity (v/c) ratios for AM and PM peak hour existing conditions are provided in Table 4 and Table 5, respectively. Synchro outputs are provided in Appendix I. As shown in Table 4 and Table 5, during the AM and PM peak hour all study intersection approaches operate with acceptable LOS and with v/c ratios of less than 1.0, with the exception of the northbound approach. During the AM peak hour, the northbound (minor) approach at NE Park Street (SR 70) & 8th Avenue operates with a LOS of F and a v/c ratio greater than 1.0 due to the prioritization of green time being provided to major street through movements on SR 70 to reduce overall travel delays in the area. All other approaches on 8th Avenue & NE Park Street (SR 70) operate with acceptable LOS and a v/c less than 1.0 during the AM and PM peak hour existing traffic conditions. 7 Brew 8th Avenue I Traffic Impact Report 14 August 2024 I Kimley-Horn and Associates, Inc. Table 4: Existing (2024)AM Peak Hour Intersection Conditions Existing (2024) Conditions AM Peak Hour Intersection Control Type LOS Delay (s) Max V/C Ratio NE Park Street (SR 70) 1 & Signalized C 28.5 1.23 8th Avenue Table 5: Existing (2024) PM Peak Hour Intersection Conditions Existing (2024) Conditions PM Peak Hour Intersection Control Type Max V/C LOS Delay (s) Ratio NE Park Street (SR 70) 1 & Signalized B 14.8 0.67 8th Avenue 7 Brew 8th Avenue I Traffic Impact Report August 2024 I Kimley-Horn and Associates, Inc. 4.0 BACKGROUND CONDITIONS ANALYSIS - YEAR 2026 4.1 BACKGROUND TRAFFIC Background traffic conditions, without the impact of project trips on the roadway network, were evaluated for 2027. Background volumes on study area intersections and roadway segments were derived by applying an annual growth rate to existing traffic counts. Turning movement volume worksheets for all intersections are provided in Appendix H.The AM and PM peak hour intersection turning movement volumes at the study area intersections are illustrated on Figure 6 and Figure 7, respectively. 4.2 BACKGROUND GROWTH RATE A growth rate trend analysis was performed over the last 5 years for the surrounding roadway segments. Historic growth rates were obtained from the FDOT Florida Traffic Online (FTO) 2023 Historical AADT Report, provided in Appendix J. As shown in Table 6,the weighted average of the historic growth rates is 2.53%.Therefore, a 2.53%growth rate was used in this analysis. Table 6: Growth Rate Calculation Weight i FDOT Trend Historical Road Description Year 2023 AADT (based on 2 Station AADT) Growth Rate 914018 SE 8th Avenue SE 8th Avenue, North of SE 10th Street 2,800 8.81h 4 17% 915012 NE Park Street SR 70, East of SR 15/700/US 98/441 29,000 91.19% 2.37% Normal Average 3.27% Weighted Average3 2.53% Growth Rate Used 2.53% Notes: 1.Data obtained from FDOT Florida Traffic Online Database Historical Traffic Counts Report 2.Calculated using FDOT Florida Traffic Online Database documentation provided in Appendix C. 3.Weighted based on AADT. 7 Brew 8th Avenue I Traffic Impact Report 16 August 2024 I Kimley-Horn and Associates, Inc. 4.3 COMMITTED IMPROVEMENTS The Heartland Regional TPO 2045 Long Range Transportation Plan (LRTP), the TPO's Transportation Improvement Program (TIP), and FDOT's 5-year work program, was referenced to determine that no roadway capacity improvements are planned within the study area. Therefore, no improvements were included in the intersection operational analyses (existing, background, and buildout scenarios). 4.4 BACKGROUND ROADWAY SEGMENT ANALYSIS A roadway segment analysis was performed within the study area to determine background AM and PM peak hour conditions. The analysis was conducted by comparing 2026 peak hour peak direction (PHPD) traffic volumes to the PHPD service capacities obtained from the 2023 FDOT 0/LOS Handbook. Background 2027 PHPD volumes were derived by applying a 2.53% annual growth rate to existing 2024 PHPD volumes. The background roadway segment data is included in Table 7 for PM peak hour roadway segment conditions. As shown in Table 7, the study area roadway segments are expected to operate acceptably during PM peak hour background 2026 traffic conditions. 7 Brew 8th Avenue I Traffic Impact Report 17 August 2024 I Kimley-Horn and Associates, Inc. °0 q co ir, La \\ ) \ § ko ` l. ) ) ^ N ).. \ \ ( _ N 6 010 > n . t � a { ƒ § 4 E / >. - ) \ ( ƒ � � � ~ 7 N L. E \ , . 7Tg 0 a a ? CL - - \ § ao 4 7 . )_ \ E ] m , -0 J % § \ . 2 \ § 0 C tan = 7 - 2 < § j (-g) « ƒ / ± /] § • acu -a _ / — —to q k t9 ® / § t = < \\] y # tE • ' • , u 0 7 !\{ 9 Q 2 E. < of \ e \k } • / \ �y § g = cc )\ » / \ k_ k§ \ / � 3� ,T cU j / � 2�� $ - 0 UJ \\ � \ § t o >-_ 6 / < / a § 2 O %CO { = t ® a -' \ § CO / N < 4.5 BACKGROUND INTERSECTION ANALYSIS Intersection operational analyses were performed for 2026 background conditions in the AM and PM peak hour using procedures outlined in the Highway Capacity Manual 6 with Synchro (v12) software. Synchro (v12) does not support more than three through lanes, therefore through lane geometry was revised to allow Synchro (v12) HCM 7th Edition output generation. A summary of intersection level of service (LOS), delay, and maximum volume/capacity(v/c) ratios for AM and PM peak hour background traffic conditions are provided in Table 8 and Table 9, respectively. Synchro outputs are provided in Appendix I. As shown in Table 8 and Table 9, during the AM and PM peak hour all study intersection approaches operate with acceptable LOS and with v/c ratios of less than 1.0, with the exception of an existing operational deficiency. During the AM peak hour, NE Park Street(SR 70) &8th Avenue operates with a LOS of F and a v/c ratio greater than 1.0 due to the prioritization of green time being provided to major street through movements on SR 70 to reduce overall travel delays in the area.All other approaches on NE Park Street (SR 70) & 8th Avenue operate with acceptable LOS and a v/c less than 1.0 during the AM and PM peak hour background traffic conditions. 7 Brew 8th Avenue I Traffic Impact Report 19 August 2024 I Kimley-Horn and Associates, Inc. Table 8: Background (2026) AM Peak Hour Intersection Conditions Background (2027) Conditions AM Peak Hour Intersection Control Type Max V/C LOS Delay (s) Ratio NE Park Street (FL-70) 1 & Signalized D 37.3 1.53 8th Avenue Table 9: Background (2026) PM Peak Hour Intersection Conditions Background (2027) Conditions PM Peak Hour Intersection Control Type LOS Delay (s) Max V/C Ratio NE Park Street (SR 70) 1 & Signalized C 20.1 0.80 8th Avenue 7 Brew 8th Avenue I Traffic Impact Report 20 • August 2024 I Kimley-Horn and Associates, Inc. r 5.0 BUILDOUT CONDITIONS ANALYSIS - YEAR 2026 5.1 BUILDOUT TRAFFIC Buildout traffic conditions were evaluated for 2026. Buildout volumes were developed by adding anticipated project trips to background volumes. Turning movement volume worksheets for all intersections can be found in Appendix H. 5.2 BUILDOUT ROADWAY SEGMENT ANALYSIS A roadway segment analysis was performed within the study area to determine buildout PM peak hour conditions. The analysis was conducted by comparing 2026 peak hour peak direction (PHPD) traffic volumes to the PHPD service capacities obtained from the 2023 FDOT Q/LOS Handbook. Buildout 2026 PHPD volumes were derived by adding anticipated project trips to background PHPD volumes. The buildout roadway segment data is included in Table 10 for PM peak hour roadway segment conditions, respectively. As shown in Table 10, the study area roadway segment along Okeechobee Road is expected to operate acceptably during PM peak hour buildout 2026 traffic conditions. 7 Brew 8th Avenue I Traffic Impact Report 21 August 2024 I Kimley-Horn and Associates, Inc. ° q \ \ ) \� $ 0 O. I- > IN I { ( ( c IN .@ } } ƒ \ J / t . < _ / C a E / , , ( 2 ) ) > ^ \ ® } } ) { \ \ I } ) a °( IN IN / / \ ( 0 a a / ° 3 N f 5 m , 22 § ) - \ § c c \ f \ \ a < § j (t \ ƒ « a \ a // ) • § — a )} ) CC t \ \/) ® / O � CD= ® a\J o_ # ) / - e3 \\) { 0 • ° J - u < )T) E 2 - a= _ro -)\CU \ �� � a ® 3� j / ( \/ / \ — • c m ) \ O* e 2t a > em J / a § l« ^ / \ t « 2 \ \\ ( _ / » < 5.3 BUILDOUT INTERSECTION ANALYSIS Intersection operational analyses were performed for 2026 buildout conditions in the AM and PM peak hour using procedures outlined in the Highway Capacity Manual 6 with Synchro (v12) software. Synchro (v12) does not support more than three through lanes, therefore through lane geometry was revised to allow Synchro (v12) HCM 7th Edition output generation. A summary of intersection level of service (LOS), delay, and maximum volume/capacity (v/c) ratios for AM and PM peak hour buildout traffic conditions are provided in Table 11 and Table 12, respectively. Synchro outputs are provided in Appendix I. The AM and PM peak hour intersection turning movement volumes during buildout for the study area intersections are illustrated on Figure 6 and Figure 7, respectively. As shown in Table 11 and Table 12, during the AM and PM peak hour the study area intersections operate with acceptable LOS and v/c ratios less than 1.0 during buildout conditions, with the exception of an existing and background operational deficiency at NE Park Street (SR 70) & 8th Avenue. During the AM peak hour,the northbound (minor) approach at NE Park Street (SR 70) &8th Avenue operates with LOS of F and a v/c greater than 1.0 due to the prioritization of green time being provided to major street through movements on SR 70 to reduce overall travel delays in the area. All other approaches on NE Park Street (SR 70) & 8th Avenue operate with acceptable LOS and with a v/c less than 1.0 during AM and PM peak hour buildout traffic conditions. 7 Brew 8th Avenue I Traffic Impact Report 23 August 2024 I Kimley-Horn and Associates, Inc. Table 11: Buildout(2026) AM Peak Hour Intersection Conditions Buildout (2027) Conditions AM Peak Hour Intersection Control Type LOS Delay (s) Max V/C Ratio NE Park Street (SFL-70) 1 & Signalized D 45.7 1.72 8th Avenue 8th Avenue Unsignalized 2 & (TWSC) B 10.8 0.07 Project Dwy#1 Notes: 1. Intersection LOS and delay at unsignalized intersections are reported for the most critical stop- controlled approach only. Table 12: Buildout (2026) PM Peak Hour Intersection Conditions Buildout (2027) Conditions PM Peak Hour Intersection Control Type Max V/C LOS Delay (s) Ratio NE Park Street (SR 70) 1 & Signalized C 20.7 0.85 8th Avenue 2 8th Avenue & Unsignalized B 12.1 0.03 Project Dwy#1 (TWSC) Notes: 1. Intersection LOS and delay at unsignalized intersections are reported for the most critical stop- controlled approach only. 7 Brew 8th Avenue I Traffic Impact Report 24 August 2024 I Kimley-Horn and Associates, Inc. s .b .-.. all • w J Bf Q Z N +.' rS* in if- A b, .�. y ill �' f..L It]+[4 Q4+ o 4m ""-lol+(6+©e- _ ry •Ili jill E.,, •r „ Or "4'i rast=CetM+Ce1,421+6s m r of+(o)+o m l BAY H18 3S O 3AV Hi8'IS �. 0 g 7 1 h itr - " = Doi a °I 4147 of:„ I,..$....- ''' ' 2E Y w i a 4 .,Li - . #.:,. or o 0 II as.,,601. 'L'' ' '' ' :': '--"14b-,,, _.. .., f - 7.460,, 1 ' 1 s. / it" i i VI 1 CD ril > > 3 '► as o I f 4 `' 3AV HIL 3N ' ' „ _. L U Q ro _Atil. • ` . . 4;4. ' � • ! a V1 I n 3AV H193N • w • 1 . A t A"-itli, t 4" ' 1. z o it �. I a 3AV HIS 3N m U t 04 a i , At. + x c. • : . t : . , a a i di U ii a an Hl1 3N c co �+. p ° > ii ,.�.._. I`- ` ' .ram. Z J 0 ``� �f To + O 3AVaa£ 3S a v7 aN 4_, , I El 0 0 -.2 v r 1 440.4P',..-,41;41* a. Alf 14 E*sy 41 iii f AF l, .+, 4.4- `m1,, 1 E Q L } c • N o g rr x ,. aY s Y sNL • r C7 c 444, - Q ¢ IIN ' 444 . ;. 3At/ H1L 3N :� m Q 't . ro t #t -• "• '4,,,,,f ,. ,,,, ,_, =,.-Aagor. 2111V1111* # I itaOA j t CU o - E . t o x co pm u VJ liiiir ____ , Op im co 111 it. a j AI, y� L ,tbs .. - tw- 1.4: ' - .t 6 .‘„.... 70= .+7C) .>r° -37:(%11 °; _ -4--, _ . . L 03 % �; v a p U 0 > II • x -. Z o o CL CL -_ I. w r" ‘ � N f V J +� o ant/ aa£ 3S a a y i E • • , 1 I ! o, 6.0 SITE ACCESS ANALYSIS Access to the site will be provided via one full-access driveways: one full-access driveway on 8th Avenue. The need for exclusive ingress turn lanes was evaluated at the project driveways on 8th Avenue using National Cooperative of Highway Research Programs (NCHRP) Report 457 criteria. The projected buildout year 2026 traffic volumes on 8th Avenue, as well as the projected northbound ingress turning movement volumes at the proposed project driveway, were compared to the thresholds of the NCH RP Report 457 for determination of whether a major road left-turn lane is required at a stop- controlled minor street intersection. Report NCHRP 457 compares the major street speed, approach volume, opposing volume, and left-turning volume to determine whether a dedicated left-turn lane is warranted on the major street approach. Based on the low ingress left-turn volumes projected at the project driveway,and the low existing traffic on 8th Avenue during the AM and PM peak hour, an exclusive northbound left-turn lane at the project driveway is not warranted based on the criteria within the NCHRP 457 analysis. The estimated buildout traffic volumes on 8th Avenue,as well as the projected southbound ingress turning volumes at the proposed project driveway, were compared to the thresholds of the NCHRP Report 457 for determination of whether a major road right-turn lane is required at a stop-controlled minor street intersection. Report NCHRP 457 compares the major street speed, approach volume, and right-turning volume to determine whether a dedicated right-turn lane is warranted on the major street approach. Based on the low ingress right-turn volumes projected at the project driveway on 8th Avenue during the AM and PM peak hours,an exclusive southbound right-turn lane at the project driveway is not warranted based on the criteria within the NCHRP 457 analysis. The NCRHP Report 457 outputs for the northbound left-turn lane and southbound right-turn lane for the projected buildout AM and PM peak hour scenarios are provided in Appendix K. Additionally,the existing eastbound right-turn lane, westbound left-turn lane, and the northbound right- turn lane, at the intersection of NE Park Street (SR 70) & 8th Avenue were analyzed to ensure adequate length including deceleration and storage based on FDOT guidance. The existing eastbound right-turn lane at NE Park Street (SR 70) & 8th Avenue is 710 feet in length, including a 50-foot taper. The total turn lane length shall be the total deceleration distance plus anticipated queue. NE Park Street(SR 70) has a 40-mph design speed, according to the 2024 FDOT Design Manual (FDM), the total deceleration distance is 155 feet. The anticipated 95th percentile queue at the eastbound right-turn lane at NE Park Street (SR 70) & 8th Avenue is expected to be 7.2 vehicles, and therefore the 710-foot turn lane is sufficient to accommodate the total deceleration and anticipated queue. The existing westbound left-turn lane at NE Park Street(SR 70)&8th Avenue is 360 feet in length,including a 50-foot taper.The total turn lane length shall be the total deceleration distance plus anticipated queue. NE Park Street(SR 70) has a 40-mph design speed, according to the 2024 FDOT Design Manual (FDM),the 7 Brew 8th Avenue I Traffic Impact Report 27 August 2024 I Kimley-Horn and Associates, Inc. total deceleration distance is 155 feet.The anticipated 95th percentile queue at the eastbound right-turn lane at NE Park Street(SR 70) &8th Avenue is expected to be 1.3 vehicles, and therefore the 360-foot turn lane is sufficient to accommodate the total deceleration and anticipated queue. The existing northbound right-turn lane at NE Park Street (SR 70) & 8th Avenue is 200 feet in length, including a 50-foot taper. The total turn lane length shall be the total deceleration distance plus anticipated queue. NE Park Street(SR 70) has a 30-mph design speed, according to the 2024 FDOT Design Manual (FDM), the total deceleration distance is 120 feet. The anticipated 95th percentile queue at the eastbound right-turn lane at NE Park Street (SR 70) & 8th Avenue is expected to be 2.5 vehicles, and therefore the 200-foot turn lane is sufficient to accommodate the total deceleration and anticipated queue. The turn-lane length analysis is summarized in Table 13. Table 13:Turn-Lane Length Analysis Required Buildout AM Buildout PM Existing Storage Deceleration 95th-percentile 95th-percentile Total Required Storage Length Turning Movement Length Turn Lane Length Queue Queue Sufficient? (ft) Length(ft) (ft)1 (f02 (ft)s NE Park Street(SR 70)&8th Avenue Eastbound Right-Turn Lane 710 155 75 200 355 Yes Westbound Left-Turn Lane 360 155 25 50 205 Yes Northbound Right-Turn Lane 200 120 75 75 195 Yes Note: 1.FDOT required deceleration legnth per Exhibit 212-1 of the 2024 FDM. 2.Highest 95th percentile queue from Synchro outputs,minimum of 25 feet(1 vehicle)assumed. 7 Brew 8th Avenue I Traffic Impact Report 28 August 2024 I Kimley-Horn and Associates, Inc. 7.0 CONCLUSION This TIA was completed to assess the transportation impacts of associated with the development of a 7 Brew in the City of Okeechobee, Florida. 7 Brew is a proposed drive-through coffee shop generally located in the southwest quadrant of the intersection of SR 70 and 8th Avenue in the City of Okeechobee, Florida. The proposed development will consist of a coffee/donut shop with a drive-through window and no indoor seating. The proposed 7 Brew development will include 2 drive-through lanes. Access to the site will be provided via one (1)full-access driveway on 8th Avenue. The project is expected to generate 36 net new external Daily traffic volumes, 8 net new AM peak hour external trips (4 in, 4 out) and 2 net new PM peak hour external trips (1 in, 1 out) and 322 daily pass-by trips, 72 AM peak hour pass-by trips (36 in/36 out), and 28 PM peak hour pass-by trips (14 in/14 out) based on ITE trip generation data and procedures. Project trips were distributed onto the surrounding roadway network using the latest adopted regional travel demand model and manual assignment at the study area intersections. AM and PM peak hour roadway segment capacity analyses were performed for study area roadway segments for existing (2024), background (2026), and buildout (2026) traffic conditions. The study area roadway segments on 8th Avenue from SE 9th Street to Park Street (SR 70) and SR 70 from US 441 to E Center Street are expected to operate with acceptable v/c less than 1.0 during the AM and PM peak hour existing(2024), background (2026), and buildout(2026)traffic conditions. AM and PM peak hour operational analyses for existing (2024), background (2026), and buildout (2026) traffic conditions were performed at study area intersections. All study area intersections are projected operate at an acceptable LOS with v/c ratios less than 1.0 in the AM and PM peak hours,with the exception of the northbound approach at NE Park Street(SR 70) &8th Avenue.The intersection of NE Park Street(SR 70) &8th Avenue has an existing conditions operational deficiency at the northbound approach during the AM peak hour that continues during existing (2024), background (2026), and buildout (2026) traffic conditions. All other approaches at NE Park Street (SR 70) & 8th Avenue operate with acceptable LOS and with a v/c less than 1.0 during the AM and PM peak hour existing, background, and buildout traffic conditions. Based on the criteria within the NCHRP 457 analysis, an exclusive northbound left-turn lane on 8th Avenue and an exclusive southbound right-turn lane on 8th Avenue are not warranted at the project access driveway. The results within this report satisfy the requirements set forth by Okeechobee County for evaluating proposed development impacts. 7 Brew 8th Avenue I Traffic Impact Report 29 August 2024 I Kimley-Horn and Associates, Inc. APPENDIX A Conceptual Site Plan a w g 6Ltt aLLL� L =m p . .. ogo2 3 \� C IX y 6F2= s i a _ co°� il§la Fqw = w0 hi - ,5g '' it `, Ogi 12 8 ° iii ii a ry 4 0 U 7} Agallia 41110 3AV Hie 3S 'ii. oa -I - II �. • 1 s I 1 . 1 .ry . . , I I :•,' ' gi( _.:„...,, ,, /, -A- ) t a,zw vs d� ;�. _� •� 0---- __ I ' �N \\*''. 1 -L \fr .i z ; ■4�• . • Y • • • Q.]. 1. 1 JJE 3A a• I 47�M-• ♦ .• 1 I D as �; • • • i •I Y ,t. . .: : •1.} i. 0 1 Z N -•\; • • • • • • ••f 1 I���� `,fie . a • •r I ra 1 w r D w > Q I- Ib w w o a co .,�,.�,�.�,,�.�ot.�e �.�,���,� .,o�.,.�, �,,,,��o��- ,�•-.cocaanw•a<war�+t�. APPENDIX B Excerpts from ITE Trip Generation Manual Coffee/Donut Shop with Drive-Through Window and No Indoor Seating (938) Vehicle Trip Ends vs: Drive-Through Lanes On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 8 Avg. Num. of Drive-Through Lanes: 1 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per Drive-Through Lane Average Rate Range of Rates Standard Deviation 179.00 80.00-293.00 74.48 Data Plot and Equation 600 X' 500 c 400 w a 358 H X 300 X 200 X X X X 100 00 0.5 1.0 1.5 2.0 X=Number of Drive-Through Lanes X Study Site Average Rate Fitted Curve Equation: Not Given R2=**** Trip Gen Manual, 11th Edition • Institute of Transportation Engineers Coffee/Donut Shop with Drive-Through Window and No Indoor Seating (938) Vehicle Trip Ends vs: Drive-Through Lanes On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 20 Avg. Num. of Drive-Through Lanes: 1 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per Drive-Through Lane Average Rate Range of Rates Standard Deviation 39.81 16.00- 69.00 15.44 Data Plot and Equation 200 150 X w X 100 89 80 50 X X 00 0.5 1.0 1.5 2.0 X=Number of Drive-Through Lanes X Study Site Fitted Curve Average Rate Fitted Curve Equation:T=53.21(X)-17.43 R2=0.58 Trip Gen Manual, 11th Edition • Institute of Transportation Engineers Coffee/Donut Shop with Drive-Through Window and No Indoor Seating (938) Vehicle Trip Ends vs: Drive-Through Lanes On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 8 Avg. Num. of Drive-Through Lanes: 2 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per Drive-Through Lane Average Rate Range of Rates Standard Deviation 15.08 2.50-55.00 19.41 Data Plot and Equation 200 150 • 0 w a H X 100 50 30 o- I 0 0.5 1.0 1.5 2.0 X=Number of Drive-Through Lanes X Study Site Average Rate Fitted Curve Equation: Not Given R2=**** Trip Gen Manual, 11th Edition • Institute of Transportation Engineers S 5 00 l 00 00 / y CU ± E 2 / / I I I m = < CO CO cu ƒ a \ z CO o / _ 3 \ � }o / ¢ 73 C .(7 m / I I I C CO \ / 2 \ \ 0 / •- _ ▪ 6 \ _ _ / f C o L > = k M £ _ 3 / 2 f ƒ / \ m \ .\ \ I I I 5 — ® - § _ \ / > 2 -0 \ j 2 / t 2 ro ro ' ( . L U CO m m IN \ \ m ° J CO c e CO @ a e / \ o E / / a j 2 •itz \ •} I I u c e > \ / 0 ^ ) u > m } % \ co ? e c c « / y HI HI e e 0 _ 0 % y k o k c C « .g / / = ° _C V) \ \ $ m C 0 / ° 0 D \ ® = Cl) 2 2 m 2 2 Cl) CO , E c > 00 C G 2 / e e e as / / > $ < \ e \ CO CO 1 0 z cC 0..)/ E w - / \ I I « 0 C < \ / a c e o / e O } .\ z 4- 2 \ C.7) m / = a = \ $ 9 \ •g 0 \ . .•2 / 3 _ } g e \ a 2 c y / 0 2 s 7 \ ƒ ƒ /OD \ n / ./ > 1 1 2 3 2 \ E \ / - \ \ = _ \ f \ e e CD 0 z / / m c > \ \ m / 0 % T 9 e C. 3- 6 } / / CL \ 2 o \ I _c / 3 \ U / ® \ ^ 0 e x U. } \ \ = >- e e z _ 0 6 k 0 - '\ •z / \ / / $ % C 00 2 a e \ \/ CC\ \ CO > CO CO E/ u \ i co \ E ® 2 0 - ,-I ƒ / > •> < 0 APPENDIX C Trip Generation Memorandum Kimley>>>Horn May 3, 2024 Ms. Patty Burnette General Services Director City of Okeechobee 55 SE 3' Avenue Okeechobee, FL 34974 RE: 7 Brew—Trip Generation Letter; City of Okeechobee, FL Kimley-Horn Project No. 147875039 Dear Ms. Burnette: This letter has been prepared to evaluate the trip generating characteristics of a proposed commercial development generally located south of NE Park Street (SR 70), west of SE 8th Avenue in the City of Okeechobee.The proposed retail development includes a coffee/donut shop with drive-through window and no indoor seating. It should be noted that the site will operate with two drive-through lanes. The project location is shown within Figure 1. The boundary survey is shown within Attachment A. Access to the project site is provided via one (1) proposed full-access driveway on SE 8th Avenue. TRIP GENERATION ASSESSMENT Trip generation rates for the proposed residential development were calculated using the Institute of Transportation Engineers' (ITE) Trip Generation Manual, 11th Edition. Land Use Code (LUC) 938 (Coffee/Donut Shop with Drive-Through Window and No Indoor Seating) was used for the proposed site. The proposed residential development is anticipated to generate approximately 36 daily trips, 8 AM peak hour trips (4 inbound /4 outbound), and 2 PM peak hour trips (1 inbound/ 1 outbound). Table 1 provides the daily, AM, and PM peak hour trip generation summaries for the project. kimley-horn.com 200 South Orange Avenue, Suite 600, Orlando, FL 32801 407 898 1511 W a o s NON e 4. J m ..� N 4 • —C.y a.. O `St ^ 2 a W : 1 * cu =,7, .. ii ! � s / M �O onNkph 4111410 111111,. . to -Iiii, x '�'�L. , Vie° ti/8, , R A yt N• ro '__ { r 3vZ v 4tY Y• '` tt r' X -. . ` ~f 1 ,. III a Y . i Q 1 fir. i i * ' ii t 4 Z �w j .. - - it-.#' ':, --,- - ' ' -' '., . i .4iiiirli i likbrar... 7 r ..'17.. 14; 0 , -•.• - ' : ' '' 4' t ,y 3AV HIS 3N ' 0 1 IP rB (NJ ! . - ffi1114.6.00, "._. - L , - 5 ` _ *+ a , J..w ili„, . and Hit 3Niet- '" 04:.Alt'" ' ' . ' ' 0 ilii ;{' 11' o -_ + --. 2 o 0 w 4-, l k,,,itr-, -040 ,,eit `1,,,,. ,,,,„ and Q$3S a Il • ig IA }t .. III ,F; - Kimley>>>Horn Page 3 Table 1 —Trip Generation Potential ITE ITE Trip Daily Trip Generation Land Use LUC Size Units' Rate' Total In2 Out2 Coffee/Donut Shop with Drive-Through Window and No 938 2 DTL 179.00 358 179 SI',, 179 Indoor Seating Ts. Total Generated Trips 358 179 179 0 Pass by Trips3= 90% of external trips 322 161 161 10%of Adjacent Street Traffic 10% of external trips 5,022 2,511 2,510 Net New External Trips 36 18 18 ITE ITE Trip AM Peak Hour Trip Generation Land Use LUC Size Units' Rate2 Total In2 Out2 Coffee/Donut Shop with Drive-Through Window and No 0 938 2 DTL 39.81 80 fo' 40 {3()q. 40 = Indoor Seating m Total Generated Trips 80 40 40 a Pass by Trips3= 90% of external trips 72 36 36 10%of Adjacent Street Traffic 10% of external trips 360 180 179 Net New External Trips 8 4 4 ITE ITE Trip PM Peak Hour Trip Generation Land Use LUC Size Units' Rate2 Total In2 Out2 Coffee/Donut Shop with Drive-Through Window and No 938 2 DTL 15.08 30 50`;5 15 L/O% 15 2 Indoor Seating Total Generated Trips 30 15 15 m a g Pass by Trips3= 98% of external trips 28 14 14 10%of Adjacent Street Traffic 10% of external trips 386 193 192 Net New External Trips 2 1 1 Notes. DTL=Drive Through Lane z Vehicle trip rates,directional splits,and pass-by per data and procedures outlined in ITE Trip Generation Manual,11^Edition Pass-by trip rates were applied for ITE LLC 938 Coffee/Donut Shop with Drive-Through Window and No Indoor Seating as reported in the ITE Trip Generation Manual, 11th Edition Appendices. SUMMARY This trip generation letter has been prepared in support of a proposed commercial development which will include a coffee/donut shop with drive-through window and no indoor seating generally located on the NE Park Street (SR 70), west of SE 8th Avenue in the City of Okeechobee. It should be noted that the site will operate with two drive-through lanes. Trip generation estimates from ITE trip generation rates show that the proposed development will generate approximately 36 daily trips, 8 AM peak hour trips (4 inbound /4 outbound), and 2 PM peak hour trips (1 inbound / 1 outbound). Sincerely,y///(� /i/ Alex Memering, P.E. Attachments: Boundary Survey kimley-horn.com 200 South Orange Avenue, Suite 600,Orlando, FL 32801 407 898 1511 Kim ey>>> Horn Page 4 Attachment A: Boundary Survey kimley-horn.com 200 South Orange Avenue, Suite 600,Orlando, FL 32801 407 898 1511 • ——— — W I- • —�- --� �__ N •V1I N /1V144V do 3003 OL _ W Z gg o. U. 3Sp r m O •S M/4,a9(ova*1rHdaV) - --_—_ n q 2 W aWy� 0 3LlN3AH H1B 3s 8r - li ae a I w� .3-,co _ 41F tgg 1 "i m g 1rNasYeon03 �� i ±� N N mg NIYM 313tl2NO3 JFE3 O v N /-C�_ J ,bb'SG 3 „6Z,L30o ❑�S 1 L-O --I---.--- ¢AA �W ID �7 Vl El p W a 1c J • '� 1rXd$v Z k' y 4 ~ :{ y CFI I .- at _� �g bbs a 313.00 mn ' ❑ Q ♦ .0'W OV ,f YL -� -.1 I I- Z ` ' �( 2 tl ..fitt y m ` wave Atl015 I I i0 ❑ ❑ ONIOl1Og 4UOls 1 H °d I 7 .oat ,a'LI .00� 313tloN00 .... --r CLI CVO Z d 3131YJNO3 O e,[21 I 0 a¢ ( Al .L01 le U ci- 4 • dt' S g 1rwsY G k g? __I0 Lii al a m 1" i > o m - in Jw� N y Z0 i r _ Ce Z fi 88 W N m H Ly ..�. 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C"C31: • Z I FW • 0N Ft 13 ❑ F azalErzl Z 0am❑i- i_z 00w ❑0_0 w o Z .-itI-;06, ❑ JW UZ U Z -aU m�0=U w Z Sri rie,o } 3 Y a 0 ..Z IQw7 _ CO0 w Z NZ IY a <I-J110 0Z1- o}a 0in3 c Jo Z ❑awm W I �}mm ,n,, I-r1 Qw0 ❑ NI- J NwaUIWp7 NwIZ- UQw a U In 00Zmw [n In. i_.W>wi00IZmW0 liJn C 3 W o m OZ❑3aWZ U)o �F W7N U O QZwaO U Z❑Jln7>) IJ+1mQNwQ ❑UQF Ell m a I ir LL,m I-UN WaJ JWQ 0 Z QVM�IU - QO❑03Wu�D!o7�J77 Z •UWa m ❑ H00 w UUFW 0 wwwli al(0 i--1-ma.NU17QJ in m 0 I- tt W ❑UWL..Y fY _<Z It,,..❑Q......N__W< w IY '- U1 0 0 -I .j< 0❑ d -WJWNZJI']I'7 'ttnIU J u2 Erm APPENDIX D D1 Regional Planning Model (DIRPM) Model Plots 0 0 0 0 0 0 0 0 2 0 0 0 0 O N 0 0 O o 32 66 66 67 67 28 67 0 0 0 100 —I / 0 0 cn 0 0 r 0 0 0� r o r 0 0 0 � 0 0 0 0 0 • o ' 0 0 * Project Location of Lanes Per Direction = 1 0 Lanes Per Direction = 2 Lanes Per Direction = 3 Lanes Per Direction >3 Trip Distribution-7 Brew 8th Avenue-Okeechobee D1RPMv2.1 -2024 C:\FSUTMS\D1\D1 RPM_v2.1\D 1 RPMv2.1_InterimUpdate\YR2015\YR2024EC\SevenBrew8thAve_24\H WYLOAD_24A.NET �r r rf h� o o-- o-- 0 0 �0 • O 0 0 r oCOr 0 0 '-- 0 0 0 0 0 N .--1 • r O NJ 0 ZLO N 0000 r O • O j0 N I 0 O 0 o N 0 O 0 • 0 I 0 0 p r 0 O N 0 0 `'' o 0 O 0 o 0 0 'i 66 0 66 67 0 67 •� 32 25 24 -LA 32 28 24 ' 32 0 032 66 0 0 •' 67 g 0 0 NJ rl•-• 0 0 (0 0 r L 0 0 O 0 tp 0 NJ 0 0 r 0 0 0 cn 0 NJ i 0 ' 00 0 0 0 8 0 '0 1 00 IO 0 p 0 0 0 O 0 0 0 0 • 0 0 0 0 o I o 0 0 NJ 00 0 0 0 O 0 ) 0 0 ry p' 0 0� • 0 o 0 0 0 p 0 0 0 0 0I 0 0 i • 0 0 0 0 0 N O O 1 r V 0 0 • 4 r. 0 1 c°. * Project Location Lanes Per Direction = 1 Lanes Per Direction = 2 Lanes Per Direction = 3 Lanes Per Direction >3 Trip Distribution-7 Brew 8th Avenue-Okeechobee D1RPMv2.1 -2024 C:\FSUTMS\D 1\D 1 RPM_v2.1\D 1 RPMv2.1_InterimUpdate\YR2015\YR2024EC\Seven Brew8thAve_24\H WYLOAD_24A.N ET .iritV,- APPENDIX E FDOT's Florida Traffic Online (FTO) 2023 Volume Synopsis Report • 4 a Ch o O ID ri m H H r1 0 H x I-OD W 00 H H H H O H U)0 0 H A W 4 CO co V'V Ui CO 01 N N CO CO 10 O N CO CO r-I CO V'1f)M N CO r-1 01 d'00 'Z. < NLf'7(NI cor-r-I N[-[-Lf)[N M N[-r-I oncn1f)NH N H H H H H H H ri ri r-I H H N N N N N I- WO N H CO O zwa)0101 o O XCNN Cn a H QHNN U) r-I Ha r-- I-1 CDNNOlOU)COHNNCOU)ONNI-NOI0)CTd'U)IOID C) 00 F(; H r-I V N V'CO CO CO CO CO 01 CO CO 01 CO CO Ch r-I ,-I W> r- H r-Ir-IHH V' W 0 H H N O O H A ,I A O N N o H CO CO N CO 01010 V U)N CO H N CO N rH CO U)O W ,-I N H N r-I N N N M M CO N r-I r-I 'Z P4 lf)00 H H H O O rH 00 V' W ONNr- • r-I CO COX Hr-1 0 U Z r-i H O O N U)V'I`V 09 CO O O CO 01 H CD V O U)V N U)r-I OA r-I H H N N H N CO V CO CO N r-I 000 H W W r-I pi CO W P4 4 H V000H01,ToC"-rnmLOlncnrnmlOrn.-ITHr-m.-IN Z H o0 • A A r-I=I ri N N N N 01 N Cf)V N rH H 0 ai CO Z H A H N P4 XI`r-N H W Cn H H CO P4 W a CO N W P4 rHNOON V VD V CO CO cn))V'IO ION V'lf)C1 O ••O OD r-I H H H r-I r-I r-I HNNHHN01 V'MNNH 1 Z> N CO Cn Z O Q H H H Cn x H H WO Z o0 0 XW 0 N • r-I Q(]4 H 14 F-I G4 CD CD CD EH W H) 07 CO N'O CS co Lf)ID O ID O O O II)N IO CS CD H ID 01 N I-U) CO O Q J O C/Ch ):4 CO 4 r-IChOV'OIOIOCTODLCIDCTCIDr-ICAV'NN CO > ONIDIO C) H H H H H CO x riH H V CO O 0 H I< H CO W Cn x w m H�/ N000I-I00 V'I-C CON IOCf)Cf)IOOCSIO V'U1r-01 O a,' P4 x r-I 01 V'NN r-I NH rHHHNNHH .l Lf)r-1 O H O U)CO CO Z V' Z Cr) Q Z O rH O H CO N H N CO O N CO CO r-I r-I 01 V I-O I"-OD L CO N H CO . 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C) NNNrIrIHNNNNNNNri rA 0 E HI HI Ux Q ..H(•C,H W CO i) W ••Za,QE (4 a HHCo co Pi H�aEE 0 > x c4 Z El U(x P4 W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 x • • 14 U W DgCOgg 00000000000000000000000o I X X H Z P4 Z OE W EE H CDHNChc'U)IDI-co O1 OHNC'7 sr U)IDN CO 010 rA CV M cH • • (y' 14 H C43 W O CO Q CO Cr) E OOOOOOOOOO rA rA rA rA ri rA rA ri HI.-INNNN N c4 a Q E Q C7 APPENDIX F Turning Movement Counts • Location: 1 8TH AVENUE& PARK STREET AM C ` Date: Tuesday,August 13, 2024 ALL TRAFFIC DATA SERVICES Peak Hour: 07:15 AM -08:15 AM (303)216-2439 www.alltrafficdata.net Peak 15-Minutes: 07:45 AM-08:00 AM Peak Hour- Motorized Vehicles Peak Hour- Bicycles Peak Hour- Pedestrians (43) 26 0.63 11 (24) 1 I. 8TH AVENUE l2 0 limmik 2 PARK STREET ( , o A o 1 0 0 0 0 1 ri I 4U 083(2,311) 0 L 2 3 ( , ) t 0„ ,1 1 N� lJL 0 t 1 � I 1,296 N Il . 1,142 0 0 's _= 7 W 0.90 E r~1,125 0.86 o O,WThr E 1""1 o WlkE o 934" 856 �^ S �+ 14 878 0 1 y S r 0 ti o 0 (1,851) 71 �rl '1 t rc 0 (1,729) j 0�� `1 t rc 0 1 t o 1 o PARK STREET o 0 0 0 ~~ 7 7 j t 3 8TH AVENUE .4k (179) 85 0.84 168 (266) 0..3 0=0 Note:Total study counts contained in parentheses. Traffic Counts- Motorized Vehicles PARK STREET PARK STREET 8TH AVENUE 8TH AVENUE Interval Eastbound Westbound Northbound Southbound Rolling Pedestrian Crossings Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 7:00 AM 0 0 213 15 0 1 209 0 0 29 0 5 0 3 0 4 479 2,211 0 0 1 0 7:15 AM 0 2 218 16 0 0 248 0 0 32 1 5 0 0 0 7 529 2,270 0 0 0 0 7:30 AM 0 1 200 14 0 2 298 2 0 40 0 6 0 4 0 8 575 2,261 0 0 0 0 1111111111111111111111111111 5 327 1 0 46 0 4 0 0 0 4 628 2,181 .0 0.- 0 1 8:00 AM 0 3 215 24 0 7 252 0 0 31 0 3 0 0 0 3 538 2,032 0 0 0 0 8:15 AM 0 2 229 15 0 9 241 1 0 19 0 3 0 0 0 1 520 0 0 0 1 8:30 AM 1 3 204 21 0 10 227 2 0 19 0 1 0 1 0 6 495 0 0 0 0 8:45 AM 1 4 189 20 0 3 237 1 0 19 0 3 0 0 0 2 479 0 0 0 0 Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 55 0 0 0 63 0 0 0 0 0 0 0 0 0 118 Lights 0 7 733 64 0 13 988 3 0 145 1 18 0 4 0 22 1,998 Mediums 0 0 68 7 0 1 74 0 0 4 0 0 0 0 0 0 154 Total 0 7 856 71 0 14 1,125 3 0 149 1 18 0 4 0 22 2,270 Heavy Vehicle Percentage and Peak Hour Factor Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Heavy Vehicle% 13.9% 12.1% 2.4% 0.0% 12.0% Heavy Vehicle% 0.0% 0.0% 14.4% 18.5% 0.0% 7.1% 12.2% 0.0% 0.0% 2.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 12.0% Peak Hour Factor 0.97 0.86 0.84 0.63 0.90 Peak Hour Factor 0.50 0.75 0.95 0.66 0.00 0.78 0.86 0.50 0.00 0.81 0.25 0.50 0.00 0.44 0.00 0.75 0.90 • Location: 1 8TH AVENUE&PARK STREET PM C� ` Date: Tuesday,August 13,2024 ALL TRAFFIC DATA SERVICES Peak Hour: 04:30 PM -05:30 PM (303)216-2439 www.alltrafficdata.net Peak 15-Minutes: 05:00 PM-05:15 PM Peak Hour- Motorized Vehicles Peak Hour- Bicycles Peak Hour- Pedestrians (25) 17 0.71 20 (45) 1 t 8TH AVENUE _O 0 �� _0 0 0 PARK STREET o o 0 00 0 L �_I (2,534) 0 � 1 �, �L 6 (2,385) t D.D 1N� �Lo t I • I 1,321 y 1,240 13 � N �1,189 0 0 I,r W 0.96 E 0.92 o O-J W b E ~O 0 o Wilk E o 1,140 r 44 0 D o 0 1,361 y S y 1,179 0 S r o 208 �^ , 1 ^ j 1 S 1 (2,601) -1 '1 t r� (2,262) 0�'l i t r�0 1 N PARK STREET 7 . . . . ~~ y1 Oyr 2 8TH ,. AVENUE E 1 I U 41. 11. (476) 253 0.93 155 (306) 4....1 1 Note:Total study counts contained in parentheses. Traffic Counts- Motorized Vehicles PARK STREET PARK STREET 8TH AVENUE 8TH AVENUE Interval Eastbound Westbound Northbound Southbound Rolling Pedestrian Crossings Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 4:00 PM 0 2 246 45 0 8 273 2 0 27 0 5 0 0 1 1 610 2,639 0 0 1 0 4:15 PM 0 3 273 43 0 13 298 3 0 34 2 6 0 0 0 3 678 2,753 0 0 1 0 4:30 PM 0 3 311 55 0 8 276 2 0 31 1 10 0 0 0 2 699 2,773 0 0 0 0 4:45 PM 0 3 263 35 0 11 298 3 0 25 0 8 0 2 0 4 652 2,724 0 0 0 0 5:15 PM 0 1 286 61 0 13 290 1 1 34 0 7 0 1 0 3 698 0 0 1 0 5:30 PM 0 7 285 46 1 16 255 2 0 26 0 12 0 0 0 0 650 0 0 0 0 5:45 PM 1 1 251 37 0 14 258 2 0 34 1 4 0 0 0 3 606 0 0 0 0 Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 55 2 0 0 47 0 0 0 0 0 0 0 0 0 104 Lights 0 13 1,056 205 1 44 1,060 6 1 121 1 30 0 6 0 11 2,555 Mediums 0 0 29 1 0 0 82 0 0 0 0 2 0 0 0 0 114 Total 0 13 1,140 208 1 44 1,189 6 1 121 1 32 0 6 0 11 2,773 Heavy Vehicle Percentage and Peak Hour Factor Eastbound _ Westbound _ Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Heavy Vehicle% 6.4% 10.4% 1.3% 0.0% 7.9% Heavy Vehicle% 0.0% 0.0% 7.4% 0.7% 0.0% 0.0% 10.8% 0.0% 0.0% 0.0% 0.0% 5.9% 0.0% 0.0% 0.0% 0.0% 7.9% Peak Hour Factor 0.92 0.92 0.93 0.71 0.96 Peak Hour Factor 0.25 0.61 0.92 0.84 0.50 0.86 0.92 0.75 0.25 0.92 0.38 0.63 0.00 0.50 0.25 0.88 0.96 APPENDIX G FDOT's Florida Traffic Online (FTO) 2023 Peak Season Factor Category Report 2023 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 9100 OKEECHOBEE CNTYWIDE MOCF: 0 . 93 WEEK DATES SF PSCF 1 01/01/2023 - 01/07/2023 1 . 01 1. 09 2 01/08/2023 - 01/14/2023 1 . 00 1. 08 3 01/15/2023 - 01/21/2023 0 . 99 1. 06 * 4 01/22/2023 - 01/28/2023 0 . 96 1 . 03 * 5 01/29/2023 - 02/04/2023 0 . 94 1 .01 * 6 02/05/2023 - 02/11/2023 0 . 92 0 . 99 * 7 02/12/2023 - 02/18/2023 0 . 90 0 . 97 * 8 02/19/2023 - 02/25/2023 0. 90 0. 97 * 9 02/26/2023 - 03/04/2023 0 . 90 0 . 97 *10 03/05/2023 - 03/11/2023 0. 91 0. 98 *11 03/12/2023 - 03/18/2023 0. 91 0 . 98 *12 03/19/2023 - 03/25/2023 0 . 92 0 . 99 *13 03/26/2023 - 04/01/2023 0. 94 1 .01 *14 04/02/2023 - 04/08/2023 0 . 95 1 .02 *15 04/09/2023 - 04/15/2023 0 . 97 1 . 04 *16 04/16/2023 - 04/22/2023 0 . 98 1 .05 17 04/23/2023 - 04/29/2023 0 . 98 1 . 05 18 04/30/2023 - 05/06/2023 0. 99 1 . 06 19 05/07/2023 - 05/13/2023 1 . 00 1 . 08 20 05/14/2023 - 05/20/2023 1 . 01 1 . 09 21 05/21/2023 - 05/27/2023 1. 02 1. 10 22 05/28/2023 - 06/03/2023 1 . 03 1 . 11 23 06/04/2023 - 06/10/2023 1. 05 1 . 13 24 06/11/2023 - 06/17/2023 1.06 1. 14 25 06/18/2023 - 06/24/2023 1. 07 1 . 15 26 06/25/2023 - 07/01/2023 1 .08 1 .16 27 07/02/2023 - 07/08/2023 1.09 1 .17 28 07/09/2023 - 07/15/2023 1 . 10 1 . 18 29 07/16/2023 - 07/22/2023 1. 09 1 .17 30 07/23/2023 - 07/29/2023 1 . 09 1 .17 31 07/30/2023 - 08/05/2023 1 . 08 1 .16 32 08/06/2023 - 08/12/2023 1 . 07 1 .15 33 08/13/2023 - 08/19/2023 1 . 07 1 . 15 34 08/20/2023 - 08/26/2023 1 . 07 1 . 15 35 08/27/2023 - 09/02/2023 1 . 07 1 .15 36 09/03/2023 - 09/09/2023 1 . 07 1 . 15 37 09/10/2023 - 09/16/2023 1 . 07 1 . 15 38 09/17/2023 - 09/23/2023 1 . 06 1 . 14 39 09/24/2023 - 09/30/2023 1 . 05 1 . 13 40 10/01/2023 - 10/07/2023 1 . 05 1 . 13 41 10/08/2023 - 10/14/2023 1 . 04 1 .12 42 10/15/2023 - 10/21/2023 1 . 03 1 . 11 43 10/22/2023 - 10/28/2023 1 . 02 1 . 10 44 10/29/2023 - 11/04/2023 1 . 01 1 .09 45 11/05/2023 - 11/11/2023 1 . 00 1 . 08 46 11/12/2023 - 11/18/2023 0 . 99 1 . 06 47 11/19/2023 - 11/25/2023 1 . 00 1 . 08 48 11/26/2023 - 12/02/2023 1 . 00 1 . 08 49 12/03/2023 - 12/09/2023 1 . 01 1 .09 50 12/10/2023 - 12/16/2023 1 . 01 1 . 09 51 12/17/2023 - 12/23/2023 1 . 00 1 . 08 52 12/24/2023 - 12/30/2023 0 . 99 1 .06 53 12/31/2023 - 12/31/2023 0 . 99 1 . 06 * PEAK SEASON 09-MAR-2024 18 :41 :39 830UPD 1 9100 PKSEASON.TXT 2023 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 9101 SR 78 MOCF: 0. 95 WEEK DATES SF PSCF 1 01/01/2023 - 01/07/2023 0 . 97 1 . 02 2 01/08/2023 - 01/14/2023 0 . 97 1 .02 3 01/15/2023 - 01/21/2023 0. 98 1 .03 * 4 01/22/2023 - 01/28/2023 0. 96 1 .01 * 5 01/29/2023 - 02/04/2023 0. 94 0. 99 * 6 02/05/2023 - 02/11/2023 0 . 92 0 . 97 * 7 02/12/2023 - 02/18/2023 0 . 91 0 . 96 * 8 02/19/2023 - 02/25/2023 0 . 92 0 . 97 * 9 02/26/2023 - 03/04/2023 0 . 93 0 . 98 *10 03/05/2023 - 03/11/2023 0. 94 0. 99 *11 03/12/2023 - 03/18/2023 0. 96 1 . 01 *12 03/19/2023 - 03/25/2023 0. 96 1. 01 *13 03/26/2023 - 04/01/2023 0 . 96 1 . 01 *14 04/02/2023 - 04/08/2023 0 . 96 1.01 *15 04/09/2023 - 04/15/2023 0 . 96 1 . 01 *16 04/16/2023 - 04/22/2023 0 . 97 1 . 02 17 04/23/2023 - 04/29/2023 0. 98 1 . 03 18 04/30/2023 - 05/06/2023 0. 98 1. 03 19 05/07/2023 - 05/13/2023 0. 99 1. 04 20 05/14/2023 - 05/20/2023 1 . 00 1 . 05 21 05/21/2023 - 05/27/2023 1 . 02 1 .07 22 05/28/2023 - 06/03/2023 1 . 03 1 .08 23 06/04/2023 - 06/10/2023 1 . 05 1 . 11 24 06/11/2023 - 06/17/2023 1 . 06 1 . 12 25 06/18/2023 - 06/24/2023 1 . 07 1 . 13 26 06/25/2023 - 07/01/2023 1. 08 1. 14 27 07/02/2023 - 07/08/2023 1 . 09 1 . 15 28 07/09/2023 - 07/15/2023 1 . 11 1 . 17 29 07/16/2023 - 07/22/2023 1 . 10 1 . 16 30 07/23/2023 - 07/29/2023 1 . 10 1 . 16 31 07/30/2023 - 08/05/2023 1 . 09 1 .15 32 08/06/2023 - 08/12/2023 1 . 09 1 . 15 33 08/13/2023 - 08/19/2023 1 . 08 1 .14 34 08/20/2023 - 08/26/2023 1 . 08 1 . 14 35 08/27/2023 - 09/02/2023 1 . 08 1 . 14 36 09/03/2023 - 09/09/2023 1 . 08 1 . 14 37 09/10/2023 - 09/16/2023 1 . 08 1 . 14 38 09/17/2023 - 09/23/2023 1. 07 1 . 13 39 09/24/2023 - 09/30/2023 1. 06 1 . 12 40 10/01/2023 - 10/07/2023 1 . 05 1 . 11 41 10/08/2023 - 10/14/2023 1. 04 1 . 09 42 10/15/2023 - 10/21/2023 1. 04 1. 09 43 10/22/2023 - 10/28/2023 1 . 02 1 . 07 44 10/29/2023 - 11/04/2023 1 . 00 1 . 05 45 11/05/2023 - 11/11/2023 0 . 98 1 . 03 46 11/12/2023 - 11/18/2023 0 . 96 1 .01 47 11/19/2023 - 11/25/2023 0 . 96 1 .01 48 11/26/2023 - 12/02/2023 0 . 97 1 .02 49 12/03/2023 - 12/09/2023 0. 97 1 .02 50 12/10/2023 - 12/16/2023 0 . 97 1 . 02 51 12/17/2023 - 12/23/2023 0 . 97 1 . 02 52 12/24/2023 - 12/30/2023 0 . 97 1 . 02 53 12/31/2023 - 12/31/2023 0. 98 1 . 03 * PEAK SEASON 09-MAR-2024 18:41: 39 830UPD 1 9101 PKSEASON.TXT 2023 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 9112 NEW CATEGORY MOCF: 0 . 92 WEEK DATES SF PSCF 1 01/01/2023 - 01/07/2023 1 . 01 1 . 10 2 01/08/2023 - 01/14/2023 1 . 00 1 . 09 3 01/15/2023 - 01/21/2023 0. 98 1 . 07 * 4 01/22/2023 - 01/28/2023 0 . 95 1 . 03 * 5 01/29/2023 - 02/04/2023 0 . 91 0 . 99 * 6 02/05/2023 - 02/11/2023 0 . 88 0 . 96 * 7 02/12/2023 - 02/18/2023 0. 84 0 . 91 * 8 02/19/2023 - 02/25/2023 0 . 87 0 . 95 * 9 02/26/2023 - 03/04/2023 0 . 89 0 . 97 *10 03/05/2023 - 03/11/2023 0 . 92 1 .00 *11 03/12/2023 - 03/18/2023 0 . 94 1 . 02 *12 03/19/2023 - 03/25/2023 0 . 95 1 . 03 *13 03/26/2023 - 04/01/2023 0 . 95 1 . 03 *14 04/02/2023 - 04/08/2023 0 . 96 1 . 04 *15 04/09/2023 - 04/15/2023 0 . 96 1 .04 *16 04/16/2023 - 04/22/2023 0 . 97 1 . 05 17 04/23/2023 - 04/29/2023 0 . 99 1 . 08 18 04/30/2023 - 05/06/2023 1 . 00 1 . 09 19 05/07/2023 - 05/13/2023 1 . 02 1 . 11 20 05/14/2023 - 05/20/2023 1 . 03 1 . 12 21 05/21/2023 - 05/27/2023 1 . 04 1 . 13 22 05/28/2023 - 06/03/2023 1 . 06 1 . 15 23 06/04/2023 - 06/10/2023 1 . 07 1 . 16 24 06/11/2023 - 06/17/2023 1 . 08 1 . 17 25 06/18/2023 - 06/24/2023 1 . 08 1 . 17 26 06/25/2023 - 07/01/2023 1 . 09 1 . 18 27 07/02/2023 - 07/08/2023 1 . 09 1 .18 28 07/09/2023 - 07/15/2023 1 . 09 1 . 18 29 07/16/2023 - 07/22/2023 1 . 09 1 . 18 30 07/23/2023 - 07/29/2023 1 . 08 1 . 17 31 07/30/2023 - 08/05/2023 1 . 08 1 . 17 32 08/06/2023 - 08/12/2023 1. 07 1 . 16 33 08/13/2023 - 08/19/2023 1. 07 1 . 16 34 08/20/2023 - 08/26/2023 1 . 07 1 . 16 35 08/27/2023 - 09/02/2023 1 . 08 1 .17 36 09/03/2023 - 09/09/2023 1 . 08 1 .17 37 09/10/2023 - 09/16/2023 1 . 08 1 . 17 38 09/17/2023 - 09/23/2023 1 . 07 1 . 16 39 09/24/2023 - 09/30/2023 1 . 06 1 . 15 40 10/01/2023 - 10/07/2023 1 . 05 1 . 14 41 10/08/2023 - 10/14/2023 1 . 04 1 . 13 42 10/15/2023 - 10/21/2023 1 . 03 1 . 12 43 10/22/2023 - 10/28/2023 1 . 02 1 . 11 44 10/29/2023 - 11/04/2023 1 . 02 1 . 11 45 11/05/2023 - 11/11/2023 1 . 01 1 . 10 46 11/12/2023 - 11/18/2023 1 . 00 1 . 09 47 11/19/2023 - 11/25/2023 1 . 00 1 . 09 48 11/26/2023 - 12/02/2023 1 . 01 1 . 10 49 12/03/2023 - 12/09/2023 1 . 01 1 . 10 50 12/10/2023 - 12/16/2023 1 . 01 1 . 10 51 12/17/2023 - 12/23/2023 1 . 00 1 . 09 52 12/24/2023 - 12/30/2023 0 . 99 1 . 08 53 12/31/2023 - 12/31/2023 0 . 98 1. 07 * PEAK SEASON 09-MAR-2024 18 : 41 :39 830UPD 1 9112 PKSEASON.TXT APPENDIX H Turning Movement Volume Worksheets INTERSECTION VOLUME DEVELOPMENT Sth Avenue&NE Park Street(SR 70) WEEKDAY AM PEAK HOUR SE 8th Avenue NE 8th Avenue NE Park Street(SR 70) NE Park Street(SR 70) (7:30 AM to 8:30 AM) Northbound Southbound Eastbound Westbound Left Thru Right Left Thru Right Left Thru Right Left Thru Right Counted on 08/13/24 149 1 18 4 0 22 7 856 71 14 1,125 3 Peak Season Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 2024 Total Existing Traffic 159 1 19 4 0 24 7 916 76 15 1,204 3 Annual Growth Rate 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2026 Background Growth 8 0 1 0 0 1 0 46 4 1 61 0 Project Traffic%Assignment 65% 30% 65% 30% Project Traffic Direction OUT OUT IN IN Project Trips 3 1 3 1 Pass-By Traffic Assignment 50% 50% -50% 50% 50% -50% Pass-By Traffic Direction OUT OUT IN IN IN IN Pass-By Trips 18 18 -18 18 18 -18 2026 Total Background Traffic 167 1 20 4 0 25 7 962 80 16 1,265 3 2026 Total Traffic 188 1 39 4 0 25 7 944 101 35 1,247 3 WEEKDAY PM PEAK HOUR SE 8th Avenue NE 8th Avenue NE Park Street(SR 70) NE Park Street(SR 70) (4:30 PM to 5:30 PM) Northbound Southbound Eastbound Westbound Left Thru Right Left Thru Right Left Thru Right Left Thru Right Counted on 08/13/24 122 1 32 6 0 11 13 1,140 208 45 1,189 6 Peak Season Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 2024 Total Existing Traffic 131 1 34 6 0 12 14 1,220 223 48 1,272 6 Annual Growth Rate 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2026 Background Growth 7 0 2 0 0 1 1 62 11 2 64 0 Project Traffic%Assignment 65% 30% 65% 30% Project Traffic Direction OUT OUT IN IN Project Traffic 1 0 1 Pass-By Traffic Assignment 50% 50% -50% 50% 50% -50% Pass-By Traffic Direction OUT OUT IN IN IN IN Pass-By Trips 7 0 7 0 0 0 0 -7 7 7 -7 0 2026 Total Background Traffic 138 1 36 6 0 13 15 1,282 234 50 1,336 6 2026 Total Traffic 146 1 43 6 0 13 15 1,275 242 57 1,329 6 INTERSECTION VOLUME DEVELOPMENT 8th Avenue&Project Driveway WEEKDAY AM PEAK HOUR SE 8th Avenue NE 8th Avenue Project Driveway - Northbound Southbound Eastbound Westbound (7:30 AM to 8:30 AM) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Counted on 1/12/23 0 168 0 0 85 0 0 0 0 0 0 0 Peak Season Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 2024 Total Existing Traffic 0 180 0 0 91 0 0 0 0 0 0 0 Annual Growth Rate 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2026 Background Growth 0 9 0 0 5 0 0 0 0 0 0 0 Project Traffic%Assignment 5% 95% 95% 5% Project Traffic Direction IN IN OUT OUT Project Trips 4 4 Pass-By Traffic Assignment 100% 100% Pass-By Traffic Direction IN OUT Pass-By Trips 36 36 2026 Total Background Traffic 0 189 0 0 96 0 0 0 0 0 0 0 2026 Total Traffic 0 189 0 0 96 40 40 0 0 0 0 0 WEEKDAY PM PEAK HOUR SE 8th Avenue NE 8th Avenue Project Driveway - Northbound Southbound Eastbound Westbound _ (4:30 PM to 5:30 PM) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Counted on 1/12/23 0 155 0 _ 0 253 0 0 0 0 0 0 0 Peak Season Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 2024 Total ExistingTraffic 0 166 0 0 271 0 0 0 0 0 0 0 Annual Growth Rate 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2.53% 2026 Background Growth 0 8 0 0 14 0 0 0 0 0 0 0 Project Traffic%Assignment 5% 95% 95% 5% Project Traffic Direction IN IN OUT OUT Project Traffic 1 1 0 Pass-By Traffic Assignment _ 100% 100% Pass-By Traffic Direction IN OUT Pass-By Trips 0 0 0 0 0 14 14 0 0 0 0 0 2026 Total Background Traffic 0 174 0 0 285 0 0 0 0 0 0 0 2026 Total Traffic 0 174 0 0 285 15 15 0 0 0 0 0 APPENDIX I Synchro Outputs Timings Existing Conditions 1: 8th Avenue & NE Park Street (SR 70) AM Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations li ++ r lS ++ 4 r 4 Traffic Volume(vph) 7 916 76 15 1204 159 1 19 4 0 Future Volume(vph) 7 916 76 15 1204 159 1 19 4 0 Turn Type Perm NA Perm pm+pt NA Perm NA Perm Perm NA Protected Phases 6 5 2 4 8 Permitted Phases 6 6 2 4 4 8 Detector Phase 6 6 6 5 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 30.5 30.5 30.5 11.4 28.5 35.8 35.8 35.8 23.8 23.8 Total Split(s) 90.0 90.0 90.0 20.0 110.0 40.0 40.0 40.0 40.0 40.0 Total Split(%) 60.0% 60.0% 60.0% 13.3% 73.3% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time(s) 4.1 4.1 4.1 4.0 4.1 3.4 3.4 3.4 3.4 3.4 All-Red Time(s) 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.5 6.5 6.5 6.4 6.5 5.8 5.8 5.8 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode C-Max C-Max C-Max None C-Max None None None None None Act Effct Green(s) 107.0 107.0 107.0 112.3 112.2 25.5 25.5 25.5 Actuated g/C Ratio 0.71 0.71 0.71 0.75 0.75 0.17 0.17 0.17 v/c Ratio 0.03 0.45 0.08 0.04 0.55 0.80 0.06 0.09 Control Delay(s/veh) 10.8 11.5 2.4 6.5 10.0 84.9 0.3 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay(s/veh) 10.8 11.5 2.4 6.5 10.0 84.9 0.3 0.5 LOS BB A A A F A A Approach Delay(s/veh) 10.9 10.0 76.0 0.6 Approach LOS B A E A Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 10(7%),Referenced to phase 2:WBTL and 6:EBTL,Start of Yellow Natural Cycle:80 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.81 Intersection Signal Delay(s/veh): 15.1 Intersection LOS: B Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 1: 8th Avenue&NE Park Street(SR 70) ir 02(R) , ++ 04 1= 111111111111.1111111111=11 .11.1111111111 III 4- 05 4 06(R) ' 14 08 7 Brew 8th Avenue Synchro 12 Report KHA HCM 7th Signalized Intersection Summary Existing Conditions 1: 8th Avenue & NE Park Street (SR 70) AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) f T r *I ft 4 r 4. Traffic Volume(veh/h) 7 916 76 15 1204 3 159 1 19 4 0 24 Future Volume(veh/h) 7 916 76 15 1204 3 159 1 19 4 0 24 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1693 1618 1796 1722 1870 1856 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 8 1018 35 17 1338 3 177 1 9 4 0 16 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 2 14 19 7 12 2 3 2 2 2 2 2 Cap,veh/h 245 2027 865 313 2311 5 145 1 361 29 17 68 Arrive On Green 0.63 0.63 0.63 0.02 0.69 0.69 0.23 0.23 0.23 0.23 0.00 0.23 Sat Flow,veh/h 408 3216 1372 1711 3349 8 425 2 1585 0 75 299 Grp Volume(v),veh/h 8 1018 35 17 654 687 178 0 9 20 0 0 Grp Sat Flow(s),veh/h/In 408 1608 1372 1711 1636 1721 427 0 1585 374 0 0 Q Serve(g_s),s 1.6 25.7 1.5 0.5 30.9 30.9 0.0 0.0 0.7 0.0 0.0 0.0 Cycle Q Clear(g_c),s 23.5 25.7 1.5 0.5 30.9 30.9 34.2 0.0 0.7 34.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.99 1.00 0.20 0.80 Lane Grp Cap(c),veh/h 245 2027 865 313 1129 1187 145 0 361 114 0 0 V/C Ratio(X) 0.03 0.50 0.04 0.05 0.58 0.58 1.23 0.00 0.02 0.18 0.00 0.00 Avail Cap(c_a),veh/h 245 2027 865 439 1129 1187 145 0 361 114 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 20.4 15.0 10.5 11.4 12.0 12.0 63.5 0.0 45.0 47.6 0.0 0.0 lncr Delay(d2), s/veh 0.2 0.9 0.1 0.1 2.2 2.1 147.9 0.0 0.0 0.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 'Voile Back0fQ(95%),veh/ln 0.3 14.4 0.8 0.4 16.9 17.5 18.9 0.0 0.5 1.1 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 20.6 15.9 10.6 11.4 14.2 14.1 211.4 0.0 45.0 48.3 0.0 0.0 LnGrp LOS C B B B B B F D D Approach Vol,veh/h 1061 1358 187 20 Approach Delay,s/veh 15.7 14.1 203.4 48.3 Approach LOS B B F D ' Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 110.0 40.0 8.9 101.1 40.0 Change Period(Y+Rc),s 6.5 5.8 6.4 6.5 5.8 Max Green Setting (Gmax),s 103.5 34.2 13.6 83.5 34.2 Max Q Clear Time(g_c+11),s 32.9 36.2 2.5 27.7 36.2 Green Ext Time(p_c),s 31.6 0.0 0.0 20.6 0.0 Intersection Summary HCM 7th Control Delay,s/veh 28.5 HCM 7th LOS C 7 Brew 8th Avenue Synchro 12 Report KHA Timings Existing Conditions 1: 8th Avenue & NE Park Street (SR 70) PM Peak Hour f -♦ z c t- t P \ Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT ;;.„ ; Lane Configurations ) f t r 11 ++ 4 tr 4 Traffic Volume(vph) 14 1220 223 48 1272 131 1 34 6 0 Future Volume(vph) 14 1220 223 48 1272 131 1 34 6 0 Turn Type Perm NA Perm pm+pt NA Perm NA Perm Perm NA Protected Phases 6 5 2 4 8 Permitted Phases 6 6 2 4 4 8 Detector Phase 6 6 6 5 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 30.5 30.5 30.5 11.4 28.5 35.8 35.8 35.8 23.8 23.8 Total Split(s) 90.0 90.0 90.0 20.0 110.0 40.0 40.0 40.0 40.0 40.0 Total Split(%) 60.0% 60.0% 60.0% 13.3% 73.3% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time(s) 4.1 4.1 4.1 4.0 4.1 3.4 3.4 3.4 3.4 3.4 All-Red Time(s) 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.5 6.5 6.5 6.4 6.5 5.8 5.8 5.8 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode C-Max C-Max C-Max None C-Max None None None None None Act Effct Green(s) 106.4 106.4 106.4 117.0 116.9 20.8 20.8 20.8 Actuated g/C Ratio 0.71 0.71 0.71 0.78 0.78 0.14 0.14 0.14 v/c Ratio 0.05 0.53 0.19 0.16 0.52 0.74 0.12 0.06 Control Delay(s/veh) 10.0 12.5 1.5 5.8 7.6 84.8 0.9 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay(s/veh) 10.0 12.5 1.5 5.8 7.6 84.8 0.9 0.5 LOS A B A A A F A A Approach Delay(s/veh) 10.9 7.6 67.8 0.5 Approach LOS B A E A Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset:93.5(62%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.74 Intersection Signal Delay(s/veh): 12.5 Intersection LOS: B Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 1:8th Avenue&NE Park Street(SR 70) 4 +". 02(R) , 1 04 05 1.4 06(R) i 08 7 Brew 8th Avenue Synchro 12 Report KHA HCM 7th Signalized Intersection Summary Existing Conditions 1: 8th Avenue & NE Park Street (SR 70) PM Peak Hour -0. r c .- 144\ t p \. 4' d att. EBT EBR WBL WU WBR NBL NBT NBR SBL B' BOR Lane Configurations ) 44 rif 19 44 4 it 4+ Traffic Volume(veh/h) 14 1220 223 48 1272 6 131 1 34 6 0 12 Future Volume(veh/h) 14 1220 223 48 1272 6 131 1 34 6 0 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1796 1870 1870 1737 1870 1870 1870 1811 1870 1870 1870 Adj Flow Rate,veh/h 15 1271 156 50 1325 5 136 1 19 6 0 8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0,96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 2 7 2 2 11 2 2 2 6 2 2 2 Cap,veh/h 282 2274 1056 276 2489 9 203 1 276 44 13 31 Arrive On Green 0.67 0.67 0.67 0.03 0.74 0.74 0.18 0.18 0.18 0.18 0.00 0.18 Sat Flow,veh/h 412 3413 1585 1781 3372 13 863 6 1535 56 72 171 Grp Volume(v),veh/h 15 1271 156 50 648 682 137 0 19 14 0 0 Grp Sat Flow(s),veh/h/In 412 1706 1585 1781 1650 1735 869 0 1535 299 0 0 Q Serve(g_s),s 2.4 29.7 5.5 1.3 25.4 25.4 0.0 0.0 1.5 0.2 0.0 0.0 Cycle Q Clear(g_c),s 17.1 29.7 5.5 1.3 25.4 25.4 24.6 0.0 1.5 24.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 0.99 1.00 0.43 0.57 Lane Grp Cap(c),veh/h 282 2274 1056 276 1218 1281 204 0 276 88 0 0 V/C Ratio(X) 0.05 0.56 0.15 0.18 0.53 0.53 0.67 0.00 0.07 0.16 0.00 0.00 Avail Cap(c_a),veh/h 282 2274 1056 385 1218 1281 272 0 350 160 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 14.5 13.3 9.3 10.4 8.5 8.5 60.5 0.0 51.1 52.5 0.0 0.0 Incr Delay(d2),s/veh 0.4 1.0 0.3 0.3 1.7 1.6 3.9 0.0 0.1 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 'Voile BackOfQ(95%),veh/ln 0.5 16.7 3.5 0.9 13.8 14.3 9.2 0.0 1.1 0.8 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 14.8 14.3 9.6 10.7 10.1 10.1 64.4 0.0 51.2 53.3 0.0 0.0 LnGrp LOS B B A B B B E D D Approach Vol,veh/h 1442 1380 156 14 Approach Delay,s/veh 13.8 10.1 62.8 53.3 Approach LOS B B E D Timer-Assigned Phs2 4 5 6 8 Phs Duration (G+Y+Rc),s 117.2 32.8 10.8 106.5 32.8 Change Period (Y+Rc),s 6.5 5.8 6.4 6.5 5.8 Max Green Setting (Gmax), s 103.5 34.2 13.6 83.5 34.2 Max Q Clear Time(g_c+I1),s 27.4 26.6 3.3 31.7 26.8 Green Ext Time(p_c),s 32.0 0.4 0.1 29.3 0.0 HCM 7th Control Delay,s/veh 14.8 HCM 7th LOS B 7 Brew 8th Avenue Synchro 12 Report KHA f Timings Background Conditions 1: 8th Avenue & NE Park Street (SR 70) AM Peak Hour L Ell EBT EBR WBL v T g L T ,m . . ri , 1 Lane Configurations ) 4f P '1 44 4 e 4. Traffic Volume(vph) 7 962 80 16 1265 167 1 20 4 0 Future Volume(vph) 7 962 80 16 1265 167 1 20 4 0 Turn Type Perm NA Perm pm+pt NA Perm NA Perm Perm NA Protected Phases 6 5 2 4 8 Permitted Phases 6 6 2 4 4 8 Detector Phase 6 6 6 5 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 30.5 30.5 30.5 11.4 28.5 35.8 35.8 35.8 23.8 23.8 Total Split(s) 90.0 90.0 90.0 20.0 110.0 40.0 40.0 40.0 40.0 40.0 Total Split(%) 60.0% 60.0% 60.0% 13.3% 73.3% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time(s) 4.1 4.1 4.1 4.0 4.1 3.4 3.4 3.4 3.4 3.4 All-Red Time(s) 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.5 6.5 6.5 6.4 6.5 5.8 5.8 5.8 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode C-Max C-Max C-Max None C-Max None None None None None Act Effct Green (s) 103.8 103.8 103.8 111.5 111.4 26.3 26.3 26.3 Actuated g/C Ratio 0.69 0.69 0.69 0.74 0.74 0.18 0.18 0.18 v/c Ratio 0.03 0.48 0.09 0.05 0.58 0.82 0.06 0.09 Control Delay(s/veh) 11.7 13.3 2.4 6.6 10.8 85.9 0.3 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay(s/veh) 11.7 13.3 2.4 6.6 10.8 85.9 0.3 0.5 LOS B B A A B F A A Approach Delay(s/veh) 12.5 10.8 76.9 0.6 Approach LOS B B E A Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset:93.5(62%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle:80 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.82 Intersection Signal Delay(s/veh): 16.3 Intersection LOS: B Intersection Capacity Utilization 61.3% ICU Level of Service B Analysis Period(min)15 Splits and Phases: 1: 8th Avenue&NE Park Street(SR 70) �► ir 02(R) , 11 04 r 05 06(R) , i"-' 08 7 Brew 8th Avenue Synchro 12 Report KHA HCM 7th Signalized Intersection Summary Background Conditions 1: 8th Avenue & NE Park Street (SR 70) AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ++ r 5 114 4 r 4 Traffic Volume(veh/h) 7 962 80 16 1265 3 167 1 20 4 0 25 Future Volume(veh/h) 7 962 80 16 1265 3 167 1 20 4 0 25 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/ln 1870 1693 1618 1796 1722 1870 1856 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 8 1069 89 18 1406 3 186 1 22 4 0 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 14 19 7 12 2 3 2 2 2 2 2 Cap,veh/h 226 2025 864 286 2311 5 122 0 361 27 17 119 Arrive On Green 0.63 0.63 0.63 0.02 0.69 0.69 0.23 0.23 0.23 0.23 0.00 0.23 Sat Flow,veh/h 382 3216 1372 1711 3350 7 325 2 1585 0 74 520 Grp Volume(v),veh/h 8 1069 89 18 687 722 187 0 22 32 0 0 Grp Sat Flow(s),veh/h/In 382 1608 1372 1711 1636 1721 327 0 1585 594 0 0 Q Serve(g_s),s 1.7 27.7 3.9 0.5 33.6 33.6 0.0 0.0 1.6 0.0 0.0 0.0 Cycle Q Clear(g_c),s 26.3 27.7 3.9 0.5 33.6 33.6 34.2 0.0 1.6 34.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.99 1.00 0.12 0.87 Lane Grp Cap(c),veh/h 226 2025 864 286 1129 1187 122 0 361 162 0 0 V/C Ratio(X) 0.04 0.53 0.10 0.06 0.61 0.61 1.53 0.00 0.06 0.20 0.00 0.00 Avail Cap(c_a),veh/h 226 2025 864 411 1129 1187 122 0 361 162 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 21.9 15.4 11.0 11.8 12.4 12.4 64.6 0.0 45.3 47.2 0.0 0.0 Incr Delay(d2), s/veh 0.3 1.0 0.2 0.1 2.4 2.3 274.6 0.0 0.1 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.3 15.4 2.2 0.4 18.1 18.9 24.0 0.0 1.2 1.8 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 22.2 16.4 11.2 11.9 14.9 14.7 339.1 0.0 45.4 47.7 0.0 0.0 LnGrp LOS C B B B B B F D D Approach Vol,veh/h 1166 1427 209 32 Approach Delay,s/veh 16.0 14.8 308.2 47.7 Approach LOS B B F D Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 110.0 40.0 9.0 101.0 40.0 Change Period(Y+Rc),s 6.5 5.8 6.4 6.5 5.8 Max Green Setting(Gmax),s 103.5 34.2 13.6 83.5 34.2 Max Q Clear Time(g_c+11),s 35.6 36.2 2.5 29.7 36.2 Green Ext Time(p_c), s 33.9 0.0 0.0 22.7 0.0 Intersection Summary HCM 7th Control Delay,s/veh 37.3 HCM 7th LOS D 7 Brew 8th Avenue Synchro 12 Report KHA Timings Background Conditions 1: 8th Avenue & NE Park Street (SR 70) PM Peak Hour - . --o. c .- t P \ Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations j +t e ) 1T 4 I 4. Traffic Volume(vph) 15 1282 234 50 1336 138 1 36 6 0 Future Volume(vph) 15 1282 234 50 1336 138 1 36 6 0 Turn Type Perm NA Perm pm+pt NA Perm NA Perm Perm NA Protected Phases 6 5 2 4 8 Permitted Phases 6 6 2 4 4 8 Detector Phase 6 6 6 5 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 30.5 30.5 30.5 11.4 28.5 35.8 35.8 35.8 23.8 23.8 Total Split(s) 90.0 90.0 90.0 20.0 110.0 40.0 40.0 40.0 40.0 40.0 Total Split(%) 60.0% 60.0% 60.0% 13.3% 73.3% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time(s) 4.1 4.1 4.1 4.0 4.1 3.4 3.4 3.4 3.4 3.4 All-Red Time(s) 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.5 6.5 6.5 6.4 6.5 5.8 5.8 5.8 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode C-Max C-Max C-Max None C-Max None None None None None Act Effct Green(s) 105.4 105.4 105.4 116.1 116.0 21.7 21.7 21.7 Actuated g/C Ratio 0.70 0.70 0.70 0.77 0.77 0.14 0.14 0.14 v/c Ratio 0.06 0.56 0.20 0.18 0.55 0.75 0.13 0.07 Control Delay(s/veh) 10.6 13.6 1.6 6.3 8.4 84.5 2.2 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay(s/veh) 10.6 13.6 1.6 6.3 8.4 84.5 2.2 0.4 LOS B B A A A F A A Approach Delay(s/veh) 11.8 8.3 67.5 0.5 Approach LOS B A E A Intersection Summary .. - -- . . _-------,---- m M. ,.. .. -. Cycle Length: 150 Actuated Cycle Length: 150 Offset:93.5(62%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.76 Intersection Signal Delay(s/veh): 13.3 Intersection LOS: B Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period(min)15 Splits and Phases: 1:8th Avenue&NE Park Street(SR 70) 4T 02(R) , 4+ 04 r 05 4 06(R) g 1 08 7 Brew 8th Avenue Synchro 12 Report KHA • HCM 7th Signalized Intersection Summary Background Conditions 1: 8th Avenue & NE Park Street (SR 70) PM Peak Hour M0vertittr''''' .:. EBT EBR 13L WBT WBR Lane Configurations 44 '� 44 4 e 4 Traffic Volume(veh/h) 15 1282 234 50 1336 6 138 1 36 6 0 13 Future Volume(veh/h) 15 1282 234 50 1336 6 138 1 36 6 0 13 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1796 1870 1870 1737 1870 1870 1870 1811 1870 1870 1870 Adj Flow Rate,veh/h 16 1335 244 52 1392 6 144 1 38 6 0 14 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 2 7 2 2 11 2 2 2 6 2 2 2 Cap,veh/h 230 2109 979 221 2325 10 180 1 350 31 15 36 Arrive On Green 0.62 0.62 0.62 0.03 0.69 0.69 0.23 0.23 0.23 0.23 0.00 0.23 Sat Flow,veh/h 386 3413 1585 1781 3370 15 579 4 1535 0 68 158 Grp Volume(v),veh/h 16 1335 244 52 682 716 145 0 38 20 0 0 Grp Sat Flow(s),veh/h/In 386 1706 1585 1781 1650 1734 583 0 1535 226 0 0 Q Serve(g_s),s 3.4 36.8 10.4 1.5 32.7 32.7 0.0 0.0 2.9 0.0 0.0 0.0 Cycle Q Clear(g_c),s 25.3 36.8 10.4 1.5 32.7 32.7 34.2 0.0 2.9 34.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 0.99 1.00 0.30 0.70 Lane Grp Cap(c),veh/h 230 2109 979 221 1139 1197 181 0 350 83 0 0 V/C Ratio(X) 0.07 0.63 0.25 0.23 0.60 0.60 0.80 0.00 0.11 0.24 0.00 0.00 Avail Cap(c_a),veh/h 230 2109 979 330 1139 1197 181 0 350 83 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 21.8 18.0 12.9 14.9 12.3 12.3 59.3 0.0 45.8 48.2 0.0 0.0 Incr Delay(d2),s/veh 0.6 1.5 0.6 0.5 2.3 2.2 22.2 0.0 0.1 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.6 20.7 7.0 1.1 17.8 18.5 11.0 0.0 2.1 1.1 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 22.4 19.5 13.6 15.4 14.6 14.5 81.5 0.0 46.0 49.6 0.0 0.0 LnGrp LOS CBBBBBF D D Approach Vol,veh/h 1595 1450 183 20 Approach Delay,s/veh 18.6 14.6 74.1 49.6 Approach LOS B B E D ...�. .. 2 4 5 6 Phs Duration (G+Y+Rc),s 110.0 40.0 10.8 99.2 40.0 Change Period (Y+Rc),s 6.5 5.8 6.4 6.5 5.8 Max Green Setting (Gmax),s 103.5 34.2 13.6 83.5 34.2 Max Q Clear Time(g_c+11),s 34.7 36.2 3.5 38.8 36.2 Green Ext Time(p_c),s 33.6 0.0 0.1 29.5 0.0 Intersection Summary HCM 7th Control Delay, s/veh 20.1 HCM 7th LOS C 7 Brew 8th Avenue Synchro 12 Report KHA Timings Buildout Conditions 1: 8th Avenue & NE Park Street (SR 70) AM Peak Hour -0. 4\ t p 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations II tt r vi t+ 4 r 4 Traffic Volume(vph) 7 944 101 35 1247 188 1 39 4 0 Future Volume(vph) 7 944 101 35 1247 188 1 39 4 0 Turn Type Perm NA Perm pm+pt NA Perm NA Perm Perm NA Protected Phases 6 5 2 4 8 Permitted Phases 6 6 2 4 4 8 Detector Phase 6 6 6 5 2 4 4 4 8 8 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 30.5 30.5 30.5 11.4 28.5 35.8 35.8 35.8 23.8 23.8 Total Split(s) 90.0 90.0 90.0 20.0 110.0 40.0 40.0 40.0 40.0 40.0 Total Split(%) 60.0% 60.0% 60.0% 13.3% 73.3% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time(s) 4.1 4.1 4.1 4.0 4.1 3.4 3.4 3.4 3.4 3.4 All-Red Time(s) 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.5 6.5 6.5 6.4 6.5 5.8 5.8 5.8 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode C-Max C-Max C-Max None C-Max None None None None None Act Effct Green (s) 98.8 98.8 98.8 109.4 109.3 28.4 28.4 28.4 Actuated g/C Ratio 0.66 0.66 0.66 0.73 0.73 0.19 0.19 0.19 v/c Ratio 0.03 0.50 0.12 0.11 0.59 0.85 0.12 0.08 Control Delay(s/veh) 12.7 15.5 2.3 7.5 11.6 88.0 3.2 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay(s/veh) 12.7 15.5 2.3 7.5 11.6 88.0 3.2 0.4 LOS B B A A B F A A Approach Delay(s/veh) 14.3 11.5 73.6 0.5 Approach LOS B B E A Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset:93.5(62%), Referenced to phase 2:WBTL and 6:EBTL,Start of Yellow Natural Cycle:80 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay(s/veh): 18.0 Intersection LOS: B Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 1:8th Avenue&NE Park Street(SR 70) ` - 02(R) , 1 04 110 s €, I N�. 05 06(R) , 14 08 7 Brew 8th Avenue Synchro 12 Report KHA P 3 , HCM 7th Signalized Intersection Summary Buildout Conditions 1: 8th Avenue & NE Park Street (SR 70) AM Peak Hour EBB . T Lane Configurations ii 44 ri ii }t 4 ti 4. Traffic Volume(veh/h) 7 944 101 35 1247 3 188 1 39 4 0 25 Future Volume(veh/h) 7 944 101 35 1247 3 188 1 39 4 0 25 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1693 1618 1796 1722 1870 1856 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 8 1049 112 39 1386 3 209 1 43 4 0 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 14 19 7 12 2 3 2 2 2 2 2 Cap,veh/h 231 1996 851 297 2311 5 122 0 361 27 17 119 Arrive On Green 0.62 0.62 0.62 0.03 0.69 0.69 0.23 0.23 0.23 0.23 0.00 0.23 Sat Flow,veh/h 389 3216 1372 1711 3350 7 325 2 1585 0 74 520 Grp Volume(v),veh/h 8 1049 112 39 677 712 210 0 43 32 0 0 Grp Sat Flow(s),veh/h/In 389 1608 1372 1711 1636 1721 327 0 1585 594 0 0 Q Serve(g_s),s 1.7 27.6 5.1 1.2 32.8 32.8 0.0 0.0 3.2 0.0 0.0 0.0 Cycle Q Clear(g_c),s 24.1 27.6 5.1 1.2 32.8 32.8 34.2 0.0 3.2 34.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.12 0.87 Lane Grp Cap(c),veh/h 231 1996 851 297 1129 1187 122 0 361 162 0 0 V/C Ratio(X) 0.03 0.53 0.13 0.13 0.60 0.60 1.72 0.00 0.12 0.20 0.00 0.00 Avail Cap(c_a),veh/h 231 1996 851 406 1129 1187 122 0 361 162 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 21.4 16.0 11.8 12.0 12.3 12.3 64.6 0.0 45.9 47.2 0.0 0.0 Incr Delay(d2), s/veh 0.3 1.0 0.3 0.2 2.4 2.2 354.5 0.0 0.1 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.3 15.4 2.9 0.8 17.8 18.5 28.8 0.0 2.4 1.8 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 21.7 17.0 12.1 12.2 14.7 14.5 419.1 0.0 46.1 47.7 0.0 0.0 LnGrp LOS C B B B B B F D D Approach Vol,veh/h 1169 1428 253 32 Approach Delay,s/veh 16.6 14.5 355.7 47.7 Approach LOS B B F D 2 4 5 6 8 Phs Duration (G+Y+Rc),s 110.0 40.0 10.4 99.6 40.0 Change Period (Y+Rc),s 6.5 5.8 6.4 6.5 5.8 Max Green Setting(Gmax),s 103.5 34.2 13.6 83.5 34.2 Max Q Clear Time(g_c+11),s 34.8 36.2 3.2 29.6 36.2 Green Ext Time(p_c), s 33.3 0.0 0.0 22.5 0.0 Intersection Summary HCM 7th Control Delay. s/veh 45.7 HCM 7th LOS D 7 Brew 8th Avenue Synchro 12 Report KHA HCM 7th TWSC Buildout Conditions 2: 8th Avenue & Project Driveway AM Peak Hour Int Delay, s/veh 1.2 M „ . EB1. EBt t NBL NBT SBT SBR Lane Configurations `rif 4 j. Traffic Vol,veh/h 40 0 0 189 96 40 Future Vol,veh/h 40 0 0 189 96 40 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 43 0 0 205 104 43 Conflicting Flow All 332 126 148 0 - 0 Stage 1 126 - - - - - Stage 2 205 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 663 924 1434 - - - Stage 1 900 - - - - - Stage 2 829 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 663 924 1434 - - - Mov Cap-2 Maneuver 663 - - - - - Stage 1 900 - - - - - Stage 2 829 - - - - - Approach EB NB SB HCM Control Delay, s/v10.81 0 0 HC",.1 LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1434 - 663 - - HCM Lane V/C Ratio - - 0.066 - - HCM Control Delay(s/veh) 0 - 10.8 - - HCM Lane LOS A - B - - HCM 95th%tile Q(veh) 0 - 0.2 - - 7 Brew 8th Avenue Synchro 12 Report KHA • Timings Buildout Conditions 1: 8th Avenue & NE Park Street (SR 70) PM Peak Hour "frc - t p 1 Lane Group EBB EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations II ft e +4, 4i ft 4, Traffic Volume(vph) 15 1275 242 57 1329 146 1 43 6 0 Future Volume(vph) 15 1275 242 57 1329 146 1 43 6 0 Turn Type Perm NA Perm pm+pt NA Perm NA Perm Perm NA Protected Phases 6 5 2 4 8 Permitted Phases 6 6 2 4 4 8 Detector Phase 6 6 6 5 2 4 4 4 8 8 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 30.5 30.5 30.5 11.4 28.5 35.8 35.8 35.8 23.8 23.8 Total Split(s) 90.0 90.0 90.0 20.0 110.0 40.0 40.0 40.0 40.0 40.0 Total Split(%) 60.0% 60.0% 60.0% 13.3% 73.3% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time(s) 4.1 4.1 4.1 4.0 4.1 3.4 3.4 3.4 3.4 3.4 All-Red Time(s) 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.5 6.5 6.5 6.4 6.5 5.8 5.8 5.8 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode C-Max C-Max C-Max None C-Max None None None None None Act Effct Green (s) 104.4 104.4 104.4 115.2 115.1 22.6 22.6 22.6 Actuated g/C Ratio 0.70 0.70 0.70 0.77 0.77 0.15 0.15 0.15 v/c Ratio 0.06 0.56 0.21 0.20 0.55 0.76 0.15 0.06 Control Delay(s/veh) 11.1 14.2 1.6 6.8 8.7 84.3 4.3 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay(s/veh) 11.1 14.2 1.6 6.8 8.7 84.3 4.3 0.4 LOS B B A A A F A A Approach Delay(s/veh) 12.2 8.7 66.1 0.5 Approach LOS B A E A Intersection Summary . .« . . Cycle Length: 150 Actuated Cycle Length: 150 Offset:93.5(62%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.77 Intersection Signal Delay(s/veh): 13.9 Intersection LOS: B Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 1:8th Avenue&NE Park Street(SR 70) 47- 2(R) 04 11'_, 111 r 05 06(R) , 1'408 20 s 7 Brew 8th Avenue Synchro 12 Report KHA HCM 7th Signalized Intersection Summary Buildout Conditions 1: 8th Avenue & NE Park Street (SR 70) PM Peak Hour -► t 4\ t / ./ T era 4 :WBR. Lane Configurations 111 +1 r ++ 4 r 4+ Traffic Volume(veh/h) 15 1275 242 57 1329 6 146 1 43 6 0 13 Future Volume(veh/h) 15 1275 242 57 1329 6 146 1 43 6 0 13 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1796 1870 1870 1737 1870 1870 1870 1811 1870 1870 1870 Adj Flow Rate,veh/h 16 1328 252 59 1384 6 152 1 45 6 0 14 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 7 2 2 11 2 2 2 6 2 2 2 Cap,veh/h 232 2105 978 223 2325 10 180 1 350 31 15 36 Arrive On Green 0.62 0.62 0.62 0.03 0.69 0.69 0.23 0.23 0.23 0.23 0.00 0.23 Sat Flow,veh/h 389 3413 1585 1781 3370 15 580 4 1535 0 68 158 Grp Volume(v),veh/h 16 1328 252 59 678 712 153 0 45 20 0 0 Grp Sat Flow(s),veh/h/In 389 1706 1585 1781 1650 1734 583 0 1535 226 0 0 Q Serve(g_s),s 3.4 36.6 10.9 1.7 32.4 32.4 0.0 0.0 3.5 0.0 0.0 0.0 Cycle Q Clear(g_c),s 24.8 36.6 10.9 1.7 32.4 32.4 34.2 0.0 3.5 34.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 0.99 1.00 0.30 0.70 Lane Grp Cap(c),veh/h 232 2105 978 223 1139 1197 181 0 350 83 0 0 V/C Ratio(X) 0.07 0.63 0.26 0.26 0.60 0.60 0.85 0.00 0.13 0.24 0.00 0.00 Avail Cap(c_a),veh/h 232 2105 978 330 1139 1197 181 0 350 83 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 21.6 18.0 13.1 15.0 12.2 12.2 60.1 0.0 46.0 48.2 0.0 0.0 Incr Delay(d2),s/veh 0.6 1.4 0.6 0.6 2.3 2.2 29.2 0.0 0.2 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.6 20.6 7.2 1.3 17.7 18.4 11.9 0.0 2.5 1.1 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 22.2 19.5 13.7 15.6 14.5 14.4 89.3 0.0 46.2 49.6 0.0 0.0 LnGrp LOS CBBBBBF D D Approach Vol,veh/h 1596 1449 198 20 Approach Delay,s/veh 18.6 14.5 79.5 49.6 Approach LOS B B E D Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 110.0 40.0 11.0 99.0 40.0 Change Period(Y+Rc),s 6.5 5.8 6.4 6.5 5.8 Max Green Setting(Gmax),s 103.5 34.2 13.6 83.5 34.2 Max Q Clear Time(g_c+I1),s 34.4 36.2 3.7 38.6 36.2 Green Ext Time(p_c),s 33.4 0.0 0.1 29.6 0.0 a i ,$ HCM 7th Control Delay,s/veh 20.7 HCM 7th LOS C 7 Brew 8th Avenue Synchro 12 Report KHA HCM 7th TWSC Buildout Conditions 2: 8th Avenue & Project Driveway PM Peak Hour =k i Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR 111 Lane Configurations f 4 j, Traffic Vol,veh/h 15 0 0 174 285 15 Future Vol,veh/h 15 0 0 174 285 15 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 0 0 189 310 16 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 507 318 326 0 - 0 Stage 1 318 - - - - - Stage 2 189 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 525 723 1234 - - - Stage 1 738 - - - - - Stage 2 843 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 525 723 1234 - - - Mov Cap-2 Maneuver 525 - - - - - Stage 1 738 - - - - - Stage 2 843 - - - - - Approach EB NB SB HCM Control Delay,s/v12.07 0 0 HCM LOS B n +e Lane/Major A vrnt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1234 - 525 - - HCM Lane V/C Ratio - - 0.031 - - HCM Control Delay(s/veh) 0 - 12.1 - - HCM Lane LOS A - B - - HCM 95th%tile Q(veh) 0 - 0.1 - - 7 Brew 8th Avenue Synchro 12 Report KHA APPENDIX J FDOT's Florida Traffic Online (FTO) 2023 Historical Traffic AADT Report • • • • H H H 00 W • c4 0000000000000000 0 O1 I`l00 V'l0 O u7 ON 0')CO NNI-O H F U 1010 L()CO VD N d'CO CV)01 H H 00 W CO OD W w ZN x3x • H HOa HC)Z w x 0 x 0000000000000 .01CO 0) O 01HON01(TCAC1/4.0r-1 H Ill O1NO10o H II II X EH U 1-0000I-[-L-00l-lO0000l�1010[-h CO g X W •4 to to w lf)ix)ul U ul u7 u7 u7 u7 u7 I.()u7 ul u) ul c4 . 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Z H 0000000000 rD Z x 3 H H 'LU C o 0 O M N H H a O H U r-I,-I H ri H H H H H H ,"U H C7 'J C4 OLHH Z H E W C] zzzzzzzzzz Z II II II (24 P7 rg Uu)>H O u) x x •• O H ul W co U U H co H U H u)H U u)H U C7 g C4 w x W H o 0 0 0 0 0 0 0 0 0 0 0 C ra O 0 u) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H H CO lip O CD O CDU10)f-I,-i<r,1',' U I I N N N N N N N N N N H ri H E g, Ca H r1 CO C H x O -K ?I EH I-� •• Z W c4 I CMNHCCLU `cLn,r MNH 0 H Q', I NNNNH-IHiHIHHHHHH O H W I O O O O O O O O O O O O O U U ?+ I N N N N N N N N N N N N N APPENDIX K NCHRP Report 457 Outputs co 3 0 > , I, o- .L 1 0 a) I ✓ E N is - 0 ^L LL C C S.- C mC I ° V 0 > 0 a) N d Q w: 2_ o CD w -0 E as o 0 0 L c C) C V V Q O a;O - oo > C C', Q ns I a 3 - " co o N �10 0 O J C cv o c6 0 0 0 0 0 0 0 0 0 >, 00 0 o 0 00 0 0 0 ca I y/yan `(°A) awnIon 6uisoddp MIN N O y O ti')To (NI o c� 0 - 7, o o O) L *k 0 E 2 1 C c O kl 73 a) co CD a a 0) O O O a L 0 L as O CM ; cu E 0 co C cc > E a)E o 0 as L N 7 O -z -0 a) a) O U CO > c9 0 y C�0 W O .a cu 0) C C`p E. 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" f I a . - a14 Petition No. 41-1-0O6 SE Affidavit Attesting to the Completeness and Accuracy of the List of Surrounding Property Owners I hereby certify under the penalty of law or the revocation of the requested approval sought that to the best of my knowledge and belief, the attached list constitutes the complete and accurate list of the property owners, addresses, and parcel identification numbers of all parcels and tracts within three hundred(300)feet not including intervening streets. alleys, or waterways, of the perimeter of the lands which are subjects of, or are contiguous to but held under the same ownership as,the lands subject to the application for a change in land use or zoning, said list constituting a portion of that application. This affidavit is made based upon an inspection of the tax rolls of the Property Appraiser of Okeechobee County as of SEPT EMBER 18 2024 and the Assertions made to me by members of that Office that the information reviewed constitutes the most recent information available to that office. I therefore attest to this 1 0 day of Signature of Applicant Date Po,.✓� vr(tj Name of Applicant(printed or typed) STATE OF FLORIDA COUNTY OF :;.(12 (LI The foregoing instrument was acknowledged before me by means of ysi phcal presence or online notarization, this k.c day of . e br;j , 20-.t( , by k-ks,(rl.LAA , who is personally known to me or produced as identification. 0 SHEYANDERSON '* *= MY COMMISSION/FA1 '�� 4.;451 EXPIRES:Arellt2,2026Notary P lic Signature I (Rev 7/2023 Page 3 of 1 1 '76v g ,571. 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Om OW n<,M3 z DnZ �*� m zmrW p m P *m DC V,zm Q D1 ZA0 - -Ar ow- Z 0m c, 7 m IM mN n°cmi ' P°m ›rnn C7 �v m m mo zliP il 12- cDj m0 ?> r r 67 m m A m Z 3 g ._I 3 n N ari D�NAkIIIE ARC�i1TCTl1Rt,nC a A Project For ��° s �z D a = F Elevations 1202 SW 17th Street,Ste.201-165 N a N o L Ocala,FL 34471 i o m 73 u 7 Brew Drive Thru Coffee =y T 352.867.5148 �U "'1 a N A Z E johnQdonahue-arch.comHh 0 0 L cv * FL:#AR0017456,GA:#RA012363 i"a y•Q r ILuE COPY Aruona•O liw�rt•i Ioridd•Maryland �// Delaware arinbflg ComDafty•Va+ky Newsrapen 1 INDEPENDENT NEWSM EDI A Celebrating lot Connecting Our Communities Proof of Publication 10/9/2024 STATE OF FLORIDA: CITY OF OKEECHOBEE PUBLIC NOTICE COUNTY OF OKEECHOBEE: CONSIDERATION OF A PROPOSED SPECIAL EXCEPTION Before the undersigned authority personally appeared NOTICE IS HEREBY GIVEN that a QUASI-JUDICIAL PUBLIC HEARING will be held by the City of Okeechobee Board of Katrina Elsken Muros,who on oath says that she is Adjustment(BOA)on October 17,2024,at 6 PM,or as soon thereafter as possible, at City Hall, 55 SE 3rd AVE, Rm 200, Editor in Chief of the Lake Okeechobee News, a Okeechobee,FL,to consider and receive input to approve or deny weekly newspaper published in Okeechobee County, the olbwing Petition: Petition No: 24-005-SE. Florida;that the attached copy of advertisement, Type: Special Exception Use Petition. Applicant: Chris Ossa,PE Kimley-Horn. being a Public Notice in the matter of Property Owner: Be A Man Buy Land,LLC. Property Address:100 and 102 SE 8th AVE, Okeechobee,FL 34974. Public Notice Legal Description:Lots 1,2 and 3 of TAYLOR CREEK MANOR,Plat Book 3,Page 4, • Okeechobee County,FL public records. in the 19th Judicial District of the Circuit Court of Less and except right-of-way for State Road 70,and less and except land Okeechobee County, Florida,was published in said described in Official Records Book 217, Page 175,Okeechobee County,FL. newspaper in the issues of or by publication on the Subject to Taylor Creek right-of-way. Lots 4 and 5 of TAYLOR CREEK newspaper's website, if authorized, on MANOR,Plat Book 3,Page 4, Okeechobee County,FL public records. Lake Okeechobee News: 10/2/2024, 10/9/2024 Request: To allow a drive-through service in a Heavy Commercial zoning district,as LakeONews.com: 10/2/2024, 10/3/2024, 10/4/2024, provided in the Code of Ordinances, Section 90-283(1). 10/5/2024, 10/6/2024, 10/7/2024, 10/8/2024, Proposed Use: To develop property into a new 7-Brew Drive-Thru Coffee Shop. 10/9/2024 The public is invited to attend the PUBLIC HEARING and be heard on all matters. • • • Affiant further says that the newspaper complies with The Petition can be inspected/viewed at the address atone in Rm 101,during regular business hours,Mon-Fri,8 AM-4:30 PM except all legal requirements for publication in Chapter 50, for holidays,contact General Services staff at863-763-9824. • Florida Statutes. The Petition will be posted online approximately one week prior to the PUBLIC HEARING date,with the BOA agenda materials on the City website at https://www.cityofokeechoee.comm/Agenda .3'/ Minutes-BoardofAdjustrnent.html. _-t v,,,' ,,,. ; BE ADVISED that should you intend to show any document, Katrina Elsken Muros picture,video,or items to the BOA in support or opposition to any item on the agenda,a copy of the document,picture,video,or item must be provided to the Board Secretary for the City's Sworn to and subscribed before me by means of records. ANY PERSON DECIDING TO APPEAL any decision made by the BOA with respect to any matter considered at this Physical Presence X Online Notarization meeting will need to ensure a verbatim record o t e proceeding is made and the record includes the testimony and evidence upon physical presence or online notarization,this which the appeal will be based.In accordance with the Americans 10/9/2024 with Disabilities Act, persons with disabilities needing special accommodation to participate in this proceeding should contact the General Services Office in person or call 863-763-9824, Hearing Impaired:Fonda Relay 7-1-1 no later than four business days?nor to proceeding. ONE OR MORE CITY OF OKEECHOBEE COUNCIL MEMBERS �; ! MAY BE IN ATTENDANCE AT THIS MEETING. THIS v ,.. '.w l,r �.; S NOTICE IS POSTED TO MEET STATE PUBLIC NOTICE -:ua' REQUIREMENTS AND SUNSHINE LAWS. By:Ben Smith,City Planning Consultant,No.24-005-SE 7647 LON 10/2,9/2024 Cf �24 v` Wd 6 . . : PUBLIC NOTICE qtr ::_ a . -�j`'`, CONSIDERATION OF A PROPOSED SPECIAL EXCEPTION NOTICE IS HEREBY GIVEN that a QUASI-JUDICIAL PUBLIC HEARING will be held by the City of Okeechobee Board of Adjustment (BOA) on October 17, 2024, at 6 PM, or as soon thereafter as possible, at City Hall, 55 SE 3rd AVE, Rm 200, Okeechobee, FL, to consider and receive input to approve or deny: Petition No: 24-005-SE. Type: Special Exception Use Petition. Applicant: Chris Ossa, PE Kimley-Horn. Property Owner: Be A Man Buy Land, LLC. Property Address: 100 and 102 SE 8th AVE, Okeechobee, FL 34974. Legal Description: Lots 1,2 and 3 of TAYLOR CREEK MANOR, Plat Book 3, Page 4,Okeechobee County, FL public records. Less and except right-of-way for State Road 70, and less and except land described in Official Records Book 217, Page 175, Okeechobee County, FL. Subject to Taylor Creek right-of-way. Lots 4 and 5 of TAYLOR CREEK MANOR, Plat Book 3, Page 4, Okeechobee County, FL public records. Request: To allow a drive-through service in a Heavy Commercial zoning district, as provided in the Code of Ordinances, Section 90-283(1). Proposed Use: To develop property into a new 7-Brew Drive-Thru Coffee Shop. The public is invited to attend the PUBLIC HEARING and be heard on all matters. The Petition can be inspected/viewed at the address above in Rm 101, during regular business hours, Mon-Fri, 8 AM-4:30 PM except for holidays, contact General Services staff at 863-763-9824. The Petition will be posted online approximately one week prior to the PUBLIC HEARING date, with the BOA agenda materials on the City website at https://www.cityofokeechoee.com/AgendaMinutes-BoardofAdjustment.html. BE ADVISED that should you intend to show any document, picture, video, or items to the BOA in support or opposition to any item on the agenda, a copy of the document, picture,video,or item must be provided to the Board Secretary for the City's records. ANY PERSON DECIDING TO APPEAL any decision made by the BOA with respect to any matter considered at this meeting will need to ensure a verbatim record of the proceeding is made and the record includes the testimony and evidence upon which the appeal will be based. In accordance with the Americans with Disabilities Act,persons with disabilities needing special accommodation to participate in this proceeding should contact the General Services Office in person or call 863-763-9824, Hearing Impaired: Florida Relay 7-1-1 no later than four business days prior to proceeding. ONE OR MORE CITY OF OKEECHOBEE COUNCIL MEMBERS MAY BE IN ATTENDANCE AT THIS MEETING. THIS NOTICE IS POSTED TO MEET STATE PUBLIC NOTICE REQUIREMENTS AND SUNSHINE LAWS. By: Ben Smith,City Planning Consultant, No.24-005-SE Posted: BB/SM/Website: 10/2/24-KR City of Okeechobee 55 SE Third Avenue Tele:863-763-9824 Okeechobee, FL Fax: 863-763-1686 Dear Property Owner: October 2, 2024 The City of Okeechobee Board of Adjustment will consider Special Exception Petition No. 24-005-SE requesting to allow a drive-through service in a Heavy Commercial Zoning District,(Ref.Code Sec.90-283(1)). The property is located at 100 and 102 South East 8th Avenue.The proposed use is to develop a 7-Brew Drive- Thru Coffee Shop. You are receiving this courtesy notice as a property owner within 300-FT of the location.You are invited to attend and be heard in person at the Public Hearing,held at City Hall,RM 200 on Thursday, October 17, 2024, 6 PM, or as soon thereafter as possible; or you may submit your questions, comments or objections by 3 PM the day of the meeting by email: pburnette(a,cityofokeechobee.com or call the number above. The Petition can be viewed at the address above Rm 101 during normal office hours, by contacting my office, or on the website www.cityofokeechobee.com/AgendaMinutes-BoardofAdjustment.html one week prior to the Public Hearing Date. Respectfully, Patty Burnette, General Services Director City of Okeechobee 55 SE Third Avenue Tele: 863-763- 9824 Okeechobee, FL Fax: 863-763-1686 Dear Property Owner: October 2, 2024 The City of Okeechobee Board of Adjustment will consider Special Exception Petition No. 24-005-SE requesting to allow a drive-through service in a Heavy Commercial Zoning District,(Ref.Code Sec.90-283(1)). The property is located at 100 and 102 South East 8th Avenue.The proposed use is to develop a 7-Brew Drive- Thru Coffee Shop. You are receiving this courtesy notice as a property owner within 300-FT of the location.You are invited to attend and be heard in person at the Public Hearing,held at City Hall,RM 200 on Thursday, October 17, 2024, 6 PM, or as soon thereafter as possible; or you may submit your questions, comments or objections by 3 PM the day of the meeting by email: pburnette ancityofokeechobee.com or call the number above. The Petition can be viewed at the address above Rm 101 during normal office hours, by contacting my office, or on the website www.cityofokeechobee.com/AqendaMinutes-BoardofAdjustment.html one week prior to the Public Hearing Date. Respectfully, Patty Burnette, General Services Director /" ♦i�- I,olki.oF----R ti �a� CITY OF OKEECHOBEE II� J 4` 55 SE THIRD AVENUE :� ,_ •' OKEECHOBEE, FL 34974 • d°#// Tele: 863-763-3372 Fax: 863-763-1686 4 *19154, 00 CERTIFICATION FOR POSTING NOTICE OF PUBLIC HEARING FOR REZONING/SPECIAL EXCEPTION/VARIANCE PETITION(S) Instructions: 1. Must be posted on the subject property. 2. Must be posted prominently. 3. Must be visible from the most traveled street adjacent to the subject property. 4. There is no specific height or size requirement,provided that the sign can be easily seen by cars or pedestrians that pass by the subject property. 5. Must be posted beginning 15 days prior to the first Public Hearing and remain posted continuously during this time. When a second Public Hearing is required before the City Council,it must remain posted until the final Public Hearing has been conducted. 6. Must be removed within 7 days after the final Public Hearing. Petition Number(s): q914-OO5-sE Date of 1st Public Hearing: 10-11-94 J property ) IO '4- Io SE + kAven eJ rhyi Address of subject (or Legal if no address): 4� 8 T/�YC.02 CR.GC'K, I Mfruo2 �r ( Ira i ,hereby certifythat I posted the "Notice of Public Hearing"sign in accordance with e a ove instructions on I a-cQ4 , and will remove sign on lo- a I-a4 . r\k>Signature: Date: `© NI-Lt STATE OF FLORIDA COUNTY OF OKEECHOBEE The foregoing instrur9ent was a knowledged before me by means of Jphysical presence or 0 online notarization,this a 0u day of Uq-0 be r , 20 : L1 , by A i I I r, f+cV/ , who is personally (Name of person) known to me ornroduced as identification. q.auirool, NOTA Y PUBLIC SIGNATURE SEAL: ,t "" ... 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