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2025-10-17 Item V. A. Ex.2 24-005-SE Special Exception Staff Report • 4A /' `.'.. 2. +••4 mow? d. �7!' �. • • • a'. I 1 1A tG. K ! O `'. � 17 or{ • r . I• I 4 MHI lie I Applicant I Dennis Proto, Brew Horizons, LLC Parcel Identification 13-22-37-35-0260-00000-0010 & 3-22-37-35-0260-00000-0040 /`�``��oFoir'FFcy_ (ik. 0,1,4... ,,,,,1.6 . r� r 40 - lit . 'ilk . . g&.i. 91 - g/0, 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/aaendas.html Future Land Use, Zoning, and Existing Use of Subject Property Existing Proposed Commercial,Single-Family Future Land Use 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 I , 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, 1 . , Office East Commercial Heavy Commercial(CHV) SE 8th Ave,Shopping center South Multi-Family Residential Residential Multi Family Multi-Family Residential (RMFWest 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 - I 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 8t'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 8th 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 8' 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 3 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 8' 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 4 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 5 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: G 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 NE 2ND STD 2 35 412 / . , ......:".77. 148 El / • 7 a s io ti 12 /f • I ST . - • , 2 (02520 OOAO, _ _:••: ; 3 ZONING :: , 5 EWndory_IInXf (02520-OOAI i ••• '1•■' 6 --• HOPKINS MEANDER LINE •I J-�•• -.-. l A • - 7 F RAILROAD CENTERLINE ,• :: _ • - , 6 clry_zaning_Parcale bactgrouM C ,�-•-••_ _ •• 9 O CENTRAL BUSINESS DISTRICT • Q • • 1 .I_a_■ • ■I / 10 O HEAW COMMERCIAL • 11 CD LIGHT COMMERCIAL F e 252 •I: 12 r _ 6 O COMMERCIAL PROFESSIONAL OFFICE _— - ••r■•••■•.- I 13 i _ M HOLDING 2 H • • "•. - 1 _-- O INDUSTRIAL OPUBLIC USE OPLANNED UNIT DEVELOPMENT-MIXED USE OPLANNED UNIT DEVELOPMENT-RESIDENTIAL ORESIDENTIAL MULTIPLE FAMILY 0 RESIDENTIAL MOBILE HOME ORESIDENTIAL SINGLE FAMILY-ONE nRESIDENTIAL SINGLE FAMILY-TWO CITY OF OKEECHOBEE 7 MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24-005-SE Exhibit B: Future Land Use Map NE3RDST �� 6' 6 I ! ! W 6 514131 W 6 6 I 1 J I I 1 ; ! ! !i�! r ,,,,, is Q Q I Q W ;:Q ! r 'tom nr2 Zr ! + mntt Zr61 'ro1e Z ! r1.! .,•., ;:}�'� NE 2ND ST :: t �� ica 11 ! ! 1 J 2 1Mil MI 1 4• 161 -- —.-- r ! ! ,! n 12 r ! ! r n ° I w EAST NORTH PARK ST '.::y STATE ROAD 70 R K ' �Jalw�ar 6 1r — R —I r 253-- ° 25�2 ! LAND USE CLASSIFICATIONS 2 1 6 ! r ! P I C 9 O a o � 6 ; —'—'—' RAILROAD CENTERLINE J ,! r —•---•— HOPKINS MEANDER LINE 1076 iort W ° J I W 1111 a a ',® :,J� t d .� RAILROAD CENTERLINE N .:;t;;? 1 ti3Ross i flu_boundary_lines r 6 ! 10 „ n Wt1 LOT y 2 se ( A !\.• J lot line •/, 6\1-- 2 ° ° r:i.3 Li flu_background_parcels SINGLE-FAMILY RESIDENTIAL l ) MIXED USE RESIDENTIAL 0 MULTI-FAMILY RESIDENTIAL O COMMERCIAL INDUSTRIAL Q PUBLIC FACILITIES CITY OF OKEECHOBEE 8 MORRIS DEPEW Special Exception October 7, 2024 Staff Report Petition No. 24 005 SE Exhibit C: Existing Land Use Map rill . ve t (ill .p -� • �' /�I' i �J R ai+' Cf./.-----\ ..V,,,.."1,... ii %AL '"•-14Xt\ 1,,,,z• - --= -' . ? ---.... I,,,,O, , 3 .././ - etli' ' illikalFAIL;'); 'MP I "4 .../ 1/12,10\ , . T----I ' - f--7-- 7-1 •D ii' ' tAlf J1 :.. ,olf 7/ 1 to , i . , '' . 11111 .:r �` �...�'�1t !. f� Mobile hisiomer y ��l 361. ..r.,,-. ...)c,' ..: 1 ......_-- - ,� %rigaF WY: lot I 1 • . tit, u---t: li,:;,,,- '\-r: 7ft P 1.'.; i.'.. . t. ® :! ' c ::: -F'n � - fD + ,�{"' � � ,.� • :emu , ' ''So n Cnte "� ll .4\" �/p� I tip N 1 i 1 {F 1I ,le. y •'� V A_ 'k.i ` {� 1" .-t.y I R.�m `" Residential;� ! �t ``' - ®�� f 1 x." ;t[ illl M Ni 3 i4! C s` ', !C!t. if , iir 1 11. fff}�� 1 ...'., ,7 S /911 7E' S rj / `�"r fii____I / °-y,t,+ ter..- '.--r'' : _ . rw:---- : CITY OF OKEECHOBEE 9 I MORRISr I 7 DEPEW City of Okeechobee Date: f -t Petition No. /511I-0DS_,sC General Services Department Fee Paid: Nih. Jurisdiction: 30A 55 S.E. 3rd Avenue, Room 101 1st Hearing: /?-20/ 2nd Hearing: ._---- Okeechobee, Florida 34974-2903 Publication Dates: Phone: (863) 763-3372, ext. 9820 Fax: (863) 763-1686 Notices Mailed: /o/A Rezone, Special Exception and Variance APPLICANT INFORMATION 1 Name of property owner(s): BE A MAN BUY LAND, LLC 2 Owner mailing address: 4260 SE FEDERAL HWY, STUART, FL 34997-4937 3 Name of applicant(s) if other than owner DENNIS PROTO -BREW HORIZONS, LLC 4 Applicant mailing address: 2000 WEST PARK DRIVE, WESTBOROUGH, MA 01581 E-mail address: dproto@transcendentbrandsco.com 5 Name of contact person (state relationship): CHRIS OSSA, P.E. - ENGINEER 6 Contact person daytime phone(s): 321-222-6925(chris.ossackimley-horn.com) 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 SINGLE STORY COMMERCIAL BUILDINGS 102 SE 8TH AVE PARCEL - (1) SINGLE FAMILY RESIDENCE(SINGLE STORY DUPLEX) Describe improvements on property(number/type buildings, dwelling units, occupied or vacant, etc. 7 BREW DRIVE-THRU COFFEE USE USE WITH 535sf BUILDING AND 9 DUAL DRIVE THROUGH LANES. Source of potable water: 8"WM Method of sewage disposal: Private Lift Station 10 Approx. acreage: 1.142 ac Is property in a platted subdivision? NO Is there a use on the property that is or was in violation of a city or county ordinance? If so, describe: N/A 11 12 Is a pending sale of the property subject to this application being granted? NO Describe uses on adjoining property to the North: 13 North: SR-70 ROW East: SE 8TH AVE ROW/SHOPPING CENTER South: MULTI-FAMILY RESIDENTIAL West: TAYLOR CREEK/BURGER KING 14 Existingzoning: HEAVYCOMMERCIAL Future Land Use classification: COMMERCIAL 100& 102 SE AVE) (l00 SE 8TH AVE) ( RESIDENTIAL MULTI-FAMILY 15 Have there been(1any riioM/zoning, special exception, variance, or site plan approvals on the property? (_) No ( ?)Yes. If yes provide date, petition number and nature of approval. 24-001-R(REZONING) &24-001-SSA (COMP PLAN AMEND) BOTH IN PROGRESS 16 Request is for: ( ) Rezone ( Special Exception (_) Variance 17 Parcel Identification Number: 3-22-37-35-0260-00000-0010(100 SE 8TH AVE) 3-22-37-35-0260-00000-0040(102 SE 8TH AVE) (Rev 7/2023 Page 1 of 11 REQUIRED ATTACHMENTS APPLICANT'S INTEREST IN 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: Resolution 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 11 x17; 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 A CIATJI_0 1 NI1 WR ' aV Ol j IrEORIREIDIFACWSWILEOLTifl Describe the Special Exception sought: j f'. cc, go-a 83C1) A APPLICANTS INTEREST IN 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: C 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 & Q [ ( )� P g 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 ADVERLY AFFECT THE PROPERTY VALUES OR LIVING CONDITIONS, NOR BEA 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 i,i C{-% f Sharon Robertson,Clerk of the Circuit Court& Comptroller 10 -�� Okeechobee,FL Recorded 11/30/2020 3:38 PM �T 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($444,31.1.94),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. ell 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 encrb noes, except conditions, restrictions, easements and reservations of record, except taxes accruing subsequent to DA be 3 I', 2019.. This deed was prepared without the benefit of titled amination. No title opinion, title insurance or title assurances have been requested or given in connection with theTpreparation 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 Q JGJFG, LLC, a foreign limited liability company ��AV_Q J k-______ Signature of Witness By: Josep achary Ga77a Print Name of Witness Below: Man ing Member Signature of Witness . rant Name of Witness Below: i eA1gt,1-e. ruff- - 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 of JGJFG, a Foreign limited liability company who [L-}-is-personally known or [ ] has produced a driver's license as identification. (-----avu...41e410 ,,_: RENE GRIFFITP ry ',.: " MY COMMISSION#GG 1S2356 Notary A. EXPIRES:December 15,2021 :emu:;s' 4. Sonded Th:u Nolxf Public Undermriturs 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. • • t ;-41 • g:,� 217 NU175 j This instrument 'repared and le&al de/erip a Perin 103.1 • pate 11-16-76 By: J. C. MILLER SECTION °' 91070-2514 • Gty Fort-Lauderdale . Florida STATE ROAD 70. State of Florida Department i of Transportation COUNTY OKEECHO5,,E (IND.'WD) 629522 FAP!M. ' /POEM 71111-54 OP/P1.O010A 0 SENT O/P TNAN4►OETATION • • ` srs • DEED ¢ .� THIS INDENTURE made this d of A.D.19.2E77 • between • NORA D. ABNEY AND BEN3A4/N'P. ABNEY! SR.. AS JOINT•TENANTS • - ' , • as part./0-1 of the Cant pert and the STATE OF FLORIDA.for the sae and benefit of the State of Florid.Department • of Transportation.as party of the second part. WITNESSETH.That the said part PR-, of she fins put,for and in consideration of the sum of One Dollar ' and other valuable considentiona • • ,paid.receipt of which is hereby acknowledged,do hereby p gain.ant; hermit'. • see,end convey unto the party of the second part.its successors and assigns.the following described land.sitaats,lying • • and being in the County of OKEECHOBEE State of Florid..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" • ' f County, Florida, in Section .22. Township 37 South. Range 35 East. being more '-D• I . particularly described as follows; - • - . Connence at the'North 1/4 corner of said Section 22; thence run Northerly'". • -.' along the North-South 1/4 Section line a distance of.36.95 feet to a point:' . on the Baseline of Survey for State Road 70; thence S 89°54'49" W a distance '•i.-" - of 471.75 feet; thence S 00°05'11" E a distance of 60.00 feet to a point on• .•:w • the Existing Right of-Way line for State Road 70 and the.POINT OF 13E8INHINS; • - thence S 45°35'41" E for 35.04 feet; thence N 0I°06'11" M for 24.56 Yeet; :::: Lir- ' • thence S 89°54'49" N for 24.56 feet to the POINT OF-BEGINNING. a - Containing.302 square feet, more or less. • . All as shown on the Right of Way for Section 91070-2514, Okeechobee County= Florida. . OOCOYfATAIT ii h . • t - 3TAWE •r a . :. SQI•T . ,a,. • • s - • ,,',.., TO HAVE AND TO HOLD THE'SAME,.logeshee with an and singular the apputteamcss thereto belonging or la �1 **4 a anywise incident or appertaining forever:and the said'part.1 of the first part do hereby fully warrant the •• ' . . :: X' Zit title to said land and will defend the lame against the lawful claims of all persons whomsoever. 3 P't to TO WITNESS WHEREOF.said put.11...1 of the fleet put ha.J+�heteento set ' 7MP.� . ....• .4% hand si_and .seal •the date nit above written. -'0 •` 11 _. •te"t0. SE 0 001.1 IN TWe NtE O/P. ' i!'7� •1 r1f Of TWO wITO 22122 Ee00INe0 ST►1.0E/ CAwt • :a of i .dct:� 091.4.A.t difi. .C. .r ;sewn . -017**deZ•/--j9.1. te e7.f fiEAL). .. • •(SEAL) • .-, STATE OF [Gala/4A . - • COUNTY OF CMC t''reA/ef.Rt..o• - . • Before me personally appeared .80.4etrifes,N A AAsi) 1/ . . . • and No.iA . A/t nip j/ / ,his wife,to me well known , ' and known to me to be the lndhlduaii'descrlbed In and who executed the foregoing Instrument end acknowledged • before me that they executed the santie'[o•r°the'purposes therein expsewed.' 4 ' - WITNESS my hand aii+l`d flDlii ed ihir"...�2�day of 4 A' ' L • .A.D. 19�� • oa Mk .217p.U.,1.75 (�letarlal �' 2=t 1-• s � =�: 1LY V�..... i� a r t '' � ! !2= -0 •� C .....4...,• Notary Public brand fo B Vial ill sU*Oe•tIJso . . • ,:.1::-�.�•••..........- •Ss`H✓ sad State afoteaald • It?1ltioci „N : ?, riS My Come heloa txpbsa. titLlartW Will /3rv0[errgt • • ' - i D 6 / RIPISD t , r- t • - DIRECT U • a_ ID[DIRECT : : _. •'�-•'- '��:ems;..•'r:?`;:� :.� •... -.•`-�'=• . „ _ :::..� al'� , F- ;-:% - • • - • • ` • O. 217 rn417S • • • • • • • = •,== a 5"i'A.`Ti'; cam F=LC1RiL7A • 4 w� DOCUMENTARY,:=._,5TAMP TAx t t : • •1 CC .>• t•) s el.P1I.O! B[9lryYE :0 At e �' '�= v . :-i_ 1 rLORI• SUF2 TAX .e o ►t,uey 151117 O ar. • • • j .._- _ __ . _ . 1 • ' _ _ _-. - - • • • • • - i a•••1•• •c,..t•••1•• 11:-...,I-TAB lOOR n,.,•t r,•ra-c•I•ts•>7:nurr»Tag 21?: PL6E�7�J' IItt'I•:•)M•, :.•• I.Ilk,I.,.}U%n upA,S - . . • • 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 81I'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 1/Z4 NameYPc..P Cac Title: my, rarcz.c9- Ar4s2t4 Date: d5i -I cy STATE OF FLORIDA COUNTY OF i\k_c_t_C-\-- V The foregoing instrument was acknowledged before me by means of(p ysical presence or ❑ online notarization this day of , 200 by--2.et,,0 (,•vvX.tc,\,tes .,64.A._ saaLATLAgf BE A MAN BUY LAND,LLC,a rida limited liability company,on behalf of the company. S' ire of Notary Pu p (Print Notary Name) AFFIX NOTARY STAMP My Commission Expires: 2- Commission No.: `fihfigiff '$A Personally known, or 0 Produced identification Type of Identification Produced:_ ::o's`°`��:• REBECCA PIERCE ORLDOCS 214043I 1 1 54759.0058 MY COMMISSION#HH 450894 •�°` EXPIRES:December 13,2027 6/4/24, 10:20 AM Detail by Entity Name D!vis!oti OF CORPORATiOWS DEVOIW ACS• atroe ,a thM switJr ppm,La sv m • !apartment of State / Division of Corporations / Search Records / Search by Entity Name / Detail by Entity Name • Florida Limited Liability Company B.EA_.MANfB•UY LAND,_LLC 7 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/I nquiry/CorporationSearch/SearchResultDetail?inquirytype=EntityName&directionType=Initial&searchNameOrder=BEAMAN... 1/2 r 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) r 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 -kruarsCer tNC8 r-e cam\ 'pro c'‘its h2 S:n ..11.1) C •Novo Clo_seph2achary-Gazza Cohn?c.o\\I Signature of aut d representative Typed or printed name of signature J Filing Fee: $25.00 Certified Copy: $30.00(optional) CR2E145(2/14) (Requestors Name) t' • 111:1 Fill (Address) 200298680622 (Address) (City/State/Zip/Phone#) D PICK-UP El WAIT El MAIL (Business Entity Name) E/03/ 7--01 003--Ci 1 +#.2.,S.110 (Document Number) Certified Copies Certificates of Status !-- Special Instructions to Filing Officer • • .• -V _ .• ••••::, • OD _. 41: • Office Use Only rr•• MY 1 0 nil 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 CR2EI38(2/14) STATEMENT OF AUTHORITY . Pursuant to section 605.0302(1),Florida Statutes,this limited liability company submits the following statement of authority: e A_Man BuyLand-LLC FIRST: The name of the limited liability company is: - ' 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 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 taa specic • person on the following: rt i_ :tt 1. May execute an instrument transferring real property held in the name of the company. • !z- . a. Granted to;Rene S. loscts o� • • • 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: sae czph Zu c -G%�c�2�Ca Signature of aut rized representative Typed or printed name of signatuI' • Filing Fee: $25.00 Certified Copy: $30.00(optional) CR2E 138(2/14) 6/4/24, 10:24 AM Detail by Entity Name Divss!ota OF CORPORATIONS DIMIMS of .4Z%rg Col J„`�'E' oft*dal lute of Florida ifftwils Department of State / Division of Corporations / Search Records / Search by Entib Name / Detail by Entity Name Foreign Limited Liability Company BREW HORIZONS LE! 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 Mailing 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 Persen(s)Detail Name &Address Title AP CLEVEN, JEFFREY P 10 ST. JAMES AVE., FLR. 11 BOSTON, MA 02116 Title AP .■fir ( HurleyPaPD 10 St. James Ave., FIr. 11 Boston, MA 02116 Title AP • https://search.sunbiz.org/Inquiry/CorporationSearch/Search ResultDetail?inquirvtype=EntitvName&directionTvne=lnitial&searchNameOrder=BRE W 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 Reports Report Year Filed Date 2023 07/11/2023 2023 10/11/2023 2024 02/08/2024 c. Document Images 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/SearchResultDetail?inquirytype=EntityName&directionType=1 nitial&searchNameOrder=BREW HO... 2/2 • LEGAL DESCRIPTION: 11 R RANGE '•+ N ,.....„ I7DR10NER R/1V RIGHT-OF-WAY W (O.R.F.2020011733) HARK RCP REINFORCED CORRUGATED PIPE ,../ �/^ V m E M LOT 4 AND 5 OF TAYLOR CREEK MANOR,ACCORDING TO THE PLAT THEREOF RECORDED S SECTION OR SOIJTII > m IN PLAT BOOK 3,PAGE 4,OF TIIE PUBLIC RECORDS OF OKEECHOBEE COUNTY,FLORIDA. ip A iED T TOWNSHIP W Z m TOGETHER WITH: LINE W/ WITH i 1n 0 a LOTS I,2 AND 3 OF TAYLOR CREEK MANOR.ACCORDING TO THE PLAT THEREOFq PROPERTY LINE 2 . , ,,.,Z RECORDED IN PLAT BOOK),PAGE 4,OF THE PUBLIC RECORDS OF OKEECHOBEE COUNTY, "-''T EXISTBG ELEVATION Y FLORIDA,IN SECTION 22,TOWNSHIP 37 SOUTH.RANGE 35 EAST. fLO00R ELEVATION 0 CATCH BASIN W W ®61� LESS AND EXCEPT RIGHT-OF-WAY FOR STATE ROAD 70,AND LESS AND EXCEPT LAND C CURB INLET Q > e E e I DESCRIBED IN OFFICIAL RECORD BOOK 217,PAGE 175,OF TIIE PUBLIC RECORDS OF 'ICATION % FIRE HYDRANT Cl) p 5 2 m OKEECHOBEE•COUNTT',FLORIDA. I GUY ANCHOR 0 UJ M SUBJECT TO TAYLOR CREEK RIGHT-OF-WAY. NG ® ELECTRIC BOX O p .,,m EAD UTILITY LINE ® MAILBOX 0 U) 1Wll ,L RECORD BOOK �' UTILITY POLE rn N -I COC I ,L RECORD FILE ® SANITARY CLEANOUT 14:C ® STORM WATER MANHOLE )0K SINGLE SUPPORT SIGN riJW�/V © TELEPHONE PEDESTAL WATER VALVE 1 EI WATER METER .- -- -a,..---. - - -4)- UTILITY POLE WITH TRANSFOMER y c I ,.f A os NE CORNER OF NORTH QUARTER CORNER S22-TY/S-35E - OF S22-T77S-75E FAD RAILROAD SPILE� END NAIL&DISK NO IDENTIFICATION �aK.x STAMPING ILLEGIBLE - $ cc L sil o ___p: r'''',P.I',I,, ,%;S NOTES: IS MAY 23,2024. RY&TOPOGRAPHIC SURVEY AS DEEMED IN CHAPTER 5J-17.050(11)OF THE FLORIDA ODE. .,n'.,R, uPe ..u:Ir AND REPORT OR THE COPIES THEREOF ARE NOT VALID WITHOUT THE SIGNATURE SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. `�s.ETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR .. I ,:ITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. G. / 0 / HEREON ARE BASED ON GRID NORTH,AND ARE REFERENCED TO THE FLORIDA STATE / E SYSTEM,EAST ZONE,NORTH AMERICAN DATUM OF 1983,2011 ADJUSTMENT.THE 5 / 'THIS SURVEY IS TIIE NORTH LINE OF SECTION 22,TOWNSHIP 77 SOUTH,RANGE 35 6 / 'EARS NORTH 89°20'42"EAST AND ALL OTHER BEARINGS ARE RELATIVE THERETO. 3 / g u/ VN HEREON ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 4' "xr BLISHED BY NATIONAL GEODETIC SURVEY(NGS)CONTROL POINT"Q22"HAVING A QL' / TION OF 27.63'(NAVD88).ELEVATION DEPICTED ON THIS SURVEY WERE OBTAINED " y Ce• KINEMATIC(RTK)GPS METHODS WITH AN EXPECTED ACCURACY OF Al.0,1'. c C /I. � SHOWN HEREON ARE REFERENCED TO THE FLORIDA STATE PLANE COORDINATE c Ar 4 / ,NORTH AMERICAN DATUM OF 1983,2011 ADJUSTMENT(NAD87/2011),AS _ / G REAL-TIME KINEMATIC GLOBAL POSITIONING SYSTEM(RTK CPS)SURVEY C p p /•I'D / RRECTED POSITIONS COMPUTED WERE VERIFIED THROUGI I A REDUNDANCY OF - --- - / -i The -ALL DISTANCES SIIOWN IIEREON ARE.IN GRID U.S.SURVEY FEET. / R / 4,r NOT HAVE THE BENEFIT OF A CURRENT TITLE COMMITMENT,OPINION,OR .R. 0 / qry G THE COURSE OF THE SURVEY SOME SEARCHES OF THE PUBLIC RECORDS WERE P. J t SEARCHES WERE NOT EXHAUSTIVE AND SHOULD NOT BE CONSIDERED A SUBSTITUTE f // A`&'LE COMMITMENT,OPINION,OR ABSTRACT OBTAINED FROM A TITLE AGENCY OR ? o - / n •ti TESSIONAL. 7 O / ._' PTION OF THE LAND CONTAINED IN THIS BOUNDARY SURVEY IS BASED ON THE li�l / E RDED IN OFFICIAL RECORD FILE 2020011733,AS RECORDED IN THE PUBLIC RECORDS z c - { Jr/ OUNTY,FLORIDA. F - `" '�.J l' .f 9 - ,�2,�EEATES THE LOCATIONS OF THE.LEGAL DESCRIPTIONS ON THE GROUND,BUT DOES / T IIWNERSIIIP OR PROPERTY RIGHTS. A „AI �� P 1 ; / 1 j'p 1 1RTY INFORMATION WAS OBTAINED FROM OKEECHOBEE COUNTY PROPERTY • / }I�' R r AND PER PLAT. V N / •id 1SHOWN HEREON WAS OBTAINED FROM FLORIDA DEPARTMENT OF TRANSPORTATION S r .1,- / ^�. Ni'fi SHOWN FOR INFORMATIONAL PURPOSES ONLY. 0 , ,5 m / _ a.4,ti Q . ❑ m LL o / • w q ., ' 'IS LOCATED IN FLOOD ZONE X PER FEMA MAP NUMBER I2093C.PANEL NUMBER V _O O V • / ' FECTIVE DATE OF 07/16/15. / W / _ —. —"a > &/ Cr�{IPT4 M 3,/ j 1 CERTIFICATION: v z,. ,�''11 / , H I HEREBY CERTIFY THAT THE ATTACHED SURVEY IS a > / ,ry TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE / , 11 t I,_ AND BELIEF AND THAT IT MEETS THE STANDARDS OF WITNESS CORNER PRACTICE SET FORTH BY THE FLORIDA BOARD OF `� 0 y / 51,LAST ON LINE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER O E , 1--.) / ( I 1,05 R'IRON ROD&CAP 51-17,FLORIDA ADMINISTRATIVE CODE. 0 CO FT., STAMPED"LDRAESPR.\I' /,i FOR THE BENEFIT OF THE FOLLOWING PARTIES ONLY: O v..) W v) W / I i ) 1) BREW HORIZIONS LLC. H CA W F BSM R&ASSOCIATES,4 INC. 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I A,- 4 ti �',+ v i , ,N. 1 ` ;1 , c}...._ t 7 '-------- ; , t il IS , it) , J .� Lj� fJ l 4. s X " C7 $ � J a4 Petition No. 9`f.0o 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 SEPTEMBER 18 2024 and the Assertions made to me by members of that Office that the information reviewed constitutes the most recent t'L information available to that office. I therefore attest to this I v day of )t• 411t-b' t( 1 Signature of Applicant Date Qcw/l 44✓rkti Name of Applicant(printed or typed) STATE OF FLORIDA COUNTY OF & (� The foregoing instrument was acknowledged before me by means of physical presence or online notarization, this eday of Seeley-Ala , 2Q9 y , by 3ru L1 .vt.. & ,who is personally known to me or produced as identification. 0 stemp tit COMMON041 EXPIREt4112,20X Notary P lic Signature (Rev 7/2023 Page 3 of 11 Kimley>>>Horn September 18th, 2024 Ms. Patty Burnette General Services Director City of Okeechobee 55 SE 3rd Avenue Okeechobee, FL 34974 RE: 7 Brew Drive-Thru Coffee Queueing Analysis— 100 SE 8'h Ave, Okeechobee, FL Dear Ms. Burnette: Kimley-Horn and Associates, Inc. has undertaken the following queueing analysis to evaluate anticipated drive-through queues for a proposed 7 Brew Drive-Thru Coffee located on the southwest corner of NE Park Street and SE 8th Avenue in Okeechobee, Florida. The proposed 7 Brew Drive-Thru Coffee contains a 535 square foot building with a double lane drive through and a pass-thru lane within the two subject parcels that will make up the project site totaling approximately 49,745 square feet. Project parcels are addressed as 100 SE 8th Avenue & 102 SE 8th Avenue, Okeechobee, FL 34972. Per the request of Ben Smith with Morris Depew acting on behalf of the City of Okeechobee, a stacking/queuing analysis is required to demonstrate that the proposed facility can accommodate the AM Peak period vehicular traffic without exceeding the stacking available on-site and that it does not cause impacts to the surrounding roadway network. Kimley-Horn has prepared this stacking analysis to be included as a part of the Special Exception Use (SEU)application to the City of Okeechobee to determine if adequate stacking/queuing is provided on-site. The conceptual site plan for the project site is included in Attachment A. Project Description The proposed development plan includes the implementation of a dual lane drive-through. The proposed drive-through configuration allows drive-through access from two separated lanes, each with its own employee/operator taking orders from customers via tablet. Patrons are expected to be distributed evenly between the two drive-thru lanes. During peak periods, two order pick up operators will be situated in the drive-thru, four operators inside the coffee shop processing orders,and one operator at the pickup window who distributes orders to the patrons to-expedite the process. After placing an order, vehicles then continue in both lanes before receiving their order at the end of each drive-through lane at the pickup window. Since multiple orders can be placed at once,the efficiency of order taking is greater; therefore, more transactions can be handled at dual drive-thru lanes than at single drive- thru lanes at peak conditions. This analysis was performed to determine the adequacy of queue storage for this proposed use and at the final order pickup window. The results of the analysis are summarized below. • Kimley>>>Horn 7 Brew Drive-Thru Queueing Calculations Queuing counts were collected at three nearby 7 Brew locations from the hours of 6:00AM to 9:00AM, based on 7 Brew sales data, this timeframe constitutes the highest sales volume at their locations and would result in the highest number of vehicles in the queue, data was not collected during the PM hours due to low sale volumes in comparison to the AM peak hours, as communicated by 7 Brew. The 7 Brew locations studied were: • 1165 Palm Bay Road NE, Melbourne FL 32904 • 111 Valor Drive SE, Palm Bay FL, 32909 • 5422 Okeechobee Road, Fort Pierce FL, 34947 These queueing counts considered the number of vehicles in the drive-through during five-minute intervals. The total number of queued cars after the pickup window were counted. Based upon the queueing count data of the nearby 7 Brew's, the maximum number of queued vehicles occurred between 7:00AM and 8:00AM. The collected queuing counts are provided in Attachment B. Proposed 7 Brew Drive-Thru Coffee For this analysis, customer demand at the 7 Brew Drive-Thru was evaluated to determine a conservative peak queue that could form after the pickup window upon buildout. Then, the capacity of the proposed drive-through design was evaluated for adequacy to provide for the peak stacking demand. As shown in Table 1 below, the average drive-through stacking demand was six (6) vehicles in total consisting of on average three (3) vehicles in each lane, while the peak queuing demand was thirteen (13)vehicles in total consisting of seven (7) in the first lane and six (6) in the second lane after the pickup window. It should be noted that the number of vehicles queuing after the pickup window includes the vehicle at tablet ordering operator receiving their order. The proposed drive-through has a maximum stacking capacity of 17 vehicles (seven (7) vehicles in the inner lane and ten (10) vehicles in the outside lane) resulting in enough stacking to adequately handle both the average and peak drive-through stacking demand. The proposed drive- through was configured utilizing a standard design vehicle size of 10ft wide by 20ft long. Table 1 - Proposed On-Site Drive-Through Queueing Demand Summary Provided On- Maximum ' Site Drive- Length for Each Average Queuing. Adequate Through Vehicle Queuing Vehicle Vehicle in Vehicle Demand Queuing Queuing Demand Queue (Feet) (TOTAL/EA. Lane) Provided? (TOTAL) (TOTAL/EA. Lane) 17 13/7 20 6/3 Yes Kimley>>>Horn Conclusion A queuing analysis was performed for the proposed 7 Brew Drive-Thru located at 100 SE 8th Ave & 102 SE 8th Ave, Okeechobee, Florida. Based upon the observed queueing data from the three (3) nearby 7 Brew Drive-Thru Coffee's locations in Brevard and St. Lucie Counties, the maximum queue demand for existing 7 Brew Drive-Thru Coffee's is thirteen (13) vehicles total consisting of seven (7) in the first lane and six (6) in the second lane after the pickup window. It should be noted that the number of vehicles queuing after the pickup window includes the car at the order window providing their order. The proposed drive-through provides enough stacking to adequately handle both the average and peak drive-through stacking demands due to project proposing a drive through with a (17) vehicle queuing/stacking capacity. The proposed drive-through configuration addresses any concerns with any queuing vehicles encroaching into the proposed two-way drive aisle and/or encroaching or overflowing onto SE 8'h Ave and adversely impacting the surrounding traffic patterns. Please contact us if you have any questions or need additional information. Sincerely, KIMLEY-HORN PE Number 77613 9/18/2024 Attachments: Conceptual Site Plan 7 Brew Queueing Data Kimley>>>Horn - ATTACHMENT A Conceptual Site Plan , .. , ..,.3....:.;1...:,..,,,--4-....- NE PARK ST l'ust14 , . .5. (SR-70) . . .... _........ • .• ' . • ._... ,,,..,._. .L.,...-, ..., ....: .:::.,,,:i...-.;:ciedre.t,•At ,-- --- ..-,.. . .. --..._ _ .. •- . .----.----- • ..- . .........1 t-;.' /. 4. 4.• 4. • 1. 4 4 4 4. 'a. . . . 4 , .. .. . . • 'Ail,.41,0 i . . . . . -... . . . . -•• A ' • - ... ..... • .- . i . • . • ,s• . .4., • •./.- /..- ..... / „,.... ......" 1.1 • • 4 4. . • 4. 4., • 4 .. 4...,e--,1.--1311 •<C1 1 , _ . . ... . 4 • . . . // N. (WA.••••.......•r . ,.''..k.. '7 •, / ..... i /110.\ l,"'*.,,'.„..•5"..:4 / / /get _... . .....C- %...-.) • • ...' / ,/ i//,,,,./...., ,.................... . k..-., .. • 4 Il.'.,• r: r ..3.--....../ . 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QUEUING ANALYSIS KimIey >>Horn ATTACHMENT B 7 Brew Queueing Data ATTACHMENT B-QUEUING COUNTS 1165 Palm Bay NE Road,Melbourne,FL 32904 111 Valor Drive SE,Palm Bay FL,32909 5422 Okeechobee Rd,Ft Pierce,FL 34947 Date of Observations-5/29/2024 Date of Observations-5/30/2024 Date of Observations-5/31/2024 Wednesday-Site 1 Thursday-Site 2 Friday-Site 2 Lane 2 Lane 2 Lane 2 Time • Lane 1 (opened at 7am) Lane 1 (opened at 7am) Lane 1 (opened at 7am) 600 1 2 1 605 2 0 0 610 1 5 2 615 2 1 1 620 0 2 0 625 1 7 1 630 1 6 3 635 0 3 0 640 1 1 3 645 3 3 5 650 1 5 4 655 1 4 4 700 1 0 6 0 7 0 • 705 2 1 5 5 6 6 710 2 1 5 5 4 4 715 3 2 4 3 4 4 720 1 1 5 4 3 4 725 1 0 4 3 2 4 730 1 1 5 6 2 4 735 1 0 6 6 3 4 740 1 1 5 2 3 4 745 1 0 3 2 2 2 750 0 0 2 2 2 2 755 0 0 2 2 3 4 800 0 0 1 2 4 5 805 2 0 1 2 5 6 810 1 0 2 1 3 4 815 1 0 3 2 4 4 820 2 1 1 2 4 3 825 2 1 2 0 2 2 830 2 2 3 2 4 3 835 1 0 4 2 4 3 840 2 0 3 3 2 2 845 0 0 3 3 2 1 850 3 1 4 4 2 2 855 1 , 0 4 5 1 1 900 2 1 5 6 1 1 AVG: (in Queue) 1 1 3 3 3 3 MAX: (in Queue) 3 2 7 6 7 6 Average in queue across all sites(both lanes): 2 Peak in queue across all sites(both lanes): 7 Kimley>>Horn May 3, 2024 Ms. Patty Burnette General Services Director City of Okeechobee 55 SE 3rd 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, 11"' 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 o a F•Os * )., -If Etiro ir e• �m , 6- _Iv. .- . NJ z . , . ., , . ;r .,“ ... _IMINA lir -• „ fat , . , ,,,. e f • :� _ ... I . 4.00110% ', ' . ... co c m r • =, o w taw O z • loon =.'aim kJ,IIS 4 !''' • ,.,r lip , E.ug ,,= o„.r.fa& ' Y ;In, Plea .''' - at r- 4/41 • 1 ...- a .c. , .-! . iirP .., . .4,, •,,, ,•,„ , , . lib o at Or .47 ''' IP_ i, _ 1 . . , to + ti f1' • :11i V 41t.... ...4 . ' ' ir,r,-..701 ..... it • .„..,.., . .,, . . . v L • . a) a) d ! O 04, , ,- . , •,,. , ..: .;,.. , ,, , • ,i, ..., _ a) - lige'._ i 41 _ .� t • OM c an d L 3 N E I t •• 3 f ti �_, NH la •114 4 4 .• i ' '--' :• l'..6' ant/ Hl9 3N .- ► 4 ; ,f• 011110. c_p .. '-..410., ., .. :. 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KimIey )Horn Page 3 Table 1 —Trip Generation Potential Trip Daily Trip Generation ITELand Use LUC Size Units' I Rate2 Total In2 Out2 Coffee/Donut Shop with Dme-Through Window and No 938 2 DTL 179.00 358 50% 179 50% 179 Indoor Seating 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 16 Trip AM Peak Hour Trip Generation ITE Land Use LUC Size Units' ITE Rate2 Total In2 Out2 Coffee/Donut Shop with Drive-Through Window and No 938 2 DTL 39.81 80 50% 40 50% 40 = Indoor Seating Total Generated Trips 80 40 40 cu 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 Land Use ITE Size Units' ITE Trip PM Peak Hour Trip Generation LUC Rate2 Total In' Out2 Coffee/Donut Shop with Drive-Through Window and No 938 2 DTL 15.08 30 50% 15 50% 15 • = Indoor Seating Total Generated Trips 30 15 15 a) 2 Pass by Trips3= 98% of external trips 28 14 14 a 10%of Adjacent Street Traffic 10% of external trips 386 193 192 Net New External Trips 2 1 1 Notes: DTL=Drive Through Lane Vehicle trip rates,directional splits,and pass-byper data and procedures outlined in ITE Trip Generation Manual,11^Edition ' Pass-bytrip rates were applied for ITE LUC 938 Cofee/Donut Shop Kith 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, Alex Memering, P.E. Attachments: Boundary Survey kimley-horn.com 200 South Orange Avenue, Suite 600,Orlando, FL 32801 407 898 1511 KimIey >)Horn Page 4 Attachment A: Boundary Survey kimley-horn.com 200 South Orange Avenue, Suite 600, Orlando, FL 32801 407 898 1511 LEGAL DESCRIPTION: Q LIU DVEU.1W U C:.3 VJ V PC IIUL\ NEi© o©Vlr]i V I l! 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(ti) J+ ' ay 0g6 b� ' 3y L _ 0 Ito S OP �S , OP _r o Nk �— = V I j I Q O j © ek I I `4j 9 ,., I I I u I 3 j 1 I I 11 0 • �sj < 3 gI 311 le a j III 8 j F 1b1 I $j 0 h ;� �• Iv ti j � z rj ag lo I i j 00 gj Ijj gi Ij j 1 PP bj, bj, bI� il $� � bIra oi I;3 7 Brew 8th Avenue Traffic Impact Analysis City of Okeechobee, FL August 2024 Kimley >) Horn a • TRAFFIC IMPACT ANALYSIS 7 Brew 8t" Avenue City of=Okeechobee, FL • Prepared by: Kimley-Horn and Associates, Inc. Digitally signed by Alexander R Memering DN:cn=Mexender R Memedng,a=US, mRIMLEY-HORN AND ASSOCIATES INC,emalt=alex.memerIng®klMey- �'-"—� harmsem Data:2024.08.19 08:39A8-04'00' Alex Memering, P.E. PE#91501 August 2024 ©Kimley-Horn and Associates,Inc.2024 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 I 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 ii August 2024 I Kimley-Horn and Associates, Inc. s 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 iii 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 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. c 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 (greater than 30 peak-hour two-way trips). Therefore, the following adjacent roadway segments were included within the study area: • 8th Avenue from SE 9t"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 • 8t"Avenue & Project Driveway#1 The study area segments and intersections are displayed on Figure 1. 7 Brew 8th Avenue I Traffic Impact Report 2 August 2024 I Kimley-Horn and Associates, Inc. . c m . d v a` o o J > z z � a d 'u a 0 0 a z z x W U O C ti W 0 d O > d• M1 Q O O m e • a •a z z • I- t 11 'o c n N N a` 2 it so N O c N 00 .51 o N a sn as 00 e A ad 6 O Y 3 g N a d , N (2) N . 1 U Y « mC m VOE• m m ni ri - . • C ea an dA ri d .( " = 3 E rn o % ' n V Q1 M 43 ° N L O ad F Q N >' E c6 a) ' 2 3 u O • 8 i cep t c 2 .� o r (.i 0 d 3 vdi 0 ^ I'ri C a F- U O Vl l" ry Q) 0 C O - E 3 N v E 4-'cc, CO z `o O ~ 0 C g +J m Q.p 0 u a c9 12 < J Q = w.0 Q 13a o C Q z B an d ° (J C . a � m a A j o c $ 4- O 3 uo • cD = v • _ y a >t'c i o � C 0 x j C C A 1- >` ce c 0 _0 C °u c — CD0 a,O' O a 1 O a8 as Q) C C v` V t o C �[ LL• N O V L QQ.> • a p >p d Q " O F a 00 CV_ NO �- -, N o E CDn Z m m c N so c a m p t\ Q Ev v moo.- " ea V tmr d O 0-0 W Y v m c 3 • m CO 0) 3 0" @ 3 o c N", E N d P L 8 p C y w a E E ,'a O g 4.o o f. d• to .-I v-0 H C ,% 3 3 C C w a V) O 7a �'y8 a a L+ � C O O N a0 VI .-)N T 4 •I•111110 9'5 . 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Aan4il 441 _•___._11,/,- .ECL l 0 0 CL [ * M4_4 L- 11 "f' L4t i,: , 4: _ vr) •.1:r .UCi=,mml,i i — 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 8'h Avenue I Traffic Impact Report 5 August 2024 I Kimley-Horn and Associates, Inc. Table 2:Trip Generation Summary Land Use ITE Size Units' ITE Trip Daily Trip Generation LUC Rate2 Total In2 Out2 A Coffee/Donut Shop with Drive-Through Window and No 938 2 DTL 179.00 358 50% 179 50% 179 c Indoor Seating 0 Total Generated Trips 358 179 179 Pass by Trips'= 90% of external trips 322 161 161 Net New External Trips 36 18 18 Trip AM Peak Hour Trip Generation ITE Land Use LUC Size Units' ITE Rate2 1- Total In2 Out2 7 0 = Coffee/Donut Shop with Drive-Through Window and No 938 2 DTL 39.81 80 50% 40 50% 40 Y Indoor Seating to 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 Trip PM Peak Hour Trip Generation ITE Land Use LUC Size Units' ITE Rate2 1. Total In2 Out2 7 S. Coffee/Donut Shop with Drive-Through Window and No 50% 50% ac Indoor Seating 938 2 DTL 15.08 30 15 15 co • i1 Total Generated Trips 30 15 15 2 a. 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,11'2 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. 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' 4 ",l : :: ciiiii. i m3 .._... ....... ... ...._..... ... - � ,::::,!:iu ' T", ".. :::x:: u .i!is!!Ai1 c k_ e'�� _,. .--- • t _: ' - l : ! : :. ` r —v . $ .: ........ . .. . � _ d I - r� t � lI 1 mo•, .,. i ... !i i1 J >� iiiiiiNiglifliirrniiiirli ' '� ��ti r y . !, .::.,pi:I iiai 1— , X I a 40 , ' I. 1 _.---- Y7 '.."1 t gib. li •�• r Ianv ....... ...\\ al%PW -A: tr( - ! ►ti�I I a` lp, e. 1. ' o a q ,r Ni w -- TN Nfig Wg _ __ • 7 - v ' '-:]• i V Q el L '�T l.. - i 6 *wow ,�,� , . _ V. _ m f0 PI Ii � ' � l - t, ii ,p, _. 1 (.:_. a .._. _, ,.. r SO if , 'r- . ''''' ifti!-41.- '' ' ' ,, . ,.., •,, ! e (1; / . 411-* - ,...*:,4,--do 1 .,, Ili tiqt; ' , Lt F.' --- . , ,,-- k. low 0. i,,„„r. 4Wc � +� Ilk fa I i'J ^WI . 1 i l_ E • ,N4----. • ,..<4 1,.. ,i,-, - it., ,.. It, -1.. ._,,,AL .„. ,,,,,,_, ..) , _ . .. - ,,,r.41,:„.... ..,,,,.,,, . . r. # _ Ul 441 t '1 • ; - �. . i r;- i , , _ Q l y C Q f— Allik. c_4 ct.o c X: of Q ceZ s a_;i.'' O L1J � rn Q) cn cn d L C) Q Ilit /� U Q Q C f .--+ Q rrs a c 1 �,, Q Q1 Q1 N , . _1 • w 0 OL 0 0 0 u) 1 0 0 >< 5-Z 1 an '. ti= � _ m �c .� !r Lea ri; a y: to X X ,r fM!�II 6 .rr-.---P..: 1 A F t 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 8'h Avenue I Traffic Impact Report August 2024 I Kimley-Horn and Associates, Inc. t{ 0 0% z z ,� 9 1 0 2 M § 0 0 0 > f R fa % k / \ m W k > 0 a. e § \ o $ 2 N N > ra / ; � % < / I ) § 2 0 . . t a o N a) § 0- 1- > / a) a, - 0.0 a � � � 0 0 co X >al. § \ \ 2 D . t > ° NI ` 7 aL I R c E g k 2 ~ - ƒCD Z o 2 ] , ) 2 • ` / 9 0 U . () . . / j - c c E O \ m k § E 2 2 e < a 3 j u " . . . © k ^) f ) - 0 . c.0 oC e ) ƒ § \ / § ] ] ■ oa g < 7\) § G 3 « E U - C ) $ f / \ \ \ / 4, / © k JSa - k / ° � I:: -0 ƒ 0 E e/0 \ k / § \ \ § \ E Co £ e # & L- / � � m � 3 � & $ k § G § — m ] j % +) § 2 q ƒ CC a) U ao Oe > � ; � 0 »-0 _ % / c > + \; _ ; ffz ro In « + R \ ) _o � 0 _ � 00N / � V & KI . . CO 9 N. < 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 Max V/C LOS Delay (s) Ratio NE Park Street (SR 70) 1 & Signalized C 28.5 1.23 8th Aenue Table 5: Existing (2024) PM Peak Hour Intersection Conditions Existing (2024) Conditions PM Peak Hour Intersection Control Type LOS Delay(s) Max V/C Ratio NE Park Street(SR 70) 1 & Signalized B 14.8 0.67 8th Aenue 7 Brew 8th Avenue I Traffic Impact Report 15 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 FDOT Trend Historical Station Roads Description Year 2023 AADT1 (based n Growth Rate AAD 914018 SE 8th Aoenue SE 8th Aeenue,North of SE 10th Street 2,800 8.81% 4.17% 915012 NE Park Street SR 70, East of SR 15/700/US 98/441 29,000 91.19% 2.37% Normal Awrage 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 Q/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. • N 'u O O y a Z Z W 0 U . COO T-i • Lt) ID K N Oi V 0 O • 7 >.O m m▪ j 0 co ID mo E W.)) 1D Y N y !3 > NIO N G 23 ~ Cl Yi 7 C N • m p a' o •— O. I- a _T Co C Q ,a o C 0 0 `^ m Cl) 0 E LID v a in m m ai >. . Y = 3 E co u00i p o aal o a 3 > en N Co 0 O N - CC L >. E r - o C• = -0 N = Yo 2 o N _C al 3 N N N >o o aI- L., AJ a -- co Q o 0 o u 1,4 -0 :-' ID ¢ E . cy vi O a c "' N E 3 N v P. N O c 7 a a n > o 0 H o 0 0 0 00 a v " c m Y 3 Q .. `2 0 •C ° `o n co < m of 2 E t -- =9_ C al m o =,O c 0 L.,OW N N C � t .n _ 'o aza If, LO coO - o 7) W a) C N O. 0., ai= CU U u. O C O> .>. C V a oH> N o= U Q co J c 0- -0 E 0 ro 0Z' 3 U C o' w= o c F co v v` O c N m N Co = Cl v a O 3 HL > •E N0D A) 4 Nv Al cv > > Y3 a y ?L -0 C et o w U z o Q (-NI a! 0) w mw .0 t O c p >v AO N a! r N v m n +' 5 . a �'' an d N 3 N r U) D .-I N m L CO 00 D a 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 LOS Delay(s) Max V/C 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. 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. r r • r•• ri a z z W m V N 0 N CC : m V , 0 0 7 T o rel CO oj 03 V O m N FC NS 7 O N O 3 ~ a s r1 7 O N o 0 0 O rn a F o • a _T (6 Q °' ,,, o n C o. a) • E • bp a) Q `7 T v • In I. e CO F • 7 0 ,o Co )o a g no N -0 0 (O N 0 - C T a 0 s G Z •A o r` �^ o al y 6 N N j a F o Y v (a 0 a) m d n c G . O y0 0 V oN Cl_ a E lD m v a IN -13 c O 0 N E cT w z o c 4- m 7 V a O a N > o -O v 0 O .= m D 7 < . 03 .0N O G C n E m 0 m ra E 0 r T ro Q f' 7 7 L,-2 c V a) 3 =0_ C - 0 m 'o= v _ CO o c o ~ oe c a� rug 3 L. -i • o 3 Q 0 roa 0 -I-'y Q .Oa c H, a y 0« a) 7 `o 'u Y." cc LL 0 tv .0 oo +r N 2 °- ,1D.I v°1i > V Q 0 o m w E C _ (6 • Os oz3 L.) C = O ij_ 0 w `° m 4-- c =C7 W E w a o 3 >• m v °LL a — a) ✓ -a E CU m Y ` 3 0 —70 Y 3. a N a v > C 0 0 d c 2 ° Q N N a) w N 4-y t O 74t, y0 o " 60 N C c m i y N ti .c W O Vl K D O a) 0 W LL 7 ,-1 N rri COOA N. Q � tl 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 - Max V/C LOS Delay(s) Ratio NE Park Street (SFL-70) 1 & Signalized D 45.7 1.72 8th Avenue 8th Avenue 2 & Unsignalized B 10.8 0.07 Project Dwy#1 (TWSC) 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 LOS Delay (s) Max V/C 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. Iory • I ._•.. . . 104_ • t -•--.,, \ lir, 7 .<5,,,,,,, . t iliiiN: r A-•i. •e 1�� .411TI: N.71,11111, 'O Ag . ro ., . rw � 1� 0,1 VIIIII I I Ilil C I I I 1II I+ I IIIIII I I I1 II I I �IiIiiilIlI I'i,11 + •- [9o)+o }e IIl u # , �6 (+x*T6T Q F� C+fo1 (6)i0$-"'. r1+ + d Pi u : �'�na dr8i3S- , n h � :• • LLt, x on a �i16440}#4I ki l� ol+foJ+o F es. 7 asz.taTJ+stfel+bsi . m _ r :v :'.• • • + 1: L, ., , ` IUI II s.•. ' 3nb 18t ae x4.y: : n y 0lL ' '' }�` Oe ► I ; I q + • M (0)hf01+ta .6si1OF+1o)-tar ► a o R.. - .. 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J #. di V$1 • It . ,.___. -0 ,•- > t; 10 , . --fr , ,: 1 '- .,4 . - • I, ,- ' - .1-1 S :..-, wit : .2.•. - ' o •--,vg-.. .-• , f --4 . 1 -L'; ,.. — - i , , ..• - .4, , H..i lb N tit • ,;, • ''� a e c }, c 3 (p 'r y.o.• ,� '�' v ro , N 4. f Z J E' 0 1111110 Q W +-r ' ' ro IV <f71 ~ IF i >R illirr.At+ 1.1 1 • r +o LFt'iL)+TO)+(zfrv� +', x Lo Iti3 io1+lo)+tr • • o x{ol+[olf(o1,+tti _ k 1, ::�[ N be lo}ttol+(s)+ �"'": _$ i i vi.- 0/ *� it .� ` >Ez+�vit+)o]+(o} ssti' b = a mo �{J` , •`4.' o+(�oy)*t.0�1�+t0) 0 - ,♦ t f/+tOI+[S]+tbi)=5i �� o c:71 4 .. f .. v r� L )L.. -47.141,6,'1(11 E � ,, ,, ' � n "1 0 0 _ . l.. T. T O i:&:). ,. . .'''77-"-r''t--4'.-7-41i'''.110 El'tii ....4-- -_--,•-•''''ii,i1.:!: ,, . Li , • L,,,,,,,,,,,,,,,,,,,..L: L L.. L —• + .,, 't v. ,l• ..o t� .d M I _ , � \„ir, ,vir * ‘ Ii a , t •k... 0 l'Ir- lih . 161 ..0-- 1. Th..",_it N, \ .a �. I. 'l ., .� • ! `r - 'gip •.� ..J C T. t'i f 'i r ty r'� Q• O / �, V• to Jfr r > Q Ar alt..„,, i tom- • �,)• 3�+�0 l �/ .;��d' � , .� . "T `r dD �1 ' IL.. 1.-- (9 to . : .. __._ 14.-_--.'as....--A- .)'_. .-- . 11. eTw' ♦ �� 4 ▪ r. • i� �---' . It .1 r ,,t , g ,... , r 4•i ' , /4. i •• E � , '''''.- :- , . - 7 .,,rr., ..aib-,„,_ ., 1 we,ma mil,,, ...,.„.r ,, , II, '_' _- . ,i 0 0 1„, I •44.1 w., . 1...--s Imp t-• �- C ,•,. •,•441,1-1., - — 1 111L- ')•-•I').,111111*,•• ' -'p • 41F1 ♦r tom .. L )t: - L �I �� `— �� as . N J 'ems• i. r f ' cf°� > � 1.+ - '� .' �- Q u I i 7-4' f :44. t►/�)/ �ate[5 `J 1 <a 1 r p r ;� 1110411111110 t L1 IJ��a^ I �IIL�' 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 NCHRP 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 Kim ley-Horn and Associates, Inc. L';;;::,.A 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 Length Queue Queue Turn Lane Sufficient? ' (ft) (ft)2 (ft)z Length(ft) (ft)` 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. a APPENDIX A Conceptual Site Plan il w w w< g &ki3tt ok8t2 i wo80 w e PI asho L = 08 ill gt tE. a,tE,t w it- w fig_ /'� • a C -o «x �aR R� �n9 iW f s s ^U' i R. Ate,. u� a R� }W. �' E W, R Ell z Ha R po So W: a 9N3 my� yg�gR y u s awl Ne a 5 o u lai I@ u ! Hh a$ i a o Q` ` U( W I U J�V G_: , �. 10 rr� . �� r. ' � I � .. i 0�- `/� - AV H19 3S i2.y 7 \\ i ....................»...i..�li i y .14' 11 i o \\\ �17 «< «a ,L aka �•i rr1 5' r • 1 _ ' 1 I- ;i - ;� , Yf 1 c� Li Ili , F �= ZN i. y'�\•\� ly i€ . r •'T- 3 �' /• C1 gam q • \ 7 '2 7 ` f1 0 �• , A D W LI ,,''• r i ' �• :;; , p �i _ : ,; •';•'•••;.; :(•;' ''A } l I W l Q I _ c -, e,' LU i p l- , • O 0 CO -- - --- .w rw-:� \. , �a.,wlo••..w..o/M.�a a m,--•.a -ecou.<.n-••a<worw�:. 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 0 c 400 w a 358 X 300 X 200 X X X X 100 • 2_ 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 X 100 89 X 80 —X - X 50 X, - X X 2_ 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 W Q I I X 100 50 30 __ ___--- - --- 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 iv=**** Trip Gen Manual, 11th Edition • Institute of Transportation Engineers • a) . L co 00 ao = c-I r-i ,-1 0 to Y CO a) v a c • v > I I I Cl) = o • on c }ro o . LI) ,a) �-I I-n1 00 . L • 00 ~ C O `" •C o z 4 " 0 C CO m . I I I CO D C 3 c o > 0 0 •� > a o �, -0 L -a D a 0 a) w ? L z c D _c `n CO 0oN c `-! CO o r0 c m o � CO I I I to — 01 L Q 01 v, E L L I- — c6 a O > f9 -o co InI-I ca) >� CO ro IX 0 y_ > U , m Lf1 N >` Ln Q_ co cm 01 m `v 3 CO CO L a v) a I- v t fo ca L) v1 3 a .a = a) w 0 I I I . L OJ ate) c - 0 U > o a) L 1. co co to > (0 01 01 01 L 0) Ol Ol 01 N C C L a) 2 C 2 o c) oA 0 oA a .c C on C LE- c0 0 � �J v, • +J L O 10 o +�10 0 C v N . o c 'J v U -0 a v 'n C D E 0 on CO a) on CO IT a) a) > > a 0 a) U L p0 oo O V) Y CO a1 v E n. = +, v > I I o a GA c . o V) �o o u, L +, o � C i, , o a)_ •Q H - N � 1 1 C CO as n vs L C 0 0 -0 V' > O 0 CO .O •> a p .}, •O l 16 d C O _ O aJ w Y L Z o In t N fD O +, t a1 .0 %-I CO 0.0 c n- o Liu' C r 0 fo N_0 G . co 1 I tISL C` E �` Z ~ -. >. L 4J 4, CL Q > L Y U vs L v a) L dJ p cv c v co U , o c CC IL-, 4-, ll 1' T a .L. m ro a rn COv •- LA v _c co as LD v.) a v, a •- = U aJ i c u w pO a>Li I I s H 0.) a) c 4t O 0 0 v > L r� 00 V) > co rn CT} r • L v 0 o U Op 0 a) •� 0 4p to O c v i a 11)CO O cp •aNa . a >- Co VI co V") a- co m J E p _ N t to ~ a o —I —1 J a) dp t to F' Cr) a1 > > Q 0 APPENDIX C Trip Generation Memorandum Kimley>>>Horn May 3, 2024 Ms. Patty Burnette General Services Director City of Okeechobee 55 SE 3rd 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, 11t'' 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 ...,„ iimpr ..4'411/ - f, . ..•••••.*-lc,' r...........„ , . it .41 .. L.' , .— , ' ‘. 'mot -� • iw, y it.E , .t.a ' •littiL OH ,..' . , .,, ,, 0 , ei. . 4, ..„ „i,„ ...., . i . . E _ Eat f .. .„,- . - li kir c ..• :11 r.y/' 1 f4,k .y,',�l'.V • r 00 sy 00 • itil/////11/E/i; . 0 ,//1 4994N-:• - 111; 14 . IL ' •N\ 0 0 ..0 •1'' �. r4- , e` O OO y, ,o t I 3 5 z -• 3nd HIL 3N Q i, . 0° .4 NO • 3nd HI93N Q a .4,k - • , Ail z 0 Eli t ". .e, --, 3nd HIS 3N ,/ 11/ N , t � a iott: 4 z I ' i - - - Iii( 3nd Hit' 3N i • 4 is ro II ' f - el 4 * .,16. or.':. 1"—_-.....w" 1.1- i'i-:' 4' .:11 . .At C2I O i LiJ a••' i Ili 4r . ' J O 7"I i 3nd0E3S Cl [...tit, 4-,.. 0 „,., ' .11111! IC; ' PI t U. 44 I 1,,,... 111" ii_ • .... r„ Kim ey>>)Horn Page 3 • Table 1 —Trip Generation Potential ITE ITE Trip Daily Trip Generation Land Use LUC Size Units' Rate2 Total In2 Out2 Coffee/Donut Shop with Drive-Through Window and No 938 2 DTL 179.00 358 50% 179 50% 179 Indoor Seating 'iy Total Generated Trips 358 179 179 • Pass by Trips'= 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 On e-Through Window and No = Indoor Seating 938 2 DR 39.81 80 50% 40 50% 40 m Total Generated Trips 80 40 40 m a g 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 Trip PM Peak Hour Trip Generation ITE Land Use LUC Size Units' ITE Rate2 Total In2 Out2 CCoffee/Donut Shop with Drie-Through Window and No 938 2 DTL 15.08 30 50% 15 50% 15 = Indoor Seating m Total Generated Trips • 30 15 15 a) a 2 Pass by Trips3= 98% of external trips 28 14 14 a 10%of Adjacent Street Traffic 10% of external trips 386 193 192 Net New External Trips 2 1 1 Notes: 'DTL=Drive Through Lane >Vehicle trip rates,directional splits,and pass-by per date end procedures outlined in ITE Trip Generation Manual,110 Edtion 3 Pass-by trip rates were applied for ITE LUC 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, Alex Memering, P.E. Attachments: Boundary Survey kimley-horn.com 200 South Orange Avenue, Suite 600,Orlando, FL 32801 407 898 1511 Kimley>>)Horn Page 4 Attachment A: Boundary Survey kimley-horn.com 200 South Orange Avenue, Suite 600,Orlando, FL 32801 407 898 1511 in I a a 0 r Fm F M M/a.99(°vas 13YaeY) n q g qa�j 1 3(1N3AV HiB 3S b §.:y3 �• ,....w ,.Q$I u. 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WQ w a• W Qp 0 -J JQa00 � JIZJfI f �U U_a m } o: m APPENDIX D D1 Regional Planning Model (D1RPM) Model Plots 0 • o 0 0 0 0 0 0 0 Z 0 0 0 0 O 0 0 • O 0 66 66 67 67 32 28 67 5 0 0 100 r, 0 cn 0 00) r 0 0 0 0 t. 0 0 0 0 0 0 O 0 0 • 0 0 * Project Location 01 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\D1 RPMv2.1_InterimUpdate\YR2015\YR2024EC\SevenBrew8thAve_24\H WYLOAD_24A.N ET 0 . r r 0 0 0 • O 0 0 0 r • O r O 0 0 0 0 N r 0 NJ 7 r 0 0 NJ 0 0 • 0 0 r 0 O 0 N O 0O 0 O N 0 O 0 0 —a 0 0 O r 0 N.)0 0 t' 0 O 0 0 • 0 0 o ro o o 67 32 25 24 24 32 66 66 67 24 28 ! 32 0 66 0 0 --1 67 0 0 0 N r I o o (0 a ° p O 0 0 0 0 0 r • 0o 0 0 cn 0 a � 0o p 0 NJ o g o 0 III I 00 0 0 0 0 0 0 0 0 0 0 0 0 V/0 0 ✓ O 0 0 'Y 00 0 ° 0 0 NJ p 0 1 ) 0 0 0 0 0 0 0 C. 0 0 0 0 0 O O 0 O CI 0 0 • 0 0 0 N 0 0 1 r WO 0 �,� 0 1 °'_ * Project Location Lanes Per Direction= 1 G Lanes Per Direction = 2 Lanes Per Direction= 3 , Lanes Per Direction >3 Trip Distribution-7 Brew 8th Avenue-Okeechobee D1RPMv2.1 -2024 C:\FSUTM S\D 1\D 1 RPM_v2.1\D 1 RPMv2.1_Interim Update\YR2015\YR2024EC\Seven Brew8thAve_24\H WYLOAD_24A.N ET -snnl�� APPENDIX E FDOT's Florida Traffic Online (FTO) 2023 Volume Synopsis Report • • • OIoH >chc H ri r1 0 • H c400 HHHH H 0 H u1 0 0 H Cl • W I-a 0)CO Q'Q IC)00 I-N 0 co In O I-0)01 r161 Q'In 01 I-01.-I 01 Q'00 Z a,'' N In N CO0-rA CV M CV 01 V0N rA N H H H H H H rH r1 H H H -1N NNN r1 I- COO N OH Cl) 0 0W000 U O ZcO N I- 000 H,7.-INN U) -1 H Ia N I-1 c0 In NO l0 In CO rI N N CO In O N N N CV CA 01 CA Q'N ID ID O 00 Q,' ri rH Q'I-Q'10 co O1 co oo 0 MID 0 OD ID 01 ri r1 W'J I- H ri ri ri ri Q' a 0 .-I H N O O H Ca ri Cl O N N O ri 00 00 N 01 01 o Io Q'In N 0)rI N ID N r-I ID II)O W x H N ri N ri N N N 01 01 01 N ri ri Z a If)0O H H D rl o o r-l 0 0 c CO O N N N H Cn 0 x H H 0 •• U Z rl ri o O N In Q'N Q'0010 O ID 01 rI O sr OIn sr N InH 00 rl rl rl N N rl N 0 ct'0101 N rI 000 • H D4 W H Hcn • cn U FC W W a FC H Q'O O O r 01 ct'O t`CA 01 lD to 01 01 CO ID CA ri rl 0.-00 r1 N z EA�n O O Ca13�j rI rl rI N N N N 01 N In Q'N rl rI 0 ry O1 Z H Cl N H WNcrQ' H S ONNN N W Cn D r a'1H ID W a ID S rI CO CO 0) N ID a' ri N CD CD N Q'N N CO N ID sr In Q'ID ID N Q'In 01 O ••O CO rI rI H H r-Ir-IHr-I N N rI H NOci'ON N H Cca Z> I- X Cn Cl) Zo D H H H Cn x H H W U Z 0 0 O XW O N r i D c4 H f4 FA C4 CD CD cp EH W -) 0101NQ'0)co In ID O ID OOO Cl)I-ID OI O rI ID 01N I-In 0 OCa p 00101 FC Cl) < rl 01 O Q'O ID ID 0)N N OD CT O rI CO Q'N N ID > ONID ID U H r-1 ri H rI 01 x rI ri H Q'CO C... 0 H x 44 ID O H FC H W Cl) • x a Cn H N CD CD O I-VD CD Q'I-OD CA I-ID In In ID O 0)ID Q'In I-C'10 FC, C4 x ri 01 sr N N rI N r1 ri ri r1 N N ri ri a in rl O H U Ir100 z s z w Z �j O rI O ri0 N ri N COO I-C71D rI rI 0 Q'N O N CO N ON rI CO Z O Ca 0 Q'N r1 rI N N N N N N N N W ID O ID Q• rl 4101 H(4 Z Q'r1 Q. ID >N H O 'Z. D H rH rI In FC O N W O O CO x\ fY Z a I- Co In O HCD H rl N rl rl Q'ri I-00 I-In C 01 CO N I-Q'In 01 Q'ID CD 010 H 0 00)N W CO CD CD 0 Ca r-I N N rI ri rl N ri N N N N N N ri ri H Q'Q' In H O Z H r 1 O W ri O N 0 W CO CA Q'C)r1 0 •. 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H EH 1 a CO COO H CO H CO C CO Is N lO CO CO O CO CAOl N CO a'H CA CO CO U O HNN CO (y' 1ct'if)WCs,01 CD 10 H N CO I-N cI'O N H a'H I-CO CO cr O I- W> co H H N I CO CO[ N C`CO CO CO Cl H N Cl CO CO N H H l0 P4 H 0 H H CO H N N Q' H H C] H C] H CO sr CO CO CO CO N N CO ct'CO COW Cr N N N l0 H CO cT N OD CO X H H H H CO 01 N H H I-CO CO N CO CO H CO 0 0 CO VD CO N N Z C CO Ln CO H N CO N H H H N N N N N CO N H H D H cl'Cr H 0 CO c CUON1010 H 3 Cx HH 0 Z•• 0 Q'H N N a'd'OD CD Q'01 01 01 CO I-CO I-O H l0 CO Is CO Q'CO O C] HHNNC)I-CO lO CO I-CO CO H CO O CO N H N H CO CO C N O ION H r 4 H N H H H H N H N N CO CO N H CO H Cr Cr H C1 co U FC CO Ca a H CO H CO sr O O CO H CO H N CO CO CO CO O CO H CO N N CA lO N Z E l00 C]C] NH H01C0 lO Q'a'CON H CO H H cr 1D 00 Q'COCOC101 0 Q', CA NQ' Z H N N H H N H N N CV-CV CO N H H C] CO CO N H W al OIOO 2i DONN N C4 OOW:: L-a H H H I 0 CO 01 Cr CA VD C0NC1%0 CO CA CO CA G'N CO.H Q'CO H N CD 01 NO 0 •• 0 COO CO H H HH Nd'NCr lO Is CO IsOlO H CO In C)I-co H I-ct'N G.I Z> CO Cr sr sr co H H N H H H H N N N N CO N H H • Z 0 H CP H H H U) \ H CO W U Z to N 01 Z WN 0 N N D C4 H U) • 14 H(Y.00O H D a co CONWCOHCONW L1101NOCCOHCOCPCD LOIOIONa' CO 0C]D0100 x4 \ Q,' N C C N H co crNCO O N Ln In l-Ol N 01 CO CO O O N d'CO G' > O I-N N 0 O H NIn CA OD CO Is VD Is CO Is CO COO H COIO In 00 N H N CO HH H LC)Lf1 O 0 H H Cr. Y., G., l0 H H N H H FC H H H CO CO CO W CO H CO CO CO ct'10 C`CP C11 co CO VD Q'N Q'lO O W CO a'srO HNH Q,' CO H N Is O H O H CO CO CO CO CO N N In O CO Ln O Ls Q'CO a 1001 C 4 H N N N N H H H H H N N N N H H H 0 CO G'Q' Cr) C CA 01 CO 0 •• . Z NCO N H N Q'CO In CO CO CO H N Cr CO CO CO l001 Cs N C`N CO CLn H 0O HN H N co CO H CO CA CO c'H H co CO N In CO CO co N I-co N CO IO H H CQ'c' H CO CO H 124 H N H H H H N N H N N N N H H H X 01 CO CO l0 FC,N H CO CO D CO H H N WO U 1-7 HH 0 o N CO�/ ••0 .\ 04 'Z_,'J In O H O OH H CO O IO N IO CO N Q'C'Q'In O VD H H O IO N O lO CO N MO 0 H CO C0N NI-HO (:],C] HHHN G'Hl0CC10lln CAN CO CO NO CNCOLf1 COWCI H NN CO H \O Z HNNNHHHNHHNCI IMNHH H c'cr' HOC( OO N U CO CO 01 Ln U)HO •• CO�/ U` a U) C4 < Cr H U) a H a O CO CO H N CO l0 •• NNG'CO H N CO CO CO N C f`COO l010 CO N CO C)10 H CO CO F:4 000 G' ' Z N co N Z .. .. H N ,--i rH r,-)CO Cr 01 COC)1ODlON01C)G'NCOsr[-NCONc' H OoWlO CO NW Ca O H CO CO N N N H H H N N N N N N N H H 0 CO H H C.) Q . EH F[,'.EH W COLt CO ••ZWC]E a pa HC m H EI(Y,EE O >4 4 fr�Z Z E 0 C4 C4 CO o 00 0 0 0 0 0 0 000 0 000 0 0 00 0 000 CO • • ,-1 U • CO D<cnr- < . X 00000000000000000000000o i }-".„xH D c4 Z OE-,CO H H H O H N CO G'U)W C`CO CA O H N CO G'N l0 C`CO CA O H N CO Cr ' • F(,' C4 H CO CO CO 0 U)C]00U) H O O O O O O OO O OHHHHHHHHHHNNNN N <Pa C] H C] CD APPENDIX F Turning Movement Counts J. Location: 1 8TH AVENUE& PARK STREET AM N �. 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 4 .2 0 2 � � 2 PARK STREET ( N o .1, 0 0 0 0 0 �10 1 LI «J l l» It (2,311) (z,083) I 1 N 0 1,296 L 3 4 , 1,142 0• N L 0 t o • o 7 .,IN 1,1250 0 0�W E 1 N o lc, .W�E o 0.97� W 0.90 E :-1 y856 �7 1_,^ S ♦ r 0 1 0 0 (1,851) 71 �41 '1 t r 0 (1,729) I 0�'1 i 1 rC► 0 0 o PARK STREET o 0 0 0 ~~ 00 _0 0-� THA N �I 3 ,F 8 AVENUE I i (179) 85 0.84 168 (266) 4...3 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 7:45 AM 0 1 223 17 0 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-Tum 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 C .l Location: 1 8TH AVENUE&PARK STREET PM NA 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 40 0� 0 I_0 0�►I 0 PARK STREET I 0 rn 0 1�� 0 0 0 0 l 0 (2,534) 0 �� 1 1. ill_6 (2,385) 1 N 1 t 0. N 4 ttL a if • 1,321 0mmN 1,240 0 0 o �W v' v E o o 0.92 13 W 0.96 E ~1,189 r092 0 -0 W E 0 1,361 y1,140 - S r y `17 ,179 0� S r 0 0 0 (2,601) 208 �•1 I t rc. 1 (2,262) 0 0 n 1 i t rC► 0 1 S 1 --1 1 0 r N PARK STREET 0 0 0 0 ~� 8TH AVENUE ~� 1 t (476) 253 [0.93 155 (306) 41 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 5:00 PM 0 6 280 57 1 12 325 0 0 31 0 7 0 3 0 2 724 2,678 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 8th 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 - (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 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 - (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 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 Existing Traffic 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 ¶ f t e I fit 4 V 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 *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 B B A A A F A A Approach Delay(s/veh) 10.9 10.0 76.0 0.6 Approach LOS B A E A 1 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 _,I 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) C ir 02(R) 1 04 110s q T 140 s FT 05 I-4' 06(R) Q 08 20 s r I 90 s 1 T 40 s l I 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 f -0 (. 4- k' 4\ t P \* / d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB11 Lane Configurations 1 ft, 1' 1 44 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 red-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 0.4 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 PC 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 Incr 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 BackOfQ(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 CBBBBB 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 1 7 Brew 8th Avenue Synchro 12 Report KHA Timings Existing Conditions 1: 8th Avenue & NE Park Street (SR 70) PM Peak Hour f 17 f 4- 4\ t , \W l Lane Group -ESL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations ¶ 44 f" 1 44 4 j 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) IT 02(R) 4 04 110s d40 s Er r 05 I 4 06(R) 1 08 ,20s 1 i 90s 40s T T " 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 f >< g t , \* I 4' Movement ESL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 r 1 ++ 4 r 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 red-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 0.9.6 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 O 8, 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),v eh/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 U/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 AO 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 CO lncr 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.d, %ile BackOfQ(95%),veh/In 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 1 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 BB A BBBE 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 Phs 2 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 [ntersection Summary HCM 7th Control Delay,sNeh 14.8 HCM 7th LOS B --- ----- - --- 7 Brew 8th Avenue Synchro 12 Report KHA Timings Background Conditions 1: 8th Avenue & NE Park Street (SR 70) AM Peak Hour f ir c '- 4\ t f \* 1 cane Group EL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations 1 44 r 1 44 4' 0 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) 44 04 110s j 40s I 1 05 I 4 06(R) Q i'.::' 08 20s i 90s 1 1 40s 1 I 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 f -40 C 4- t 4\ P Movement EBL EBT ETA WBL WST WBR NBL NBT NBA SBL SST SBq Lane Configurations 1 44 r 1 44 4 P 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/In 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 rP�rop In Lane 1.00 1.00 1.00 0.00 0.99 1.00 0.12 0.871 Lane Grp Cap(c),veh/h 226 2025 864 286 1129 1187 122 0 361 162 0 0 WC 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 rmer-Ass'iped 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 f --► c 4- '\ t , ' 1 cane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations ' ft r ' ?+ _ 4 __ 0 _ 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 ulc 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 1 Approach Delay(s/veh) 11.8 8.3 67.5 0.5 Approach LOS B A E A intersection Summary 7 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 ntersection 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) 47- 02(R) 4-+ 04 r 05 4 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) PM Peak Hour f -w ,< 4_ 4 ' 4\ t P \* 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL S,BT SBil Lane Configurations Iit+------r _ 1 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 3 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 1.3, 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 Valume(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 6-.3 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 1 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 ,mer-Assigned Phs 2 4 5 6 8 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 cane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations _ '9 f S e "1 f t 4 0 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 1 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(%o) 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 Vic 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 BB 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) ir 02(R) 44 04 110 s I 40 s 7 r 05 4 06(R) Q L'* 08 20s I I 90s I 1 40 s 11 7 Brew 8th Avenue Synchro 12 Report KHA HCM 7th Signalized Intersection Summary Buildout Conditions 1: 8th Avenue & NE Park Street (SR 70) AM Peak Hour } se# 4- k. 4\ t P \* t d Movement EBL EBT EBR MIL WBT W&R NBL NBT NBR SBL SBT SBq Lane Configurations 1 ++ r +I _ 4 r __ 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 0.871 Lane Grp Cap(c),veh/h 231 1996 851 297 1129 1187 122 0 361 162 0 0 IV/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.d %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 1 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 CBBBBBF --- ----D-----D --- Approach Vol,veh/h 1169 1428 253 32 Approach Delay,s/veh 16.6 14.5 355.7 47.7 1 Approach LOS B B F D Turner-Assigned Phs 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,slveh 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 llntersection 1 Int Delay,s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vir 4 to 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 1 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 1 Heavy Vehicles,% 2 2 2 2 2 2 ;Mvmt Flow 43 0 0205104 43 vla'or/Minor Minor2 Ma'or1 Ma'or2 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 - - - - - f Stage 2 829 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 663 924 1434 - - - j Mov Cap-2 Maneuver 663 - - - - - Stage 1 900 - - - - - Stage 2 829 - - - - - ►Approach EB NB SB HCM Control Delay,s/v10.81 0 0 1 HCM LOS B Minor Lane/Ma'or Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1434 663 - - I HCM Lane V/C Ratio - - 0.066 - - HCM Control Delay(s/veh) 0 - 10.8 - - HCM Lane LOS A - B - - jHCM 95th%tile Q(veh) 0 - 0.2 - - 7 Brew 8th Avenue Synchro 12 Report KHA i Timings Buildout Conditions 1: 8th Avenue & NE Park Street (SR 70) PM Peak Hour f -► N. f a- 4\ t , \► l [me Group EEL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations ++ r v _++ ei 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 iv/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(slveh) 12.2 8.7 66.1 0.5 /ripproach 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) ir 02(R) V 04 110s I 40s _ 17 , r 05 4 06(R) (3 i'.° 08 20s 11 90s I i 40s T 1 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 rvlovement UBL EBT 'EBR WBL WBT Wm NBL NBT NBR SBL SBT SBq Lane Configurations '1 4+ r 1_ +i -_ 4_ ! 4 Traffic Volume(veh/h) 15 1275 242 57 1329 6 146 1 43 6 0 0 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 1 Adj Sat Flow,veh/h/ln 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 0.9.6 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/ln 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 P;op 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 j\i/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 lncr 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 jlnitial 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/ln 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+11),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 Intersection Summary HCM 7th Control Delay,slveh 20.7 HCM 7th LOS C 7 Brew 8th Avenue Synchro 12 Report KHA 4 HCM 7th TWSC Buildout Conditions 2: 8th Avenue & Project Driveway PM Peak Hour Intersection Int Delay,s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations lye 4 ts 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 - - - - - - Ueh 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 - - - - - Fpproach • EB NB SB HCM Control Delay,s/v12.07 0 0 HCM LOS B r Minor Lane/Ma'or Mvmt 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 w H • • • (n C4 O O O O O O O O O O O O O O O O O CC100 cr l0 CD Lil CD CV 00 CONNNO C4 H . . . . . . . . . . . . . . . . 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