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Res No 131-23-16064RESOLUTION NO. 131-23-16064 A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA APPROVING A SPECIAL EXCEPTION APPLICATION PURSUANT TO SECTION 20-8.9 AND OTHER PROVISIONS OF THE CITY OF SOUTH MIAMI LAND DEVELOPMENT CODE, .FOR A LARGE-SCALE DEVELOPMENT PROJECT KNOWN AS "BAPTIST HEALTH REHABILITATION FACILITY" ON PROPERTIES TOTALING 2.42 ACRES (+/-105,679 SQ. FT.) LOCATED AT 6201 SUNSET DRIVE, 6233 SUNSET DRIVE, AND 7150 SW 62 A VENUE; PROVIDING FOR CONDITIONS; ENFORCEMENT OF CONDITIONS; CORRECTIONS; SEVERABILITY; AND AN EFFECTIVE DATE. WHEREAS, South Miami Hospital, Inc. (the "Applicant''), submitted Application No. PB-23-013 (the "Application"), requesting a large scale development approval pursuant to Section 20-8.9 of the Land Development Code (the "LDC") to allow development of greater than 40,000 square feet for the 2.42 acres (I 05,679 square feet) property located at the northwest comer of the intersection of Sunset Drive and SW 62 nd Avenue, more specifically 6201 Sunset Drive, 6233 Sunset Drive, and 7150 SW 62 Avenue (the "Prope11y"); and WHEREAS, the Property is zoned Transit-Oriented Development District Mixed-Use 5 (TODD (MU-5)); and WHEREAS, the Application is required to effectuate the proposed development that consists of: • 96,682 square foot Rehabilitation Facility • 180 parking space Parking Garage (Total of 183 parking spaces) WHEREAS, in the staff report analyzing the Application dated October 3, 2023, staff finds that the Application: (1) furthers the intent of and is consistent with the Comprehensive Plan; (2) is in keeping with the Transit-Oriented Development District land use designation as it proposes multi-story medical office and employment opportunities, within close distance of mass transit that is characteristic of transit-oriented developments; (3) meets all Level of Service requirements; (4) meets the criteria set forth in Section 20-8.9 of the LDC for approval of a large scale development; (4) will not adversely affect the health and safety of persons in the surrounding area, nor will it be detrimental to the neighborhood if ce11ain transportation improvements are made; and (5) the proposed site plan is consistent with Article III, Section 20-3.1 (A and B), 20-3.3 (D), Article IV, Section 20-4.4, and Article VIII, Sections 20-8.1 through 20-8.17, and complies with the general requirements of Special Exceptions (Section 20-8.9) of the LDC; and WHEREAS, pursuant to Section 20-8.9 of the LDC, the approval of a large scale development requires a review by the Planning Board and a recommendation to approve, deny, or approve with conditions, as well as the approval of the City Commission after a public hearing; and WHEREAS, at a public hearing on September 12, 2023, the Planning Board voted seven (7) to zero (0) to recommend approval of the proposed application, subject to conditions; and Pagel of 6 Res. No. 131-23-16064 WHEREAS, the Mayor and City Commission of the City of South Miami, having considered each of the variance criteria listed in Section 20-8. 9 of the LDC and having found that those conditions have been met, desire to approve the Application. NOW, THEREFORE, BE IT RESOLVED BY THE MAYOR AND CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA: Section 1. Recitals and Findings. The recitals set fo11h in this resolution are true and correct, and are supported by competent substantial evidence, and they are incorporated into this resolution by reference as if set forth in full herein. The City Commission finds that the Application meets the requirements of Section 20-8.9 of the LDC, including the criteria of Sections 20-8.9(C) and 20-8.9(0) of the LDC. Section 2. Approval. The Application submitted by the Applicants, requesting a large scale development approval on the Property, is hereby approved. Section 3. Conditions. This Application is hereby approved subject to the following tenns and conditions as well as all applicable City ordinances, codes, rules, and regulations: CONDITIONS: General Conditions 1. Plans submitted entitled "Baptist Health Rehabilitation Facility" prepared by ESa consisting of 46 Sheets: CS000 Cover Sheet/Sheet Index/Area Map dated 9/08/2023; Sheets CS00I and CS002 Exterior Renderings dated 9/08/2023; Sheets SU00 I and SU002 Existing Conditions Survey/Preliminary T Plat dated 9/08/2023; Sheet C300 Site Plan prepared by Kimley-Horn dated 9/08/2023; Sheets C400, C402, C403,and C404 Paving, Grading and Drainage Details dated 9/08/2023; Sheets C405, C406, C407, and C408 Underground Drainage Structure Details dated 9/08/2023; Sheets C600, C601, and C602 Pavement Marking and Signage Details dated 9/08/2023; Sheets EX-01, EX-02, and EX-03 Parking Structure Maneuverability Analysis -1st, 2nd , and 3rd Floors dated 9/08/2023; Sheet EX-04 Garbage Truck Maneuverability Analysis dated 9/08/2023; Sheet EX-05 Surface Parking Maneuverability Analysis dated 9/08/2023; Sheet EX-06 Sight Visibility Triangle Exhibit dated 9/08/2023; Sheet LO00 Landscape Cover Sheet dated 9/08/2023 prepared by K.imley-Horn; Sheet LOO I Landscape Aerial Photo dated 5/1/2023; Sheets LI00 and Ll50 (Tree Disposition Plan Tree Disposition Notes and Details) dated 9/08/2023; Sheets L200, L201, L250, and L251 (Landscape Plan, Landscape Legend, Landscape Specifications, and Landscape Details) dated 9/08/2023; Sheets A00l, A002, A003, and A004 (First Floor, Second Floor Plan, Third Floor Plan, and Roof Overall Plan -Hospital) prepared by Esa dated 9/08/2023; Sheets A00S, A006, A007, and A008 Exterior Elevations -Hospital dated 9/08/2023; Sheet A009 Exterior Elevations/3d Views -Hospital dated 9/08/2023; Sheets GOO I, G002, and G003 (First, Second, and Third Floor Plan - Garage) dated 9/08/2023; Sheets G004 and GOOS (Exterior Elevations -Garage) dated 9/08/2023; and Sheet G006 3D Views -Garage. Page 2 of 6 Res. No. 131-23-16064 • Traffic Impact Analysis -Baptist Health Rehabilitation (updated July 2023) prepared by Kimley-Horn and Associates, Inc. 2. All documents submitted with this application are to be made part of the record. 3. All off-site improvements required under any approvals shall be completed prior to the first Certificate of Occupancy unless such deadline is extended by the City Manager. 4. Any improvements in the Public Right-of-Way shall be approved by the City of South Miami, Miami-Dade County, and/or FOOT dependent upon jurisdiction. 5. All hnpact Fees shall be paid by the Applicant Prior to the Issuance of any Building Pennits. 6. The Applicant shall provide a letter acknowledging compliance with the applicable Level of Services requirements prior to the Issuance of the Final Pennit for the property. If any concurrency approvals expire, a re-review shall be required by the Agency Having Jurisdiction ("AHJ"). 7. Any changes that increase densities, intensities, or population shall require a new Concurrency Analysis. 8. Flood elevations shall be reviewed and approved for consistency with FEMA requirements and the City's National Insurance Flood Program Ordinance prior to the Issuance of any Building Penni le;. 9. The Applicant shall comply with applicable conditions and requirements by Miami- Dade County Public Works Department, Fire Rescue Depa11ment, Department of Regulatory and Economics Resources -DERM (DRER), and Miami-Dade County Water and Sewer Department, if any. l 0. That the number of bicycle spaces for both residents and the public be maintained as a requirement of this approval. 11. That pursuant to Sec. 20-4.3, LDC, Sign Regulations, a Master Signage Plan be submitted, under separate permit. 12. That any Access and Maintenance Agt·eement for the pedeshian arcade be submitted to the City for review and approval. 13. That the Applicant post a Sustainability Fee Payment Bond or fully pay the Sustainability Fee in an amount equal to five Percent (5%) of the construction value per Sec. 20-8.13 (B)(6)(a), LDC. Page 3 of 6 Res. No. 131-23-16064 14. That the project obtains Environmental Review and Preservation Board ("ERPB") approval prior to the issuance of a Building Pennit. 15. Final Plat Approval or recognition of the building site is required prior to the issuance of any Building Pe11nits, unless the LDC are first amended to allow issuance of a building pem1it prior to final plat. 16. That the project meets the requirements of Sec. 20-4.4(G), LDC relating to Electric Vehicles. 17. That the Application meets the requirements of Sec. 20-8. lJ(B), LDC, Green Buildings. 18. That a signed and sealed Stom1water Pollution Prevention Plan be submitted at the time of ERPB review. 19. That a signed and sealed Paving, Grading, and Drainage Plan be submitted at the time ofERPB review. 20. That all Americans with Disabilities Act CADA') standards and requirements are met. 21. That all sidewalk widths meet ADA requirements. 23. That a signed and sealed Geotechnical Report confirming concrete sidewalk and pavement sections and hydraulic conductivity for the soils be submitted at the time of building permit. Const.-uction General Conditions 24. A Construction and Maintenance of Traffic (MOT) Plan shall be provided by the Applicant to the Building and Public Works Departments for approval prior to start of construction. Access points by construction vehicles shall be provided within the MOT. All construction vehicles are prohibited from using Sunset Drive, unless otheiwise approved by the Department. 25. The Applicant shall provide for the reconstruction of the adjoining roadways, sidewalks and drainage to their conditions prior to construction, or better, and to provide a perfo1mance bond equal to 100% of the total cost of reconstruction. 26. The Applicant shall provide a Construction Air Quality Management Plan to the Department prior to the start of construction. 27. A Construction, Demolition and Materials Management Plan (CDMMP) must be submitted by the Applicant at the time of building permit application. Page 4 of 6 Res. No. 131-23-16064 28. Construction shall only take place Monday through Friday during the hours of 8:00 a.m. and 5:00 p.m. Landscaping 29. The Applicant shall meet minimum requirements of the City Code, Chapters 18 and 24 of the Miami-Dade County Code and specifically comply with all conditions imposed by Miami-Dade County Department of Regulatory and Economic Resources -DERM (DRER), if any. 30. The property shall be landscaped in accordance with the Landscape Plan, included with the site plan submittal. 31. As a part of the application for a Building Pennit, the applicant shall make all reasonable efforts to coordinate with the property owner of the property located to the north regarding the trees which extend over and encroach the subject property so that the property owner can mitigate the encroachment as allowed by the Land Development Code. Reasonable efforts shall include proof of notice to the property owner by Certified Mail. Envil'onmental 32. The Applicant shall meet the requirements of the Miami-Dade County Water-Use Efficiency Standards Manual, effective January 2009, as may be amended from time to time. 33. All storm water drainage systems shall be maintained in working order in order to avoid localized flooding during and after a storm event. Architecture 34. Substantial compliance with the approved plans to include: design, materials, and color palette, subject to the approval of the Environmental Review and Preservation Board. 35. The loading zone shall be fully enclosed so that loading operations are not visible from the properties located to the west of the subject property. 36. Design of parking garage fa~ade facing SW 62nd Avenue shall be modified to extend design pattern of habitable facades with faux glazing on ground floor and openings on second floor. Section 4. Enforcement of Conditions. The Applicant understands and acknowledges that they must comply with these conditions and all other applicable requirements of the LDC and City Code before they may commence construction or occupancy, and that the foregoing approval in this Resolution may be revoked by the City at any time upon a detennination by the City Commission, following a public hearing, that the Applicant or any successor owner is in non-compliance with the LDC, the City Code and/or the conditions of this Approval and have failed to cure, or to provide an acceptable plan to timely cure, the non-compliance. Page 5 of 6 Res. No. 13 1-23-16064 Section 5. Corrections. Confo1111in g language or technical scrivener-type con-ections may be made by th e City Attorney for any co nfonning amendments to be incorporated into th e final resolution for s ignat ure . Section 6. Severability. In the event any portion or secti on of this Resolution is determined to be inva lid , ill egal, or uncon s tituti onal by a court or agency of competent jurisdiction, s uch decision shall in no way affect the remai ning p ortions of thi s Resolution, which s ha ll re main full force and effect. Section 7. Effective Date. This resolution sha ll become effective immediately up on adoption. PASSED AND ADOPTED this 3rd day of October, 2023. ATTEST: CITY~&/ READ AND APPROVE D AS TO FORM, COMMISSION VOTE: 5-0 LANGUAGE, LEGALITY AND Mayor Fernandez: Yea EXECUTION HEREOF Vice Mayor Bonich: Yea Cl ATTORNEY WEISS SEROT A HELF MAN COLE & BIERMAN, P.L. Com mi ss io ner Liebman: Yea Commi ssioner Corey: Conunissioner Call e: Page 6 o f 6 Yea Yea Agenda Item No:14. City Commission Agenda Item Report Meeting Date: October 3, 2023 Submitted by: Marcus Lightfoot Submitting Department: Planning & Zoning Department Item Type: Resolution Agenda Section: Subject: QUASI-JUDICIAL WARNING: THE FOLLOWING MATTER IS CONSIDERED TO BE QUASI-JUDICIAL. PLEASE REVIEW THE RESTRICTIONS THAT ARE MORE FULLY SET FORTH AT THE END OF THIS AGENDA. A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA [GRANTING APPROVAL OF/DENYING] A SPECIAL EXCEPTION APPLICATION PURSUANT TO SECTION 20-8.9 AND OTHER PROVISIONS OF THE CITY OF SOUTH MIAMI LAND DEVELOPMENT CODE, FOR A LARGE-SCALE DEVELOPMENT PROJECT KNOWN AS “BAPTIST HEALTH REHABILITATION FACILITY” ON PROPERTIES TOTALING 2.42 ACRES (+/-105,679 SQ. FT.) LOCATED AT 6201 SUNSET DRIVE, 6233 SUNSET DRIVE, AND 7150 SW 62 AVENUE; PROVIDING FOR CONDITIONS; ENFORCEMENT OF CONDITIONS; CORRECTIONS; SEVERABILITY; AND AN EFFECTIVE DATE. 4/5 (CITY MANAGER-PLANNING DEPT.) Suggested Action: Attachments: CC-23-013_Special_Exception_Staff_Report_10032023.docx Resolution_Baptist_Health_Special_Exception (1).docx PB-23-013 Application Documents.pdf Traffic Study.pdf Baptist Health Rehabilitation Facility Final Plans.pdf MDBR Ad.pdf MH Ad.pdf 1 CITY OF SOUTH MIAMI OFFICE OF THE CITY MANAGER INTER-OFFICE MEMORANDUM _____________________________________________________________________________________________________________________________ TO:THE HONORABLE MAYOR,VICE MAYOR,AND MEMBERS OF THE CITY COMMISSION FROM:GENARO CHIP IGLESIAS,CITY MANAGER DATE:OCTOBER 3,2023 SUBJECT:RESOLUTION RELATED TO A SPECIAL EXCEPTION FOR A LARGE-SCALE DEVELOPMENT TO BE KNOWN AS BAPTIST HEALTH REHABILITATION FACILITY LOCATED AT THE NORTHWEST CORNER OF SUNSET DRIVE AND SW 62 AVENUE.(FILE NO.PB-23-013) RECOMMENDATION: It is recommended that the City Commission Approve the request for a Special Excep?on for a Large-Scale Development, subject to the Condi?ons of Approval listed below. BACKGROUND: The Applicant, Baptist Health Systems, owns three (3) un-platted parcels totaling 2.42 acres, located at the northwest corner of the intersection of Sunset Drive and SW 62 Avenue having addresses of 6201 Sunset Drive, 6233 Sunset Drive, and 7150 SW 62 Avenue (Folio Numbers 09- 4025-000-0610, 09-4025-000-0680, and 09-4025-000-0650). The sites are currently vacant and contain vegetation. Combined, the three (3) parcels total 105,679 square feet, or 2.42 acres. All three parcels are designated Transit-Oriented Development District Mixed-Use 5 (TODD (MU-5)) on the City’s Zoning Map with a Future Land Use Map designation of Transit-Oriented Development District.There is a concurrent application for a Tentative Plat to unify the three (3) parcels into one (1) parcel. The request is being made to allow for the development of the parcels into a 3-story with a one- story penthouse containing mechanical equipment and a health rehabilitation facility project consisting of a: 96,682 square foot Rehabilitation Facility and 180 parking space Parking Garage As a part of the application, the Applicant has submitted the following documents: *Letter of Intent dated May 5, 2023 *Application for Special Exception (May 5, 2023) 2 *Final Plan Set: Plans submitted entitled “Baptist Health Rehabilitation Facility” prepared by ESa consisting of 46 Sheets: CS000 Cover Sheet/Sheet Index/Area Map dated 9/08/2023; Sheets CS001 and CS002 Exterior Renderings dated 9/08/2023; Sheets SU001 and SU002 Existing Conditions Survey/Preliminary T Plat dated 09/08/2023; Sheet C300 Site Plan prepared by Kimley-Horn dated 9/08/2023; Sheets C400, C402, C403,and C404 Paving, Grading and Drainage Details dated 09/08/2023; Sheets C405, C406, C407, and C408 Underground Drainage Structure Details dated 09/08/2023; Sheets C600, C601, and C602 Pavement Marking and Signage Details dated 09/08/2023; Sheets EX-01, EX-02, and EX- 03 Parking Structure Maneuverability Analysis – 1 st, 2nd, and 3rd Floors dated 9/08/2023; Sheet EX-04 Garbage Truck Maneuverability Analysis dated 9/08/2023; Sheet EX-05 Surface Parking Maneuverability Analysis dated 9/08/2023; Sheet EX-06 Sight Visibility Triangle Exhibit dated 9/08/2023; Sheet L000 Landscape Cover Sheet dated 9/08/2023 prepared by Kimley-Horn; Sheet L001 Landscape Aerial Photo dated 5/1/2023; Sheets L100 and L150 (Tree Disposition Plan Tree Disposition Notes and Details) dated 9/08/2023; Sheets L200, L201, L250, and L251 (Landscape Plan, Landscape Legend, Landscape Specifications, and Landscape Details) dated 9/08/2023; Sheets A001, A002, A003, and A004 (First Floor, Second Floor Plan, Third Floor Plan, and Roof Overall Plan – Hospital) prepared by Esa dated 9/08/2023; Sheets A005, A006, A007, and A008 Exterior Elevations -Hospital dated 9/08/2023; Sheet A009 Exterior Elevations/3d Views -Hospital dated 9/08/2023; Sheets G001, G002, and G003 (First, Second, and Third Floor Plan – Garage) dated 9/08/2023; Sheets G004 and G005 (Exterior Elevations – Garage) dated 9/08/2023; and Sheet G006 3D Views – Garage. Traffic Impact Analysis – Baptist Health Rehabilitation (updated July 2023) prepared by Kimley-Horn and Associates, Inc. 3 Location of Proposed Development Aerial of Subject Property 4 Subject Property The properties total 2.42 acres in size and are identified on the City’s maps as 6201 Sunset Drive, 6233 Sunset Drive, and 7150 SW 62 nd Avenue. The Miami-Dade County Property Appraiser identifies the properties by Folio Nos. 09-4025-000-0610, 09-4025-000-0680, and 09-4025-000- 0650 The City’s Future Land Use Map (FLUM) designates the property as Transit-Oriented Development District (TODD). The property is zoned Transit-Oriented Development District Mixed-Use 5 (TODD MU-5). 5 Current Future Land Use Plan Map Current Zoning Map 6 The surrounding existing land uses, FLUM and Zoning District designations are as follows: Table 1 Land Use FLUM Zoning North Medical Office TODD TODD-MU5 South Hospital PI PUD-H East Medical Office TODD TODD-MU5 West Retail and Automotive MFR RM-24 Staff findsthat the proposed application furthers the intent of the Comprehensive Plan and more specifically the following Goals, Objectives, and Policies: Future Land Use Element FLU GOAL 3 Transit-Oriented Development District (TODD) Provide for increased intensity of mixed-use projects and flexible building heights in designated Transit-Oriented Development Districts (TODD), to the extent that development and redevelopment in these districts does not adversely impact surrounding primarily residential neighborhoods and uses. FLU OBJECTIVE 3.1 Support higher densities and intensities in TODD Support higher densities and intensities in the TODD areas to take advantage of the proximity of the Metrorail and create an area where residents can live and work in a pedestrian- oriented environment. FLU Policy 3.1.1 Pursue traffic policies, parking policies and pedestrian amenity policies that enhance the mass transit and town center functions. FLU GOAL 5 Revitalization of commercial areas outside of the Hometown District. To achieve revitalization and renewal of areas designated as redevelopment areas. ZONING COMPARISON CHART Existing TODD (MU-5) versus Project Table 2 TODD-MU-5 Proposed Baptist Health Project District/Project Description Medical/Rehabilitation 96,682 square feet of medical rehabilitation space with associated 180 parking space Parking Garage Height (Feet)2-4 stories, 8 with bonuses/max 100 feet 4 stories, 65’-6” No bonuses proposed Landscaping Regulated by Sec. 20-4.5 and 20-4.5.1 Landscape requirements met 7 Signage Master Plan Regulated by Sec. 20-4.3 Most signs approved administratively, others by ERPB Size limited by 20-4.3. Not Required to be Submitted at this time. Signs are Regulated by Sec. 20-4.3. Most signs are approved administratively and others by the ERPB Size is limited by Sec. 20-4.3. Parking Secs. 20-3.3 and 20-4.4, except as otherwise provided under TODD Parking Garage provides 180 parking spaces and three (3) surface parking spaces for a total of 183 spaces. Environmental Review Preservation Boar Required for Final Site Plan Required for Final Site Plan As part of the application review, a Concurrency Analysis (attached) was completed to determine compliance with Level of Service Standards. All Levels of Service will be met for this application. REQUEST: As proposed, Large-Scale Development (greater than 40,000 sq. ft. and more than four stories) shall require a Special Exception approval by the City Commission. The Special Exception and plans were reviewed based on Section 20-8.9 and the development standards found in Article VIII – Transit-Oriented Development District (TODD). ANALYSIS: Section 20-8.9, LDC - Special exceptions. (A)A Special Exception as used in the T.O.D.D. shall mean a permitted use that complies with all the conditions and standards for the district as well as those set forth below. * * * (B)Any site that is in excess of forty thousand (40,000) square feet or any development, as defined in section 380.04, Florida Statutes (hereinafter referred to as "Development"), in excess of four (4) stories shall be designated as a Large-Scale Development, shall be reviewed by the Planning Board, and shall require approval by the City Commission. * * * (C)General Requirements. A Large Scale Development shall be approved and permitted by the City Commission at a public hearing, after the Planning Board makes its recommendation, provided that such use is specifically listed as a permitted use in the appropriate district column in the Permitted Use Schedule of the LDC (section 20-3.3D, as may be amended), and that such use complies with the following general requirements 8 and any other requirements that the City Commission may consider appropriate and necessary. 1.All such uses shall comply with all requirements established in the appropriate zoning use district, unless additional or more restrictive requirements are set forth below or by the City Commission. 2.All such uses must be of a compatible and complementary nature with any existing or planned surrounding uses. 3.The City Commission shall determine the overall compatibility of the development with the existing or planned surrounding uses. 4.If during the review process it is determined that the development, as proposed, will potentially cause adverse impact, the Planning Department shall recommend remedial measures to eliminate or reduce, to the extent possible, these impacts. Development projects that are recommended for remedial measures will not be required to submit a new application unless it is determined by the Department that additional changes which would have the effect of increasing densities, square footage or altering the height or use of a Development have been made. Remedial measures may include, but are not limited to: i.Additional screening or buffering; ii.Additional landscaping; iii.Building orientation; iv.Relocation of proposed open space, or alteration of the use of such space; v.Pedestrian and bicycle safety and access; vi.Changes to ingress and egress; vii.Addressing traffic flow to and from the development to avoid intrusion on local streets in nearby single-family residential areas; or viii.Improvement of the streets adjacent to the project, if applicable. (D)Project Approval. (a)Required Conditions. Prior to approving a Large-Scale Development, the City Commission must find that the development meets the requirements set forth in subsection (C) above and that it: 1.Will not adversely affect the health or safety of persons residing or working in the vicinity of the proposed use; 2.Will not be detrimental to the public welfare, property, or improvements in the neighborhood; and 3.Complies with all other applicable Code provisions. (b)Additional Conditions. The City Commission may designate such additional requirements in connection with the approval of a Large-Scale Development as will, in its opinion, assure that such development will conform to the foregoing requirements. * * * 9 I.The granting of a special exception shall be conditioned on the Applicant signing an agreement with the City, in a form acceptable to the City, which shall include all the conditions required for the granting of the special exception ("Development Agreement"). * * This application has addressed the General Requirements (C) and if approved, the TODD MU-5 zoning subcategory will, for this site, establish proposed permitted uses and development parameters. It has also been determined that the application will not adversely affect the health and safety of persons in the surrounding area, nor will it be detrimental to the neighborhood if certain transportation improvements are made. SITE PLAN REVIEW The proposed project consists of a rehabilitation facility with 92 beds contained in 96,682 square feet of area with a 180-space parking garage (total of 183 parking spaces) with landscaping and a pedestrian arcade adjacent to both SW 62 Avenue and Sunset Drive. The Landscape Plan complies with the landscape requirements found in the City’s LDC. The Baptist Health Rehabilitation Facility site plan as proposed is consistent with Article III, Section 20-3.1 (A and B), 20-3.3 (D), Article IV, Section 20-4.4, and Article VIII, Sections 20-8.1 through 20-8.17, and complies with the general requirements of Special Exceptions (Section 20-8.9) of the LDC. Detailed information about the Plan is contained in Planning Board Submittal documents (Architecture, Landscape and Survey) in the agenda packet. PREVIOUS ACTION: On September 12, 2023, the Planning Board (PB) held a Public Hearing on the item and voted six (6)/seven (7) to zero (0) to recommend approval of the request. CONDITIONS: General Conditions 1.Plans submitted entitled “Baptist Health Rehabilitation Facility” prepared by ESa consisting of 46 Sheets: CS000 Cover Sheet/Sheet Index/Area Map dated 9/08/2023; Sheets CS001 and CS002 Exterior Renderings dated 9/08/2023; Sheets SU001 and SU002 Existing Conditions Survey/Preliminary T Plat dated 9/08/2023; Sheet C300 Site Plan prepared by Kimley-Horn dated 9/08/2023; Sheets C400, C402, C403,and C404 Paving, Grading and Drainage Details dated 9/08/2023; Sheets C405, C406, C407, and C408 Underground Drainage Structure Details dated 9/08/2023; Sheets C600, C601, and C602 Pavement Marking and Signage Details dated 9/08/2023; Sheets EX-01, EX-02, and EX-03 10 Parking Structure Maneuverability Analysis – 1 st, 2nd, and 3rd Floors dated 9/08/2023; Sheet EX-04 Garbage Truck Maneuverability Analysis dated 9/08/2023; Sheet EX-05 Surface Parking Maneuverability Analysis dated 9/08/2023; Sheet EX-06 Sight Visibility Triangle Exhibit dated 9/08/2023; Sheet L000 Landscape Cover Sheet dated 9/08/2023 prepared by Kimley-Horn; Sheet L001 Landscape Aerial Photo dated 5/1/2023; Sheets L100 and L150 (Tree Disposition Plan Tree Disposition Notes and Details) dated 9/08/2023; Sheets L200, L201, L250, and L251 (Landscape Plan, Landscape Legend, Landscape Specifications, and Landscape Details) dated 9/08/2023; Sheets A001, A002, A003, and A004 (First Floor, Second Floor Plan, Third Floor Plan, and Roof Overall Plan – Hospital) prepared by Esa dated 9/08/2023; Sheets A005, A006, A007, and A008 Exterior Elevations -Hospital dated 9/08/2023; Sheet A009 Exterior Elevations/3d Views -Hospital dated 9/08/2023; Sheets G001, G002, and G003 (First, Second, and Third Floor Plan – Garage) dated 9/08/2023; Sheets G004 and G005 (Exterior Elevations – Garage) dated 9/08/2023; and Sheet G006 3D Views – Garage. Traffic Impact Analysis – Baptist Health Rehabilitation (updated July 2023) prepared by Kimley-Horn and Associates, Inc. 2.All documents submitted with this application are to be made part of the record. 3.All off-site improvements required under any approvals shall be completed prior to the first Certificate of Occupancy unless such deadline is extended by the City Manager. 4.Any improvements in the Public Right-of-Way shall be approved by the City of South Miami, Miami-Dade County, and/or FDOT dependent upon jurisdiction. 5.All Impact Fees shall be paid by the Applicant Prior to the Issuance of any Building Permits. 6.The Applicant shall provide a letter acknowledging compliance with the applicable Level of Services requirements prior to the Issuance of the Final Permit for the property. If any concurrency approvals expire, a re-review shall be required by the Agency Having Jurisdiction (‘AHJ’). 7.Any changes that increase densities, intensities, or population shall require a new Concurrency Analysis. 8.Flood elevations shall be reviewed and approved for consistency with FEMA requirements and the City’s National Insurance Flood Program Ordinance prior to the Issuance of any Building Permits. 9.The Applicant shall comply with applicable conditions and requirements by Miami-Dade County Public Works Department, Fire Rescue Department, Department of Regulatory and Economics Resources - DERM (DRER), and Miami-Dade County Water and Sewer Department, if any. 11 10.That the number of bicycle spaces for both residents and the public be maintained as a requirement of this approval. 11.That pursuant to Sec. 20-4.3, LDC, Sign Regulations, a Master Signage Plan be submitted, under separate permit. 12.That any Access and Maintenance Agreement for the pedestrian arcade be submitted to the City for review and approval. 13.That the Applicant post a Sustainability Fee Payment Bond or fully pay the Sustainability Fee in an amount equal to five Percent (5%) of the construction value per Sec. 20-8.13 (B)(6)(a), LDC. 14.That the project obtains Environmental Review and Preservation Board (‘ERPB’) approval prior to the issuance of a Building Permit. 15.Final Plat Approval or recognition of the building site is required prior to the issuance of any Building Permits, unless the LDC are first amended to allow issuance of a building permit prior to final plat approval. 16.That the project meets the requirements of Sec. 20-4.4(G), LDC relating to Electric Vehicles. 17.That the Application meets the requirements of Sec. 20-8.13(B), LDC, Green Buildings. 18.That a signed and sealed Stormwater Pollution Prevention Plan be submitted at the time of ERPB review. 19.That a signed and sealed Paving, Grading, and Drainage Plan be submitted at the time of ERPB review. 20.That all Americans with Disabilities Act (‘ADA’) standards and requirements are met. 21.That all sidewalk widths meet ADA requirements. 23.That a signed and sealed Geotechnical Report confirming concrete sidewalk and pavement sections and hydraulic conductivity for the soils be submitted at the time of building permit. Construction General Conditions 24.A Construction and Maintenance of Traffic (MOT) Plan shall be provided by the Applicant to the Building and Public Works Departments for approval prior to start of construction. Access points by construction vehicles shall be provided within the MOT. All construction 12 vehicles are prohibited from using Sunset Drive, unless otherwise approved by the Department. 25.The Applicant shall provide for the reconstruction of the adjoining roadways, sidewalks and drainage to their conditions prior to construction, or better, and to provide a performance bond equal to 100% of the total cost of reconstruction. 26.The Applicant shall provide a Construction Air Quality Management Plan to the Department prior to the start of construction. 27.A Construction, Demolition and Materials Management Plan (CDMMP) must be submitted by the Applicant at the time of building permit application. 28.Construction shall only take place Monday through Friday during the hours of 8:00 a.m. and 5:00 p.m. Landscaping 29.The Applicant shall meet minimum requirements of the City Code, Chapters 18 and 24 of the Miami-Dade County Code and specifically comply with all conditions imposed by Miami-Dade County Department of Regulatory and Economic Resources - DERM (DRER), if any. 30.The property shall be landscaped in accordance with the Landscape Plan, included with the site plan submittal. 31.As a part of the applica?on for a Building Permit, the applicant shall make all reasonable efforts to coordinate with the property owner of the property located to the north regarding the trees which extend over and encroach the subject property so that the property owner can mi?gate the encroachment as allowed by the Land Development Code. Reasonable efforts shall include proof of no?ce to the property owner by Cer?fied Mail. Environmental 32.The Applicant shall meet the requirements of the Miami-Dade County Water-Use Efficiency Standards Manual, effective January 2009, as may be amended from time to time. 33.All storm water drainage systems shall be maintained in working order to avoid localized flooding during and after a storm event. 13 Architecture 34.Substantial compliance with the approved plans to include: design, materials, and color palette, subject to the approval of the Environmental Review and Preservation Board. Attachments 1.Application for Special Exception (May 5, 2023) 2.Letter of Intent for Special Exception (May 5, 2023) 3.Concurrency Analysis (prepared by CSM Staff dated August 25, 2023) 4.Mailing Label Affidavit with Location Map (Property Owners within 500 feet) 5.Mailing Label Affidavit with Location Map (Abutting Property Owners) 6.Applicant’s Notification Letter and Affidavit 7.Final Plan Set (dated August 9, 2023) 8.Traffic Study (July 2023) 14 21City of South Miami Planning & Zoning Department THE CITY OF PLEASI\NT LIVING City Hall, 6 I 30 Sunset Drive, South Miami, Florida 33143 Telephone: (305) 663-6326 Application for Public Hearing before Plannin~ Board & City Commission Address of Subject Property: 6233 Sunset Dr., Lot(s) __ Block --Subdivision 6201 Sunset Dr., & 7150 SW62 Ave.,South Miami, Florida PB ---Meets & Bounds: Please See Exhibit "A" -Leaal Description Applicant: South Miami Hospital, Inc. Phone: C/O (305) 789-7413 Representative: Ines Marrero-Priegues, Esq. Organization: Holland & Knight, LLP James R. Williams Jr., Esq. Address: 701 Brickell Avenue, Suite 3300 Phone: (305) 789-7776 Miami, FL 33131 (305) 789-7413 i Property Owner: South Miami Hospital, Inc Signature:/U11v,~A~ ,JU~ If~ Mailing Address: 6200 SW 73 St, South Miami, Florida 33143 --,-~ ---Phone: C/O (305) 789-7413 Architect/Engineer: Matthew Manning, AIA, NCARB, EDAC Phone: (615)760-6790 ESa AS THE APPLICANT, PLEASE INDICATE YOUR RELATIONSHIP TO THIS PROJECT: _xowner _Owner's Representative Contract to purchase _Option to purchase _ Tenant/Lessee APPLICATION IS HEREBY MADE FOR THE FOLLOWING: SUBMITTED MATERIALS PLEASE CHECK THE APPROPRIATE ITEM: PLEASE CHECK ALL THAT APPLY: -Text Amendment to LDC _Variance X Letter of intent _ Zoning Map Amendment _Special Use x_ Justifications for change _ PUD Approval 2LSpecial Exception _ Statement of hardshlp _ PUD Major Change _Abandonment of ROW .X Proof of ownership or letter ffom owner _Other (Waiver of Plat) x_ Power of attorney Briefly explain application and cite specific Code sections: _ Contract to purchase X Current survey (1 original sea!ed and Please see the Letter of Intent. ReQuestini:i approval of a Soecial Exception to signed/1 reduced copy @ 11" x 17") ~ 15 copies of Site Plan and Floor Plans Permit a Large-Scale Development. 24 x 36', 1 reduced copy@ 11· x 17" 2L Affidavit-Receipts attesting to mail notices sent Section:__ Subsection:__ Page#: __ Amended Date: 2S.. Petition ~ Malling labels (3 sets} and map x_ Re.quired Fee(s) The undersigned has read this completed application and represents that the infonnation and all submitted materials are true and correct to the best of the applicant's lcnowlecfge and belief. ~~~~~~-~C.~e:..:o:__ w: \ t: llW\ D""'iUl.+le.. ll. ~o,a-,a.-. Print Name Date Upon receipt, applications and all submitted materials will be reviewed for compliance with the Land Development Code and other applicable regulations. Applications found not in compliance will be rejected and returned to the applicant. OFFICE USE ONLY: Date Filed ____ _ Date of PB Hearing, ______ Date of Commission ____ _ Petition Required __ _ Petition Accepted _____ _ Method of Pa ment Z:\Forms\Current Planning Department Fonns\Planning Department Fonns\Planning Board\PB -Public Hearing Application -Revised 3-10-2020.doc 22Holland & Knight 701 Brickell Avenue, Suite 3300 I Miami, FL 33131 IT 305.789.7744 IF 305.679.6422 Holland & Knight LLP I www.hklaw.com VIA HAND DELIVERY Mr. Henry Flores Planning Director City of South Miami 6130 Sunset Drive South Miami, Florida 33143 September 18, 2023 James R. VVilliams Jr. (305) 789-7413 James.VVilliams@hklaw.com Re: Baptist Health Rehabilitation Facility/ Northwest Corner at the Intersection of SW 72 Street & SW 62 Avenue/ Amended & Restated Letter of Intent for Special Exception of a Large Scale Development Dear Mr. Flores: This finn represents South Miami Hospital, Inc., (the "Owner") of the three (3) parcels located at 6233 Sunset Drive~ 6201 Sunset Drive, and 7150 SW 62 Avenue in South Miami, Florida, further identified by Folio Nos. 09-4025-000-0680; 09-4025-000-06 l O; and 09-4025-000-0650, totaling :I: 2.4 acres of land (collectively the "Property"; legally described in Exhibit "A"). The boundaries of the Property are generally depicted on the below aerial in green. As you probably know, Baptist Health South Florida ("BHSF") is a not-for-profit healthcare organization and clinical care network in South Florida that includes South Miami Hospital in the City of South Miami. BHSF is joint partnering with LifePoint Health/Lifepoint Rehabilitation, a leading provider of acute inpatient rehabilitation services with more than 300 hospital-based rehabilitation units and more than 30 joint venture inpatient rehabilitation hospitals across the country to bring an inpatient rehabilitation facility to our community. 23This letter of intent accompanies the request by South Miami Hospital, Inc. (the "Applicant"), as property owner, and LifePoint Health, as partner and operator, for a special exception for a proposed large scale development ofa rehabilitation facility ofless than four stories and in excess of 40,000 square feet pursuant to Section 20-8.9 of the City's Land Development Regulations. This request is accompanied by a tentative plat application. I. Property Background As noted above, the Property consists of three (3) vacant parcels located on the northwest corner at the intersection of SW 72 Street and SW 62 A venue. The Property has a land use designation of Transit Oriented Development District (TODD) and is zoned "TODD Mixed Use-5 (MU-5)". The Property enjoys direct access to and from SW 72 Street (Sunset Drive), a main artery of the City that borders the Property to the south, as well as access along SW 62 Street. The pattern of development along this section of SW 62 A venue consists primarily of medical and hospital uses to the south and medical office to the north. To the immediate east of the Property, along SW 72 Street, are several office and residential developments, including a Chevron gas station. Additional medical office and residential apartments are located to the west of the Property along SW 72 Street. II. Proposed Proiect As shown on the submitted plans accompanying this application (the "Project"), the Applicant is proposing to develop the Property with an upscale and state of the art 92 bed, 3-story rehabilitation facility with a 2-story, 3-level parking garage. The Project will be considered a Comprehensive Medical Rehabilitation Hospital ("Rehabilitation Facility"), which is defined and licensed by Florida's Agency for Healthcare Administration (AHCA), as a Class III Specialty Hospital. The Rehabilitation Facility will not have any of the following services typically found in a Class I General Acute Care Hospital such as operating rooms, intensive care units, emergency departments, wound care departments, labor and delivery units, or imaging departments. The Rehabilitation Facility will provide care, treatment, and similar services for patients suffering from physical and/or cognitive impairments. Such conditions that will be treated at the Rehabilitation Facility will include, but are not limited to, strokes, brain injuries, spinal cord injuries, neurological disorders, orthopedic or musculoskeletal conditions, amputations, and other similar conditions. No outpatient services will be offered at the Rehabilitation Facility. A patient admitted to the Rehabilitation Facility, depending on the severity of their condition, could stay for several weeks at a time. A typical patient's stay will consist primarily of medication management, intensive physical occupational and/or speech therapy, and plenty of rest and supervision -extremely similar to a specialized nursing facility permitted in the TODD MU-5 zoning district. On April 26, 2022, after reviewing an overview operations plan submitted for the proposed Rehabilitation Facility, Mrs. Jane Tompkins, then Planning and Zoning Director for the City, issued a written decision finding that the proposed Rehabilitation Facility met the City's Land Development Code definition of a "Nursing Home/Skilled Nursing Facility". Mrs. Tompkins also confirmed the proposed Rehabilitation Facility would be a permitted use in the TODD MU-5 zoning district. Please see Composite Exhibit "B". The exterior of the Project has been designed with as much care and detail as its interior design for its patients. Starting with the exterior~ the Project has been designed to provide a cohesive and harmonious look to that of the surrounding medical buildings to the north, east, and 2 #'181944078_,;J 24south, while also eliminating any privacy concerns that residents in the residential apartments to the west may have. The building has been reduced from its originally proposed design consisting of five (5) stories, to now consisting of only three (3) stories, whereas a maximum of eight (8) stories may be permitted through the use of bonuses. The main entrance of the building was also rotated inwards to the center of the Project. The main entrance of the Project faces the garagefs entrance as highlighted in the below plan sheet . ....;:r ;· ti 8 ~ ·I" ' ~.~.1 1 --• • T -·"/..:"..'"I.I 1-·• ..i{.{• .. :: ~-I . I ¼. \ .!. . ...._ ... ,.. _..... --~ I -.~ --, \-·-... . ' .. ,.JI . I I • ; .... ~ l ~ . ~ .... -· . Ao, r..;, I I -.._ __ :-'."'.......,~ ·-ll;il,_._._ • I ~ ~ I ... •• -... ~~_!:, -;. .. t,•-'·":r .~ . ' -~--~-' r' • i ~~~D Entr.DCI' ·-· ... ~~ i..¥,.iil ;;.tq~ . _, There are several benefits to this unique configuration, such as it pushes all of the main outside activity going on at the Property into the center of the Project isolating and dampening any sounds and lighting that may be generated by any vehicles or individuals. It also provides easier and more efficient access into the main building from the parking garage. In addition, this configuration and placement of the buildings provides the Applicant the opportunity provide an enhanced outdoor recreation area/therapy space in the center of the Project. This outdoor recreation area/therapy space will consist of outdoor therapy equipment, as well as, a putting green and Shuffleboard court. Finally, to enhance privacy for the residential apartments located to the west of the Property, the garage has been placed on the north side of the Property where it will stand adjacent to the neighboring 7-story parking garage and building. This strategic positioning of the garage reduces the public1s visibility of it by keeping the majority of the structure away from SW 62 A venue, a major city corridor, and a majority of it away from the west portion of the Property where the residential apartment buildings are located. The interior floor plans were designed to provide the necessary therapy facilities and maximize efficiency of the staff, while also promoting a welcoming and well-thought-out layout that will only enhance patient treatment and experience. The first floor program includes clinical space for acute therapies, including a physical therapy gym and speech therapy rooms. The first 3 #J81944078_v3 25floor also includes the main lobby, chapel, kitchen, main dining area, administrative offices, and other similarly related rooms. The outer boundary of first floor of the building, along SW 62 A venue and SW 72 Street, is developed with a spacious arcade walkway that will provide cover to pedestrians from the rain and sun. The arcade provides connections to the facilities private pathways that circumnavigate the entire project. Floors 2-3 are primarily patient room floors consisting of nursing stations and support rooms strategically placed in the center of each floor. As shown on the plans, once a vehicle enters the Project, it will be routed to the main drop-off and pick-up area. One (1) non-handicap parking space and two (2) handicap parking spaces are immediately located next to the main entrance of the building. Staff, patients, and visitors will have more than enough parking available in the 2-story, 3-level parking garage, which is connected by a walkway immediately adjacent to the main building. The Project is providing 183 parking spaces, whereas only 173 are required, more than enough to accommodate all of the Project's patients, guests, and staff on the Property. As a rehabilitation facility, many of the patients are not expected to drive their own personal vehicles due to their disabilities. Furthermore, as many of the patients will be admitted to the Rehabilitation Facility for a period of time that could range from days to weeks, they are less likely to travel during the AM or PM peak traffic times, making such a use attractive to communities with traffic congestion concerns. This Project will contribute to the City's economic prosperity and viability by creating much-needed jobs and improving access to a conveniently located and exceptionally well-run rehabilitation facility. Based on the foregoing, we respectfully request your favorable review and recommendation of approval of this request. Thank you in advance for your considerate attention to this application. If you should have any questions or require any additional information, please do not hesitate to contact me at (305) 789-7413 or Ines Marrero-Priegues at (305) 789-7776. Cc: Ines Marrero-Priegues, Esq. 11181944078 v3 Respectfully submitted, HOLLAND & KNIGHT LLP /#.~ James R. Williams Jr., Esq. 4 26Exhibit "A" Property Legal Description (Per Survey) A PORTION OF THE SOUTHWEST 1/4 OF SECTION 25, TOWNSHIP 54 SOUTH, RANGE 40 EAST, IN MIAMI-DADE COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCE AT THE SOUTHEAST CORNER OF SAID SOUTHWEST 1/4 OF SECTION 25; THENCE SOUTH 86°50'07" WEST ALONG THE SOUTH LINE OF SAID SOUTHWEST 1/4 OF SECTION 25 FOR 329.42 FEET TO THE SOUTHWEST CORNER OF THE EAST 1/2 OF THE SOUTHEAST l/4 OF THE SOUTHEAST 1/4 OF SAID SOUTHWEST 1/4 OF SECTION 25; THENCE NORTH 02°52'43" WEST ALONG THE WEST LINE OF SAID EAST 1/2 50.00 FEET TO THE POINT OF BEGINNING; THENCE CONTINUE NORTH 02°52'43" WEST ALONG SAID WEST LINE FOR 358.51 FEET; THENCE NORTH 86°51'06" EAST 295.78 FEET TO A POINT ON A LINE 35 FEET WEST OF AND PARALLEL TO THE EAST LINE SOUTHWEST 1/4 OF SECTION 25 THENCE SOUTH 02°41'13" EAST ALONG SAID PARALLEL LINE OF SAID SOUTHWEST 1/4 OF SECTION 25 FOR 333.64 FEET TO A POINT OF CURVATURE OF A CIRCULAR CURVE CONCAVE NORTHWESTERLY; THENCE SOUTHWESTERLY ALONG THE ARC OF SAID CURVE TO THE RIGHT, HAVING A RADIUS OF 25.00 FEET, A CENTRAL ANGLE OF 89°31'20", FOR AN ARC LENGTH OF 39.06 FEET TO A POINT OF TANG ENCY ON A LINE LYING 50.00 FEET NORTH OF AND PARALLEL WITH SAID SOUTH LINE OF THE SOUTHWEST 1/4 OF SECTION 25; THENCE SOUTH 86°50'07•1 WEST ALONG SAID PARALLEL LINE 269.79 FEET TO THE POINT OF BEGINNING. SAID LANDS LYING AND BEING IN THE CITY OF SOUTH MIAMI, MIAMI-DADE COUNTY, FLORIDA. 5 11181944078_v3 27Exhibit ''B" Overview of Rehabilitation Facility's Operation and Distinction from a Hospital & April 26, 2022 Confirmation of Rehabilitation Facility's Permitted Use in TODD MU-5 6 #181944078_v3 28LIFE POINT HEALTH" March 8, 2022 South Miami City Manager and Planning Director 330 Seven Springs Way Brentwood, TN 37027 Phone: 615.920.7000 Comprehensive medical rehabilitation hospitals (rehab hospitals) are specialty hospitals licensed by Florida's Agency for Healthcare Administration (AHCA}. AHCA is the regulatory body that licenses health facilities including hospitals, skilled nursing facilities, assisted living facilities, nursing homes and other healthcare facilities. Via AHCA, rehab hospitals are considered Class III Specialty Hospitals. The different hospital classes include: Class I: general acute care hospitals Class II: hospital specific to patient age or gender (women's hospital, pediatric hospitals) Class III: specialty hospitals (comprehensive medical rehabilitation hospitals, substance abuse hospitals and psychiatric hospitals) Essentially, rehab hospitals are more similar to skilled nursing facilities (SNFs) than general acute care hospitals. For example, rehab hospitals do not have the following services typically provided in general acute care hospitals: • No operating rooms • No Intensive Care Unit • No Emergency Department • No Wound Care Department • No Labor and Delivery Unit • No imaging Department A major primary difference between rehab hospitals and general acute care hospitals are the services provided, types of patients. Diagnosis and treatment in a general acute care cover a wide range of medical and surgical services ranging from routine outpatient imaging and emergency care to major surgical interventions and trauma. Rehab hospitals focus on post-acute services care for physical/cognitive impairments (stroke, brain injury, major orthopedic conditions} and are restricted to inpatient only (no outpatient services). The stay in a rehab hospital consists of rest, medication management and daily intensive physical, occupational and speech therapy. This is very similar to services provided in SNFs. A patient's average length of stay in a general acute care hospital is between 3 and 6 days, depending on their diagnosis and treatment. Patients in a rehab hospital average length of stay is between 12 and 14 days. Note: average length of stay in a SNF is 21 days. 29Our rehab hospital will have all private rooms. It will feature therapy gymnasiums outfitted with the latest technology in therapy devices including augmented reality balance training, therapy bionics, and a full body exo-skeleton. It will have large multidisciplinary gymnasiums equipped for all therapy services as well as a therapeutic outside courtyard. The rehab hospital will have a dedicated traumatic brain injury unit complete with monitored rooms, specialized beds and patient lifting equipment, and separate therapy and dining spaces. It will also provide rehabilitation for stroke patients, and private, family-friendly rooms with sleeper chairs. Patients will have access to an apartment setting where they can practice daily living tasks before they return home. The rehab hospital also offers pet therapy and community re-entry programs that will help ease the transition back to home. In summary, rehab hospitals are much different than general acute care hospitals. Patients are very specific to physician/cognitive impairments, stay up to 2 weeks and have no outpatient services. Rehab hospitals are more like skilled nursing facilities with care focused on medication management, rest, recovery and therapy. Sincerely, ~~~ Div. VP of Developmental Construction Projects LifePoint Health 30from: To: Subject: Date: Attachments: Marrero-Priegues. Ines CMJA • X27776} Wjmams. James B CMIA • xzz1rn FW: Rehabilitation Hospital naming follow up Monday, November 21, 2022 10:26:02 AM iroaae001 png Ines Marrero~Priegues I Holland & Knight Partner Holland & Knight LLP 701 Brickell Avenue, Suite 3300 l Miami, Florida 33131 Phone 305.789.7776 I Fax 305.789.7799 ioes,mao:ero@bklaw.com I www,hklaw,com Add lo ii,we~> bog':, 'Jjew QIQ[e;WQmiJ b pgr91phy From: Tompkins, Jane <JTompkins@southmiamifl.gov> Sent: Tuesday, April 26, 2022 4:13 PM To: Thomas, Greg (Corporate) <Gregory.Thomas@kindred.com>; Shari Kamali <SKamali@southmiamifl.gov> Cc: Marrero-Priegues, Ines (MIA -X27776) <ines.marrero@hklaw.com>; Lisa Magalian <lisa.Magalian@baptisthealth.net>; Chris Ciocco <ChrisCi@baptisthealth.net>; Erin Dowd <ErinDo@baptisthealth.net>; Matt Manning <mattm@esarch.com>; Haralson, Cleve <Cleve.Haralson@kindred.com>; Lightfoot, Marcus <Mlightfoot@southmiamifl.gov>; Rabi, Hector <H Rabi@south miamifl .gov> Subject: RE: Rehabilitation Hospital naming follow up [External email} Good afternoon, Thank you for your email. Based on the information provided about your business model, the facility best meets the Land Development Code's definition of "Nursing Home/Skilled Nursing Facility" which is a permitted use in the TODD MU-5 zoning district. We look forward to working with you on this project; please don't hesitate to contact us if you have any additional questions or concerns. Regards, Jane K. Tompkins, AICP Planning and Zoning Director City of South Miami 6130 Sunset Drive 31South Miami, FL 33143 Phone 305.663.6327 www.southmiami0,1rnv From: Thomas, Greg (Corporate) <Greeory.Thomas@kjndred.com> Sent: Thursday, March 31, 2022 12:33 PM To: Shari Kamali <SKamali@southmjamiO.goy>; Tompkins, Jane <JJompkjns@soythmrnmifl,eoY> Cc: Marrero-Priegues, Ines ( MIA-X27776) <jnes marrero@hklaw.com>; Lisa Magalian <Lisa.Maga!ian@baptisthealth.net>; Chris Ciocco <ChrjsCi@baptisthealth.net>; Erin Dowd <ErinDo@baptisthealth.net>; Matt Manning <mattm@esarch.com>; Haralson, Cleve <Cleve,Haralson@kiodred.com> Subject: Rehabilitation Hospital naming follow up -: ',, •. -.IL P. EC E l\it I) r .~01'.'1 D'.7 EP, 1,J :.': L SOlJ P.C:: Shari Kamali and Jane Tompkins, This attached letter is our follow up from the November 8, 2021 meeting where you had met with individuals from Baptist Health South Florida and LifePoint Health (formerly Kindred Healthcare). It had been requested that we provide information which outlines the differences between an Inpatient Rehabilitation Hospital and an acute care Hospital. We trusts that this letter provides the information and clarity you need to make the recommendation which would allow us to use "Rehabilitation Hospital" in the naming of the facility with the current zoning "TODD (MU-5) Mixed Use 5" designated for the property where the rehabilitation hospital will be located. Thank you and we look forward to your response. 32cid:image001.png@01D844F9.8Al55930 GREG THOMAS Div. V.P. of Developmental Construction Projects LifePoint Health 680 South Fourth St. Louis\'ille, KY 40202 office (502) 596-7287 Cell (502) 407-6684 1:~oi .tbgmas@kindred.com The information contained in this E-mail transmission is intended only for the use of the individual or entity to whom it is addressed. It may contain privileged, confidential, and protected health information. If you received it in error, you are on notice of its status. Please notify us immediately by reply e-mail and then please delete this message from your system Please do not copy it or use it for any purposes, or disclose its contents to any other person. To do so could violate state and Federal privacy laws. Thank you for your cooperation. Please contact the sender if you need assistance. Dedicated to Hope, Healing and Recovery. 33R South Miami Iii H ·t I BAPTIST ospt a HEALTH Mr. Henry Flores Planning Director Planning and Zoning Department City of South Miami 6130 Sunset Drive South Miami, FL 33143 6200 SW 73 Street Miami, Florida 33143 Tel: 786-662-4000 www.baptisthcalth.net Re: Letter of Authorization for South Miami Hospital, Inc. Dear Mr. Flores: Please allow this letter to serve as the letter of authorization to allow Ines Marrero-Priegues and James R. Williams Jr., Esq., of Holland & Knight LLP to represent South Miami Hospital, Inc., the owner of the properties located at 6233 Sunset Drive, 6201 Sunset Drive, and 7150 SW 62 Avenue (Folio Nos. 09-4025-000-068,; 09-4025-000-0610, and 09-4025-000-0650), in connection with obtaining the approval of a Special Exception of a Large Scale Development, Tentative Plat, and Final Plat for the property described in Exhibit "A" attached hereto, and in all public hearings and meetings related thereto. Please do not hesitate to contact the undersigned if you need further infonnation. Sincerely, Signat • ...;..::;,----~,--,---4jd--------Name: """'"'~~;.;..;........-._.,!!11,,.11....,.ir.;.._----Title: ---=--------------The foregoing instrument was acknowledged before me by means of ~ical presence or_ on line notarization this~ day of....1,.;~~-_. ;b;>'.'3,,, by , t ......, ....-c.. , as CG~ -, of_,:::.wu.J0.......1:~~~~~iiQ.l~:\ &/She is 12£SOnQl(y kDQWO to me or _ has produced ___________ as identification. Notary Public, State of..........:,.___,i.:-....,..........,.=----Name: Z....,, I Commission Number: __ _._.L...,J.._.r;...,;:.,._...__IC...'L--1 My Commission Expires: __ g_,-\ ...... ~--_,,)~~--=-'rt ..... ·':J. ...... · _ [Notary Seal] An ANCC Magnet Hospital: Recognized for excelle11ce i11111,rsing. #182818637_vl 34EXHIBIT "A" LEGAL DESCRIPTION ALL OR A PORTION OF THE FOLLOWING DESCRIBED LAND PARCEL ONE: A PORTION or THE SOUTH 200.00 FEET OF THE EAST 205.00 FEET OF THE SOUTHWEST 1/4 OF SECTION 25, TOWNSHIP 54 SOUTH, RANGE 40 EAST, IN MIAMI-DADE COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCE AT THE SOUTHEAST CORNER OF THE SOUTHWEST 1/4 OF SAID SECTION 25; THENCE RUN NORTH 90'00'00. WEST ALONG THE SOUTH LINE OF SAID SECTION 25 FOR A DISTANCE or 205.00 FEET TO A POINT; THENCE RUN NORTH 00'28'40• EAST, ALONG THE WEST LINE OF THE EAST 205.00 FEET OF THE SOUTHWEST 1/4 OF SAID SECTION 25 F'OR A DISTANCE OF 50.00 FEET TO THE POINT OF BEGINNING; THENCE CONTINUE NORTH 00'28'40. EAST fOR A DISTANCE OF '50.00 FEET TO A POINT; THENCE RUN SOUTH 90'00'00• EAST ALONG THE NORTH LINE OF THE SOUTH 200.00 FEET OF THE SOUTHWEST 1/4 or SAID SECTION 25 FOR A DISTANCE OF 170.00 FEET TO A POINT ON THE WEST RIGHT OF WAY LINE OF S.W. 62ND AVENUE; THENCE RUN SOUTH 00'28'40. WEST ALONG SAID RIGHT OF WAY LINE FOR A DISTANCE OF 125.21 FEET TO A POINT or CURVATURE OF A CIRCULAR CURVE, CONCAVE TO THE NORTHWEST; THENCE RUN SOUTHWESTERLY ALONG THE ARC or SAID CIRCULAR CURVE. HAVING A RADIUS OF 25.00 FEET, THROUGH A CENTRAL ANGLE or 89'31 '20. roR AN ARC DISTANCE OF 39.06 FEET TO A POINT or TANGENCY: THENCE RUN NORTH 90'00t)O· WEST, ALONG THE NORTH RIGHT OF WAY LINE OF SUNSET DRIVE FOR A DISTANCE OF 145.21 FEET TO THE POINT OF BEGINNING. PARCEL TWO: COMMENCE AT THE SE CORNER OF THE SW 1/4 OF SECTION 25, TOWNSHIP 54 SOUTH, RANGE 40 EAST, MIAMI-DADE COUNTY, FLORIDA: THENCE RUN NORTH ALONG THE EAST LINE OF SAID SW 1/4 OF SAID SECTION 25 FOR A DISTANCE OF 200.00 FEET TO THE POINT OF BEGINNING OF THE FOLLOWING DESCRIBED PARCEL OF LAND: THENCE CONTINUE NORTH ALONG THE EAST LINE OF SAID SW 1/4 OF SAID SECTION 25 FOR A DISTANCE OF 208.41 FEET TO A POINT; THENCE RUN SOUTH 89'3300. W FOR A DISTANCE OF 3:S0.78 FEET TO A POINT; THENCE RUN SOUTH 0'12'20w EAST FOR A DISTANCE OF 115.50 FEET TO A POINT; THENCE RUN NORTH 89"34'20_ EAST FOR A DISTANCE Of 125.39 FEET TO A POINT; THENCE RUN SOUTH 0'0400• WEST FOR A DISTANCE OF 92.98 FEET TO A POINT; THENCE RUN NORTH 59•31 '50-EAST FOR A DISTANCE OF 205.00 FEET TO THE POINT OF BEGINNING, LESS THE EASTERLY 35.00 FEET THER£0F. PARCEL THREE: THE WEST 125 FEET OF THE SOUTH 293 FEET or THE EAST ONE-HALF (1/2) Of THE SOUTHEAST ONE-QUARTER (1/4) Of THE SOUTHEAST ONE-QUARTER (1/4) OF THE SOUTHWEST ONE-QUARTER (1/4) OF SECTION 25, TOWNSHIP 54 SOUTH, RANGE 40 EAST, LESS THE SOUTH 35 FEET THEREOF FOR ROAD RIGHT-OF-WAY, LYING AND BEING IN MIAMI DADE COUNTY, FLORIDA. 2 #182818637_vl 35Property Appraiser's Paroel Identification No. 09-4025-000-0650 This instrument was piepared by: Kyle R. Saxon, Esq. Catlin Saxon Fink & Kolski, LLP 2600 Douglas Road, Suite 1003 Coral Gables, Florida 33134 Consideration: SS,7S0,000.0O, Single Family Residence: _Yes; ....x_ No. Doc. Stamp Taxes: $34.SOO.OO. Surtax: $25,875.00. '., lllll lllll llfll 11111111111111111111111 • CFN 2012R0654790 OR Bk 282n hs 27•2 -21.,; (Jti1s> RECORDED 09/1~/2012 10136128 DEED DOC TAX 60,375.00 HARYEY RUI/IN, CLERK OF COURT NIAffl-OADE COUNTY, FLORIDA 1111111 1111111111 1111111111 11111 1111111111111 CFH 2012ROS19199 OR Bk 28357 P,s ,191 -4793; (3Pss> RECORDED 11/14/2012 12:Js:s9 HARVEY RUVIH, CLERK Of COURT NIANI-OADE COUNTY, FLORIDA SPECIAL WARRANTY DEED TfflS SPECIAL WARRANTY DEED is made the f;"'-day of September, 2012, by 62ND A VENUE PLAZA, LLC, a Florida limited liability company, whose address is c/o Jonathan D. Beloff. Esq., 1691 Michigan Ave., Suite 320, Miami Beach, Florida 33139 (hereinafter called the "Grantor") to SOUTH MIAMI HOSPITAL, INC, a Florida not-for-profit corporation, whose address is 6200 S.W. 73rd Street, South Miami, Florida 33143 (hereinafter called the "Grantee''): Witnessetb that Grantor, for and in consideration of the sum of Ten and no/1 OOths Dollars ($10.00), and other good and valuable considerations, the receipt whereof is hereby acknowledg~ hereby grants. bargains, selts, aliens. remises, conveys and confirms unto the Grantee, all of that certain land situate in Miami-Dade Comity, Florida, described in Exhibit "A" attached hereto and by this refemice incoJJ)Orated herein. Subject to: 1. 2. 3. Taxes for 2012 and subsequent years. Applicable zoning ordinances. Conditions, limitations, restrictions, and easements of record, provided, however that this shall not serve to re-impose same. TOGETHER, with all the tenements, hereditaments and appurtenances thereto belonging or in anywise appertaining. TO HA VE AND TO HOLD, the same in fee simple forever. AND the Orantor hereby covenants with the Grantee that the Grantor is lawfully sei7.ed of said land in fee simple, and that the Orantor has good right and lawful authority to sell and convey said Ian~ and hereby wanants the title to said land and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor. r/11.r JOE£() ,/.J" <1.e11.J, tf~-.. /l_;t£.CC)l(I().!. cJ n J/.JIJw T/4 c cu,,q,A..EGT tCt!Jc UA,6'4JTJ4AY J7ANJ/I r..A-.e AAJ,:J ru,,<TAX 36.. IN WITNESS WHEREOF, the Orantor has caused these presents to be duly executed as of the day and year first above written. Sjgned, Sealed and Delivered in the presence of. STATE OF FLORIDA COUNTY OF MIAMl•DADE 62ND A VENUE PLAZA, LLC, a Florida limited liability company By: WESTW AY LIMITED, a Florida limited partnership, its Manager By: WESTWAY INCORPORATED, a Florida corporation. its General Partner By: Rl~:w:l, President The foregoing instrument was acknowledged before me this~ of September, 2012, by RICHARD MA'ITAWAY, as President of WESTWAY INCORPORATED, a Florida corporation, the General Partner of WESTWAY LIMITED, a Florida limited partnership, the Manager of 62ND A VENUE PLAZA, LLC, a Florida limited liability company. He is ~118lly known to me or has produced.______________ as ientification and did not take an oath. sion Expires: ~•""'•• EUZABETH ALVAREZ ,im•••• t'A Notary PuDIIC • Stale ol Florida I• •J My Comm. bplrH Mar 3. 2015 ~ i{,f Commllllon # EE 70293 ~~:,\,-''' , 8ondld 11111111911 Nali114111 NolJrY AIIR. 2 37rq. ~ ~ ~ "' il. "' It) 1"')1',I Ol t..? ~<C C. ~ aH· (I) rt <C O.l . . EXHIBIT"A" Commence at the SE comer of the SW ¼ of Section 25, Township 54 South, Range 40 East, Miami-Dade County, Florida, thence run North along the East line of said SW ¼ of said Section 25 for a distance of 200.00 feet to the point of beginning of the following described parcel of land: Thence continue North along the East line of said SW ¼ of said Section 25 for a distance of 208.41 feet to a point; thence run South 89°33 '00" W for a distance of 330. 78 feet to a point; thence nm South 0°12'20" Eut for a distance of 115.S0 feet to a point; thence run North 89°34'20" East for a distance of 125.39 feet to a point; thence nm South 0°04'00" West for a distance of 92.98 feet to a point; thence run North 89°31 'S0" East for a distance of 205.00 feet to the point of beginning, LESS the Easterly 35.00 feet thereof. 3 38Property Appraiser's Parcel Identification No. 09-4025:@0:0680 This instrument was prepared by: Kyle R. Saxon, Esq. CatJin Saxon Fink & Kolski, LLP 2600 Douglas Road, Suite 1003 Coral Gables. Florida 33134 Consideration: $3,600,000.00. Single Family Residence: _Yes; ....X..... No. Doc. Stamp Taxes: $21,600.00. Surtax: $16,200.00. SPECIAL WARRANTY DEED 1111111 1111111111 111111111111111 111111111 1111 CFH 2012R0716707 OR 81c 28304 Pts 3422 -3423J C2•ts) RECORDED 10/09/2012 15•37125 DEEO OOC TAX 21,600.00 SURTAX 16,200.00 HARIIEY RWIN, CLERK OF COURT nIAnI-OAOE COUNTY, FLORIDA TfflS SPECIAL WARRANTY DEED is made the~ day of October, 2012, by 6233 SUNSET DEVELOPMENT, LLC, a Florida limited liabj]jty company, whose address is 920 Magnolia Avenue, North Lauderdale, Florida 33068 (hereinafter called the "Grantor'') to SOUTH MIAMI HOSPITAL, INC, a Florida not-for-profit corporation, whose address is 6200 S. W. 73rd Street. South Miami, Florida 33143 (hereinafter called the "Grantee''): Witneuetb that Orantor, for and in consideration of the sum of Ten and no/lOOths Dollars ($10.00), and other good and valuable considerations, the receipt whereof is hereby acknowledged, hereby grants, bargains, sells. aliens. rem.ises, conveys and confirms unto the Grantee, all of that certain land situate in Miami-Dade County, Flori~ described as: The West 125 feet of the South 293 feet of the East one-half (112) of the Southeast one-quarter (¼) of the Southeast one-quarter (¼) of the Southwest one-quarter (¼) or Section 2S, Town.ship 54 South, Range 40 East, less the South 35 feet thereof for road right-of-way, lying and being in Miami-Dade County, Florida. Subject to: 1. 2. 3. Taxes for 2012 and subsequent years. Applicable zoning ordinances. Conditions, limitations, restrictions. and easements of record. provided, however that this shall not serve to re-impose same. TOGETHER, with all the tenements, hereditaments and appurtenances thereto belonging or in anywise appertaining. TO BA VE AND TO HOLD, the same in fee simple forever. AND the Grantor hereby covenants with the Grantee that the Grantor is lawfully seized of said land in fee simple, and that the Grantor has good right and lawful authority to sell and convey said land, and hereby warrants the title to said land and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor. 39OR BK 28304 PG 3423 LAST PAGE IN WITNESS WHEREOF. the Grantor bas caused these presents to be duly executed as of the day and year first above written. Signed, Sealed and Delivered in the presence of: Print Name: /<yL#F ,t..-,r~.Jt.oP Print Name: /<YL4 .,<.. 0.JtlJW STATE OF FLORIDA COUNTY OF MIAMI-DADE 6233 SUNSET DEVELOPMENT, LLC, a Florida limited liability company By: BLYTH PROPERTY MANAGEMENT SERVICES, INC., a Florida corporation, the Sole Manager By:~· KRISTOPHER CARRUTHERS, President and By: BET DAR DI, LTD, a Florida limited partnership, the Sole Member By: BET DAR DI, INC., a Florida corporatio~ General Partner By:~ KRISTOPHER CARRUTHERS, President The fo~going instrument was acknowledged before me this "fdday of October, 2012, by KRISTOPHER CARRUTHERS, as President of BLYTH PROPERTY MANAGEMENT SERVICES, INC., a Florida corporation, the Sole Manager of 6233 SUNSET DEVELOPMENT, LLC, a Florida limited liability company, and as President of BET DAR DI, INC., a Florida corporation, the General Partner of BET DAR DI, LTD, a Florida limited partnership, the Sole Member of 6233 SUNSET DEVELOPMENT, LLC, a Florida limited liability company. He is personaJJy known to me or has produced -as identification and did not take an oath. tary Public, State of Florida My Commission Expires: 2 o ... ,..,... .., ,..,. .., 40Propony Appraillll"s Parcel Identification No.; 09402S0000610 Thia Instrument WIS prepared by: Kyle R. Suon, Esq. Saxon A Fink. LLP 2121 Ponce De Leon Blvd., Suite 740 Coral Gables, Florida 33134 Considcndon: s12.ooo.ooo.oo. Single Family Residence: _v cs; .JL No. Doc. Stamp Taxes: S72.000.OO. Surtax: SS4,000.00. SPECIAL WARRANTY DEED 1111111 111111111111111 11111111111111111111111 CFN 2017R0711336 OR BK 30798 P,s 2288-2290 <JP1s> RECOROEO 12/19/2017 14:04:45 DEED DOC TAX $72,000.00 SURTAX $54,000.00 HARVEY RUVIH, CLERK OF COURT nIANI-DADE COUNTY, FLORIDA TIDS SPECIAL WARRANTY DEED is made the /L_ day of December, 2017, by 6201 SUNSET MEDICAL PLAZA, LTD., a Florida limited partnership, whose addn,as is 999 Ponce De Leon Blvd., Suite 600, Coral Gables, Florida 33134 (hereinafter called MQrantor") to SOUTH MIAMI BOSPIT ALi INC, a Florida not-for-profit corporation, whose addnss is 6200 S. W. 73rd Street, South Miami, Florida 33143 (hereinafter called "Grantee"): Witnesseth that Grantor, for and in consideration oftbe sum of Ten and nollOOtbs Dollars (SI 0.00), ud 01her aood and valuable considerations, the receipt whereof is beteby acknowledged. hereby grants, bargains, sells, aliens. :remises, conveys and confinns unto Grantee. all of that catain land situate in Miami-Dade County. Florida, described in Exhibit "A" attached hereto (the "Real Property"), Subject to: 1. 2. 3. Taxes for 2018 and sumequent years. Applicable zoning ordinances. Conditions, limitations, restrictions, and easements of record. provided. hoMver that this shall not serve to re-impose same. TOGETHER, with all the tenements, hereditaments and appurtenances tbaeto belonging or in anywille: iippftl&iuing TO HA VE AND TO HOLD, the same in fee simple fon:vcr. AND Orator hereby covenants with Grantee that Orator is lawfully sei7.ed of the ReaJ Property in fee limple, end that Onntor has good right and lawful authority to sell and convey the Real Piope.1y, and hereby wammts the title to the Real Property and will defend the same against the lawfid claims of all persona claiming by, through or under Gnntor. IN WITNUS WBEREOI', Orantor has camed tbae presents to be duly aecuted u of the day and year first above written. 41Sianed. Sealed and Delivered in the presence of: STATE OF FLORIDA COUNTY OF MIAMI-DADE 6201 SUNSET MEDICAL PLAZA, LTD., a Florida limited partnership By: 6201 SUNSET limited liability AGERS, LLC, a Florida mpany, its Oencnl Partner ,, The forqoing instrument was acknowledged before me this K day of December, 2017, by MARCELO O. FERNANDU, u Manager of 6201 SUNSET MANAGERS, LLC, a Florida limited liability company, the General Partner of 6201 SUNSET MEDICAL PLAZA, LTD-. a Florida limited partnership, He is personally ~• fa me or hu pn,dlJeed -asldaidficalionlll!ddidnottab~ ~Cdta.4 ~ of Florida My Commission Expires: 2 42,. DIIIBIT .. A"IQ PPP OR BK 30798 PG 2290 LAST PAGE A portion of the South 200.00 feet of the East 205.00 feet of the Soutmw:st ¼ of Section 2S, Township S4 South, Range 40.Ea!tt in Miami-Dade County, Florida, being more pmtic:ularly described as foUows: Commence at the Southeast comer of the Southwest¼ of said Section 25; thence run North 90°00'00" West along the South line of said Section 25 for a diatance of 205.00 feet to a point~ thence run North ooois•40•~ East, along the West line of the But 20S.OO feet of the Southwest ¼ of said Section 25 for a distance of S0.00 feet to the Point of BegjMing; thence continue North 00°28' 40" East for a distance of I 50.00 feet to a point; thence nm South 90°00'00" Bast along the North line of the South 200.00 feet of the Southwest ¼ of said Section 25 for a distance of 170.00 feet to a point on the West Right of Way line of S.W. 62nd Avenue; thence nm South 00°2s• 40" West along said Right of Way line for a distance of l 25.21 feet to a point of curvature of a circular curve, concave to the Northwest; thence run Southwesterly along the arc of said circular curve, having a radius of 2S .00 fee~ through a central angle of 89°31 •20" for an arc distance of J9.06 feet to a point of tangency; thence run Nonh 90°00'00" W~t. along the North Right of Way line of Sunset Drive for a distance of 145.21 feet to the Point ofBeginnin&, 3 43Baptist Health Rehabilitation Facility CITY OF SOUTH MIAMI -CONCURRENCY ANALYSIS DA TE OF REVIEW: August 25, 2023 PROJECT APPLICANT: South Miami Hospital, Inc. PROPERTY: 6201 Sunset Drive, 6233 Sunset Drive, and 7150 SW 62 Avenue FOLIO NUMBERS: 09-4025-000-0610, 09-4025-000-0680, and 09-4025-000-0650 REQUEST: Construction of a Rehabilitation Facility FROM: sq. ft. commercial building TO: 120-bed skilled nursing facility (total size of 96xxx sq. ft.) The subject property is currently designated Transit Oriented Development Department (TODD) on the Future Land Use Map and has a zoning designation of TODD Mixed-Use 5 (TODD (MU-5)). The impacts of build-out, based on the proposed submittal, on the City's ability to meet its adopted Level of Service standards are summarized below. As can be seen, the City will continue to meet its Level of Service standards. Level of Service Analysis This analysis is based on those standards contained in the City's adopted Comprehensive Plan. Transportation: Transportation Policy 1.1.1 The City of South Miami, in its entirety, is located within the Miami-Dade County's Urban 44Infill Area, which is designated as a Transportation Concurrency Exception Area. MDC controls the roadway design and traffic patterns including signage and direction of all roads within the City. To a great extent, the City is not in control of its ability to manage the Level of Service. The City's Level of Service standards for roadways is "F". Sources: Traffic Impact Study prepared by Richard Garcia (updated October, 2021) Potable Water: Residential LOS Standard -Not applicable Non-residential LOS Standard -No Standard Estimated consumption impact -Not applicable Sources: City of South Miami 2020 Water Supply Plan Sanitary Sewer: South Miami Comprehensive Plan, Infrastructure Element INF Policy 1.1.4 Sanitary sewer level-of-service for sewered areas shall be as follows: the project flow plus the maximum day flow (the average of the five highest daily flows) of the preceding calendar year shall not exceed 98 percent of the county treatment system's rated capacity. Otherwise, septic tanks shall be the level-of-service. Drainage: South Miami Comprehensive Plan, Infrastructure Element INF Policy 1.3.2 The City's adopted Level of Service Standard for stormwater drainage shall be protection from the degree of flooding that would result from a flood that has a one-percent chance of being equaled or exceeded in any given year. Solid Waste: INF OBJECTIVE 1.2 45Maintain solid waste collection services to residents and businesses within the City at the current level of service measurabt'lity. INF Policy 1.2.1 Pursuant to the City's interlocal agreement with Miami-Dade County for use of the County Solid Waste Management System, the County shall insure that the System, which includes County.owned solid waste disposal facilities and those operated under contract with the County for disposal, for a minimum of five years, collectively maintain an amount of solid waste disposal capacity sufficient to accommodate waste flows committed to the system through long•term interlocal agreements or contracts with municipalities and haulers, and anticipated non•committed waste flows. Sources: South Miami Comprehensive Plan, Infrastructure Element Parks & Recreation: Not applicable. Schools: Not applicable 46December 7, 2022 City of South Miami Planning & Zoning Department 6130 Sunset Drive South Miami Fl 33143 The Zoning Specialists Group, Inc. RE: Property Owners List within 500 feet of: LOCATION: 7150 SW 62 Avenue, 6201 and 6233 Sunset Drive, South Miami, FL 33143 FOLIOS: 09-4025-000-0610, -0650 and -0680 PREPARED FOR: HOLLAND & KNIGHT LLP ORDER: 221207 Total number of property owners without repetition: 66 This is to certify that the attached ownership list, map and mailing matrix is a complete and accurate representation of the real estate property and property owners within 500 feet of the subject property listed above. This reflects the most current records on the file in Miami-Dade County Property Appraiser's Office. Sincerely, THE ZONING SPECIALISTS GROUP, INC. ~~Zl~ Omara R. Lopez For the Firm 7729 NW 146th Street• Miami Lakes, FL 33016 Phone: 305 828-1210 www.thezoningspecialistsgroup.com 1 47 500-FOOT RADIUS MAP OF: LOCATION: 7150 SW 62 Avenue, 6201 and 6233 Sunset Drive, South Miami, FL 33143 FOLIOS: 09•4025·000·0610, ·0650 and -0680 PREPARED FOR: HOLLAND & KNIGHT LLP ORDER: 221207 DATE : December 7, 2022 ;) N ·♦· I SCALE: 1 "= 1 SO' The Zoning Specialists Group, Inc. 7729 NW 146th Street Miami Lakes FL 33016 Ph: (3051828-1210 www.thezoningspeclallstsgroup.com • .. - ... IW~~T ""'"' ... "' .. ~ 48AFFIDAVIT Before me, the undersigned, this day personally appeared James R. Williams, Jr. Esq., who being by me first duly sworn, upon oath, deposes and says: 1. I am an authorized legal representative with express authorization from South Miami Hospital, Inc., the owner of that properties located at 6233 Sunset Drive, 6201 Sunset Drive, 7150 SW 62 Avenue, in South Miami (the "Application Properties"). 2. In my capacity as authorized representative and land use attorney, I supervised and hereby certify that a Notification Letter of Application for a special exception for a proposed large scale development of a rehabilitation facility of less than four stories and in excess of 40,000 square feet, pursuant to Section 20-8.9 of the City's Land Development Regulations and tentative plat, in the form attached herewith as Exhibit "A" and herein incorporated by reference, was mailed, via U.S. mail to all the addresses enumerated in the ownership list attached as Exhibit "B", the property owners within 500 feet of the Application Property, except for the property owners of abutting or contiguous properties, identified and enumerated as such in Exhibit "C", to which the Notification Letter was mailed via Certified US Mail. Further Affiant sayeth not. STATE OF FLORIDA COUNTY OF MIAMI-DADE Jat'nes R. Williams, Jr. Esq. Title: Attorney for Applicant South Miami Hospital, Inc .. The foregoing instrument was acknowledged before me of 12:1 physical presence or D online notarization, this 5th day of June, 2023, by James R. Williams, Jr. Esq. , as legal representative of South Miami Hospital, Inc. on behalf of the Applicant, who is personally known to me or who has produced _____ as identification. (NO'f ARIAL SEAL] Print NJ.L~ ,,:;:,r,·;;.,:4'.•, MERCwARCE •j( ••••••~• I [:f1'A\.) MYCOMMJSSION#HH054416 ~:;;~~;W EXPIRES: Oclot>er 18, 2024 '•.f.~~:f .~~-:•· Bonded Thn, Notary Public: UndeMlters Notary Public, State of Florida Commission#: HH054416 My Commission Expires: October 18. 2024 49Exhibit "A" Notification Letter 50Notification Letter Proposed Development of Baptist Health Rehabilitation Facility Address of Each Parcel Subject to Proposed Development 6233 Sunset Drive 620 I Sunset Drive 7150 SW 62 Avenue South Miami, FL 33143 Applicant: South Miami Hospital, lnc. as property owner and Applicant, and LifePoint Health, as partner and operator. You are hereby notified that the Applicant has submitted an application to the City of South Miami ("City") requesting a special exception for a proposed large scale development of a rehabilitation facility of less than four stories and in excess of 40,000 square feet, pursuant to Section 20-8.9 of the City's Land Development Regulations. This request is accompanied by a tentative plat application. The boundaries of the subject property are generally depicted on the below aerial in green. The requests will be considered by the Planning & Zoning Board and the City Commission. The City's Planning and Zoning Department, located at 6130 Sunset Drive, South Miami, will have on file all documents, plans and supporting materials pertaining to this application. In addition, the City's Planning and Zoning Department will prepare and mail the required public hearing notices in accordance with the City's Land Development Code. 11181987506_v2 51Representatives for the Applicant welcome any opportunity to discuss the above referenced requests with members of the public, and to address any questions members of the public may have. Contact information for the Applicant's representatives is provided below: Ines Marrero-Priegues I Holland & Knight Partner Holland & Knight LLP 70 I Brickell A venue, Suite 3300 Miami, Florida 33131 Phone 305.789.77761 Fax 305.789.7799 ines. marrero@hklaw.com #181987506 v2 2 James R. Williams Jr.I Holland & Knight Associate Holland & Knight LLP 701 Brickell Avenue, Suite 3300 Miami, Florida 33131 Phone 305.789.7413 ( Fax 305.789. 7799 jam es. williams@hklaw.com 52CITY OF SOUTH MIAMI, FLORIDA NOTICE OF PUBLIC HEARING Notice is hereby given that the Planning Board will hold a public hearing on Tuesday, September 12, 2023, at 7:00 p.m. to consider the following applications: I. PB-23-013 Applicant: South Miami Hospital, Inc. A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA [GRANTING APPROVAL OF/DENYING] A SPECIAL EXCEPTION APPLICATION PURSUANT TO SECTION 20-8.9 AND OTHER PROVISIONS OF THE CITY OF SOUTH MIAMI LAND DEVELOPMENT CODE, FOR A LARGE-SCALE DEVELOPMENT PROJECT KNOWN AS "BAPTIST HEAL TH REHABILITATION FACILITY" ON PROPERTIES TOTALING 2.42 ACRES (+/-105,679 SQ. FT.) LOCATED AT 6201 SUNSET DRIVE, 6233 SUNSET DRIVE, AND 7150 SW 62 A VENUE; PROVIDING FOR CONDITIONS; ENFORCEMENT OF CONDITIONS; CORRECTIONS; SEVERABILITY; AND AN EFFECTIVE DATE. 2. PB-23-014 Applicant: South Miami Hospital, Inc. A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA [GRANTING APPROVAL OF/DENYING] AN APPLICATION FOR TENTATIVE PLAT APPROVAL PURSUANT TO SECTION 20-4.2 OF THE LAND DEVELOPMENT CODE SEEKING TO PLAT THE PROPERTIES LOCATED AT 6201 SUNSET DRIVE, 6233 SUNSET DRIVE, AND 7150 SW 62 A VENUE; PROVIDING FOR CONDITIONS; ENFORCEMENT OF CONDITIONS; CORRECTIONS; IMPLEMENTATION; SEVERABILITY; AND AN EFFECTIVE DATE. 53l J_ --' __ t ~r-... •• i ..,. J l --1 ... , d J -z ~ .... ~ ~-"" "? IX• • I -"" --------SW 72ND ST/ SUNSET DRIVE y~ -_ I ,------,--T-I 1 -\ ~ I "" (II N z -"" 0 ---~ ___J l -:1, The hearing will be held online and all Board members as well as City staff will participate by video conferencing at City Hall Commission Chambers, 6130 Sunset Drive, South Miami, Florida 33143 or at remote locations through the Zoom platform, and members of the public may join the meeting via either Zoom at (https://zoom.us/j/3056636338), by phone by calling+ 1-786-635-1003 and entering Meeting ID: 3056636338 when prompted, or in person in the Commission Chambers, and where their appearance will be broadcast on the Zoom platform, and where they can participate. If you desire to present evidence or you are unable to use Zoom, there are procedures to follow and other options available including a dedicated phone line to listen and participate in the meeting and limited public attendance, all of which is set forth in the meeting notice posted at City Hall and at http://www.southmiamifl.gov/580/Public-Meetings-Notices. The pending application and supporting documentation can be reviewed and copies obtained by contacting the City Clerk at 305-663-6340 or 305-663-633 l. ADA: To request a modification to a policy, practice or procedure or to request an auxiliary aide or service in order to participate in a City program, activity or event, you must on or before 4:00 p.m. 3 business days before the meeting (not counting the day of the meeting) deliver your request to the City Clerk by telephone: 305-663-6340, by mail at 6 I 3 0 Sunset Drive, South Miami, Florida or email at npayne southmiamifl.gov. Nkenga A. Payne, CMC, FCRM City Clerk 54MIAMI-DADE STATE OF FLORIDA COUNTY OF MIAMI-DADE: Before the undersigned authority personally appeared ROSANA SALGADO, who on oath says that he or she IS the LEGAL CLERK. Legal Notices of the Miami Oa1 y Business Review f/k/a Miami Review, of Miami-Dade County, Florida. that the attached copy of advertisement becng a Legal Adverusement of Notice in the matter of CITY OF SOUTH MIAMI· PLANNING BOARD • PUBLIC HEARING· SEPT. 12, 2023 in the XXXX Court was published in a newspaper by print ·n the issue~ of Mi;imi Daily Business Review f/1(/a Miami Review on 09/01/2023 Alliant further says that the newspaper complies with all legal requirements tor publ'cabon 1n chapter 50, Florida Statutes Sworn to and subscribed before me this 1 day of SEPTEMBER, A D 2023 ~ (~AL) ROSANA SALGADO personally known to me CITY OF SOUTH MIAMI, PLORIDA NOTICE OF PUBUC NEARING Notice Is hereby given that the Planning Board will hold a public hearing on TUllldg. Seatamtier 12. 2023. It 7:00 p.m. to consider the following appltcations: 1. PB-23-813 Applicant South Miami Hospital, Inc. A RESOLUTION OF THE CITY COMMISSION OF THE CllY OF sount MIAMI, FLORIDA (GRANTING APPROVAL OF/DENYING] A SPECIAL EXCEPTION APPLICATION PURSUANT TO SECTION 20-8.9 AND OTHER PROVISIONS OF THE crrv OF SOUTH MIAMI LAND DEVELOPMENT CODE, FOR A LAROE-SCALE DEVELOPMENT PROJECT KNOWN AJJ "BAPTIST HEALnt REHABILITATION FACILITY" ON PROPERTIES TOTALING 2.42 ACRES (+/·105,679 SQ. FT~ LOCATED AT 8201 SUNSET DRIVE, 8233 SUNSET DRIVE, AND 7150 SW 82 AVENUE: PROVIDING FOR CONDITIONS; ENFORCEMENT OF CONomoNS; CORRECTIONS; SEYERABIUTY; ANO AN EFFECTIVE DATE. 2. PB-23-G14 Applicant South Miami Hospital, Inc. A RESOLUTION OF THE CRY COMMISSION OF THE Cl1Y OF SOUTH MIAMI, FLORIDA [GRANTING APPROVAL OF/DENYING] AN APPUCATION FOR TENTATIVE PLAT APPROVAL PURSUANT TO SECTION 2IM.2 OF TME LAND DEVELOPMENT CODE SEEKIHO TO PLAT THE PROPERTIES LOCATED AT 8201 SUNSff DRIVE, 1233 SUNSET DR~ AND 7150 SW 12 AVENUE; PROVIDING FOR CONDfflONS; ENFQRCEMENT OF CONDmONS; CORA£CTIONS; IMPLEMENTATION; SEV!RABIUTY; AND AN EFFECTNE DATE. 3. PB-23-G15 , Appllcant lhe City of South Miami ~~~NANCE OF THE CITY COMMISSION OF THE CITY OF SO~IAMI, FLORIDA, AMENDING ARTICLE HI "ZONING REGUlATIONS", SECTION 20-U(LJ OF THE LAND DEVB.OPMENT CODE, TO PROHIBff STORAGE AND PARKING OF BOATS WJIHIN THE FRONT ANO SIDE S1REET YARDS OF AE8IDENTIAL PROPEATY; PROVIDING FOR CORRECTIONS; SEVERABILITY; CONFLICTS; IMPlEMENTATION; AND AN EfFECTIVE DATE. 554. PB-23-018 Appllcant: The City of South Miami AN ORDINANCE Of THE CRY COMMISSION OF THE c;ITY OF SOUTH MIAM~ FLORIDA, AMENDING ARTlCLE 11, "ZONING REGULATIONS• OF 111: LAND DEVB.OPMENT CODE, INCWDING SECTIONS 20-a.1, •ZONING USE DISTRICTS AND PURPOSES,• 20-3.3 "PERMITTED USE SCHEDULE,• 20-3.5, "DIMENSIONAL REQUIREMENTS,• AND 20-3.8, 18UPPLEMENTAL REGIA.A110NS1, ALL TO MODIFY LAND DEVELOPMENT REGULAT10NS APPUCABLE TO THE "R" RELIGIOUS DtSTRICT; PROVIDING FOR CORRECTIOHS; SEYERABIUTY; CONFLICTS; AND AN EFFECTIVE DATE. 5. PB-23-017 . Applicant The City of South Miami AN ORDINANCE Of THE CITY COMMISSION OF THE CllY OF SOUTH MIAMI, FLORIDA, AMENDING ARTICLE Ill ~ONING REGUtATIONS" Of THE LAND D£VELOPMENT CODE, INCWDINQ SECTIONS 20-3.1, "ZONING USE DISTRICTS AND PURPOSES." AND 20-3.5, "DIMENSIONAL REQUIREMENTS,• AND ARTICLE XII, "DOWNTOWN SOMI DISTRICT REGULATIONS" OF THE LAND DEVELOPMENT CODE, ALL TO MODIFY LAND DEVELOPMENT REGULATIONS APPLICABLE TO THE 1DS" DOWNTOWN SOMI DISTRICT; PROVIDING FOR CORRECTIONS; SEVERABIUTY; CONFLICTS; AND AN EFFECTIVE DATE. 6. PB-23-018 Applicant The City of South Miami AN ORDINANCE OF THE CllY COMMISSION OF THE CllY OF SOUTH MIAMI, FLORIDA AMENDING POLICY 1.1.1. OF THE FUTURE LAND USE ELEMENT OF THE crrv OF SOUTH MIAMI COMPREHENSIVE PLAN, TO MODIFY PROVISIONS APPLICABLE TO THE "DOWNTOWN SOMI (DS)" FUTURE LAND USE CATEGORY; PROVIDING FOR CORRECTIONS;· SEVERABILllY; CONFLICTS; AND AN EFFECTIVE DATE. The hearing will be held online and all Board members as well as City staff will participate by llideo conferencing at City Hall Commlsllon Chambers, 8130 SUl19et Drive, South Miami, Florida 33143 or at remote locations through the Zoom platfonn, and members of the public may join the meeting via either Zoom -at (https://zoom.u,lj/3056636338}, by phone by calling + 1-786-635-1003 and entering Meeting ID: 3056636338 when prompted, or In person In the Commission ChambeB, and where their appearance will be broadcast on the Zoom platform, and where they oan participate. If you desire to p,esem evidence or you are unable to use Zoom, there are procedures to follow and other options available including a dedicated phone line to listen and participate in the meeting and limited public attendance, all of wh.i<;h is set forth In the meeting notice post~ at City Hall and at http://www.southmlamlfl.gov/580/Publlc-Meetinga•Notfces. The pending application and supporting documentation can be reviewed and copies obtained by contacting the Ci1y Clerk at 305-663-6340 or 305-863-6331. ADA: To request a modification to a policy, practice or procedure or to request an auxillaly aide or aeivice In order to participate In a City program, activity or event, you must on or before 4:00 p.m. 3 business days before the meeting (not counting the d8/ of the meeting) deliver your request to the City Clerk by telephone: 305-«,3-6340, by mall at 6130 Sunset Drive, South Miami, Florida or emall at npapieOsouthmlamifl.gov. Nkenga A. Payne, CMC, FCRM C:ity Clerk 23-102/0000681739M Traffic Impact Analysis for Submittal to the City of South Miami Baptist Health Rehabilitation South Miami, Florida ©2023 Kimley-Horn and Associates, Inc. Updated July 2023 May 2023 043540001 56 Traffic Impact Analysis for Submittal to the City of South Miami Baptist Health Rehabilitation South Miami, Florida Prepared for: ESa, Inc. Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. ã2023 Kimley-Horn and Associates, Inc. Updated July 2023 May 2023 043540001 Ian M. Rairden, P.E. Florida Registration Number 69224 Kimley-Horn and Associates, Inc. 8201 Peters Road, Suite 2200 Plantation, FL 33324 Registry No. 35106 This item has been digitally signed and sealed by Ian M. Rairden, PE, on July 12, 2023. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Ian Rairden ian.rairden@kimley-horn.com 2023.07.12 18:46:14 -04'00' 57 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -i July 2023 EXECUTIVE SUMMARY Baptist Health South Florida is proposing to develop the property located at the northwest corner of SW 72nd Street and SW 62nd Avenue in South Miami, Florida. The property proposed for development is currently vacant. The proposed development consists of a 96,682 square-foot hospital building containing 92 beds. The project is expected to be completed by the year 2025. Access to the proposed development will be provided via one (1) right-in/right-out (RIRO) driveway along SW 62nd Avenue between SW 70th Street and SW 72nd Street/Sunset Drive and one (1) RIRO driveway along SW 72nd Street/Sunset Drive between SW 62nd Avenue and SW 62nd Court. Trip generation for the proposed development was calculated using rates and/or equations contained in the Institute of Transportation Engineers’ (ITE’s)Trip Generation Manual,11th Edition. The project is expected to generate 165 net new weekday A.M. peak hour trips and 155 net new weekday P.M. peak hour trips. The results of the intersection capacity analysis indicate that the study intersections are expected to operate at adopted levels of service (LOS D+50% or better for intersections on US-1/South Dixie Highway and LOS E or better for intersections not on US-1/South Dixie Highway) during the A.M. and P.M. peak hours under all analysis conditions. There are five (5) turn lanes during the A.M. peak hour and no turn lanes during the P.M. peak hour where the future total conditions queue is anticipated to exceed the future planned storage and exceed the expected queue under future background conditions. Note that storage for these movements are all restricted by geometry at upstream intersections except for the eastbound left-turn lane at the intersection of US-1/South Dixie Highway and SW 62nd Avenue. Additionally, the 95th percentile queues at these movements all exceed the provided storage under existing conditions except for the northbound left-turn queue at the intersection of SW 62nd Avenue and SW 72nd Street/Sunset Drive. The results of the roadway segment capacity analysis indicate that the study roadway segments are expected to operate at LOS D or better under all analysis conditions during the A.M. and P.M. peak hours. 58 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -ii July 2023 TABLE OF CONTENTS Page INTRODUCTION .......................................................................................................................... 1 EXISTING TRAFFIC ....................................................................................................................... 3 FUTURE BACKGROUND TRAFFIC ................................................................................................. 5 Background Area Growth ............................................................................................. 5 Committed Developments ........................................................................................... 6 PROJECT TRAFFIC ....................................................................................................................... 8 Existing and Proposed Land Uses ................................................................................. 8 Project Access .............................................................................................................. 8 Trip Generation............................................................................................................ 8 Multimodal Reduction ................................................................................................. 8 Net New Project Trips .................................................................................................. 8 Trip Distribution and Assignment ................................................................................. 9 FUTURE TOTAL TRAFFIC............................................................................................................ 12 INTERSECTION CAPACITY ANALYSIS .......................................................................................... 14 ROADWAY SEGMENT CAPACITY ANALYSIS................................................................................ 19 PARKING EVALUATION ............................................................................................................. 21 AMBULANCE CIRCULATION ...................................................................................................... 22 CONCLUSION ............................................................................................................................ 23 59 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -iii July 2023 LIST OF FIGURES Page Figure 1: Site Location Map ........................................................................................................ 2 Figure 2: Existing Peak Hour Traffic............................................................................................. 4 Figure 3: Future Background Peak Hour Traffic ........................................................................... 7 Figure 4: Peak Hour Net New Trip Distribution ......................................................................... 10 Figure 5: Peak Hour Net New Project Trip Assignment ............................................................. 11 Figure 6: Future Total Peak Hour Traffic ................................................................................... 13 LIST OF TABLES Page Table 1: Proposed Net New Trip Generation............................................................................... 9 Table 2: Cardinal Trip Distribution .............................................................................................. 9 Table 3: A.M. Peak Hour Intersection Capacity Analysis ............................................................ 15 Table 4: P.M. Peak Hour Intersection Capacity Analysis ............................................................ 16 Table 5: Existing Conditions Peak Hour Roadway Segment Capacity Analysis ........................... 20 Table 6: Future Background Conditions Peak Hour Roadway Segment Capacity Analysis .......... 20 Table 7: Future Total Conditions Peak Hour Roadway Segment Capacity Analysis ................... 20 LIST OF APPENDICES APPENDIX A:Site Plan APPENDIX B:Methodology Correspondence APPENDIX C:Traffic Data APPENDIX D:Growth Rate Calculations and Committed Developments APPENDIX E:Trip Generation APPENDIX F:Cardinal Trip Distribution APPENDIX G:Volume Development Worksheets APPENDIX H:Intersection Capacity Analysis Worksheets 60 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -1 July 2023 INTRODUCTION Baptist Health South Florida is proposing to develop the property located at the northwest corner of SW 72nd Street and SW 62nd Avenue in South Miami, Florida. The property proposed for development is currently vacant. The proposed development consists of a 96,682 square-foot hospital building containing 92 beds. The project is expected to be completed by the year 2025. A project location map is provided as Figure 1. A conceptual site plan is provided in Appendix A. Kimley-Horn and Associates, Inc. has completed this traffic impact analysis in accordance with the requirements of the City of South Miami. Methodology correspondence detailing the traffic study requirements is included in Appendix B. The purpose of the analysis is to assess the project’s impact on the surrounding roadway network. This report summarizes the data collection, project trip generation and distribution, and intersection capacity analysis. 61 Figure 1 Location Map Baptist Health Rehabilitation South Miami, Florida© 2023 N 62 Kimley >>> Horn Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -3 July 2023 EXISTING TRAFFIC A.M. peak period (7:00 A.M. to 9:00 A.M.) and P.M. peak period (4:00 P.M. to 6:00 P.M.) turning movement counts were collected on Wednesday, September 14, 2022, at the following intersections: ·SW 62nd Avenue and SW 72nd Street/Sunset Drive ·US-1/South Dixie Highway and SW 72nd Street/Sunset Drive ·SW 67th Avenue and SW 72nd Street/Sunset Drive ·US-1/South Dixie Highway and SW 62nd Avenue ·SW 70th Street and SW 62nd Avenue ·SW 64th Street and SW 62nd Avenue ·US-1/South Dixie Highway and SW 57th Avenue/SR 959/Red Road All volumes were collected in 15-minute intervals. Note that the appropriate 2021 Florida Department of Transportation (FDOT) peak season correction factor (PSCF) of 1.05 was applied to the traffic data based on the date of the data collection. Signal timing information was obtained from Miami-Dade County Department of Transportation and Public Works – Traffic Signals and Signs Division for all signalized study area intersections. The turning movement counts, FDOT peak season factor category report, and signal timing data are included in Appendix C. Figure 2 presents the existing turning movement volumes at the study intersections during the A.M. and P.M. peak hours. 63 6 'Int 6'! 5 'Int 5'! 'Int 7'! 7 3 'Int 3'!1 'Int 1'!2 'Int 2'! 'Int 4'! 4 (40)(30)17 (102) 180 (1,699) 2,781 (65)(145)(55)1481681014312439(1,633)(91)(292)(112)(82)76 (59) 1,639 (2,778) 36 188 (194)(187)(28)(84)2,77669(114)53 (524) 718 (114)(206)(78)(91)9215522(91)39 43(361) 397 (647) 1,382 82196370(125) 249 (89) 117 (85)11 6 (9) 58 (165)2 (11) 555 (1,513)70 (69)12019139(99) 138 (1,691) 2,701 192 (305)621937737 (48)402224 475 (1,048) 30 145(75)(255)(33)(291)(171)(58)(525)(126)(26)159492(329)(2,616)(69)(160)2141,66750(24)77 (414)(426)107 (66) 1,704 (2,503) 106 (131) (45)9 (13)(258)(95)42217174(40)16 54 (112)3826114141 (137) 28 (4)(138)(294)(35)(9)(249)(51)(132) 621 5019349(50) 141 175 (516) 25 (82) (15)50(72)(206)(23)4134110348 (36) N NOT TO SCALE Figure 2 Existing Peak Hour Traffic Baptist Health Rehabilitation South Miami, Florida© 2023 Legend Study Roadway Study Intersection XX A.M. Peak Hour Traffic (XX) P.M. Peak Hour Traffic SW 72nd Street/Sunset DriveSW57thAvenue/SR959/RedRoadSW62ndAvenueSW67thAvenueSW 70th Street SW 64th Street 64 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -5 July 2023 FUTURE BACKGROUND TRAFFIC Future background traffic conditions are defined as expected traffic conditions on the roadway network in the year 2025 without the construction of the proposed development. Future background traffic volumes used in the analysis are the sum of the existing traffic, committed development traffic, and an additional amount of traffic generated by growth in the study area. Refer to Figure 3 for the 2025 peak hour background traffic volumes. Background Area Growth Future traffic growth on the transportation network was determined based upon (a) historical growth trends at nearby FDOT traffic count stations and (b) traffic volume comparisons from the year 2015 and 2045 Florida Standard Urban Transportation Model Structure (FSUTMS) – Southeast Florida Regional Planning Model (SERPM). FDOT count stations referenced in this analysis include: ·Count Station #0127: SR-5/US-1 – 400’ east of SW 57th Avenue ·Count Station #0164: SR-5/US-1 – 200’ south of SW 80th Street ·Count Station #8252: SW 59th Place – 100’ south of SW 71st Street ·Count Station #8299: CR 959 & SR 959 – 200’ north of Sunset Drive ·Count Station #8308: SW 67th Avenue – 200’ south of SW 72nd Street ·Court Station #8388: SW 64th Street – 200’ east of SW 64th Court The historical growth rate analysis, based on FDOT count stations, examined linear, exponential, and decaying exponential growth rates for the most recent five (5) year and ten (10) year periods. The linear growth trend yielded a growth rate of negative 1.33 percent (-1.33%) over the most recent five (5) year period and a growth rate of negative 1.19 percent (-1.19%) over the most recent ten (10) year period. The exponential growth trend yielded a growth rate of negative 1.49 percent (-1.49%) over the most recent five (5) year period and a growth rate of negative 1.25 percent (-1.25%) over the most recent ten (10) year period. The decaying exponential growth trend yielded a growth rate of negative 1.17 percent (-1.17%) over the most recent five (5) year 65 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -6 July 2023 period and a growth rate of negative 1.23 percent (1.23%) over the most recent ten (10) year period. Based on the forecasted volumes obtained from the 2015 and 2045 FSUTMS SERPM, an annual growth rate of 0.47 percent (0.47%) was calculated in the vicinity of the development. Per correspondence with the City of South Miami, to provide a conservative analysis, a growth rate of 0.78 percent (0.78%) was applied annually on an exponential basis to the existing traffic volumes for future (2025) background conditions based on the growth rate utilized in the approved SoMi Parc Traffic Impact Analysis, June 2021. The worksheets used to analyze the historical growth trends along with the FSUTMS transportation model outputs are included in Appendix D. Committed Developments The following committed developments were identified to be included as part of future traffic conditions. Committed development information is included in Appendix D. ·SoMi Market ·Treo SoMi Station ·Madison Square ·Residences at SoMi Parc 66 6 'Int 6'! 5 'Int 5'! 'Int 7'! 7 3 'Int 3'!1 'Int 1'!2 'Int 2'! 'Int 4'! 4 (30)17 4312539(103) 182 (1,771) 2,893 (66)(146)(40)(2,825) 36 (56)149174102(28)(117)(1,672)(92)(295)(121)(83)77 (60) 1,662(79)(92) 190 (196)(189)41 1122,81970(115)54 (578) 740 (115)(208)256 9315722(97)(718) 1,416 83198374(142) (90) 118 (86)11 (392) 408 6 (9) 59 (167)2 (11)214 (316)19739582 (1,112) 676 (1,593)71 (70) 30 (26)(100) 139 631957837 (48)134(127)2161,68958(1,731) 2,743 146(76)(258)(33)(306)(181)(59)(162) 226161 498(332)(2,656)(97)406(530)(24)78 (418)(431)115 (87) 1,733 (2,569) 107 (132) (45)9 (13)(261)(96)42219176(40)16 55 (113)3826814241 (138) 28 (4)(139)(297)(35)(9)(259)(52)(135) 628 5119549(51) 142 179 (522) 29 (91) (15)51(73)(208)(37)4134410863 (54) N NOT TO SCALE Figure 3 Future Background Peak Hour Traffic Baptist Health Rehabilitation South Miami, Florida© 2023 Legend Study Roadway Study Intersection XX A.M. Peak Hour Traffic (XX) P.M. Peak Hour Traffic SW 72nd Street/Sunset DriveSW57thAvenue/SR959/RedRoadSW62ndAvenueSW67thAvenueSW 70th Street SW 64th Street 67 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -8 July 2023 PROJECT TRAFFIC Project traffic used in this analysis is defined as the vehicle trips expected to be generated by the project and the distribution and assignment of that traffic over the study roadway network. Existing and Proposed Land Uses The property proposed for development is currently vacant. The proposed development consists of a 96,682 square-foot hospital building containing 92 beds. The project is expected to be completed by the year 2025. Project Access Access to the proposed development will be provided via one (1) right-in/right-out (RIRO) driveway along SW 62nd Avenue between SW 70th Street and SW 72nd Street/Sunset Drive and one (1) RIRO driveway along SW 72nd Street/Sunset Drive between SW 62nd Avenue and SW 62nd Court. Trip Generation Trip generation calculations for the proposed development were performed using rates and/or equations contained in the Institute of Transportation Engineers’ (ITE)Trip Generation Manual, 11th Edition. Trip generation for the proposed land use was based on Land Use Code (LUC) 610 (Hospital). Project trips were estimated for the weekday A.M. peak hour and weekday P.M. peak hour. Multimodal Reduction To provide a conservative analysis, although some employees may choose to walk or use public transit to and from the hospital, a multimodal (public transit, bicycle, and pedestrian) factor was not applied. Net New Project Trips The net new project trips represent the additional vehicles on the roadway network. As shown in Table 1, the project is expected to result in 165 net new weekday A.M. peak hour trips and 155 net new weekday P.M. peak hour trips. Detailed trip generation information is included in Appendix E. 68 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -9 July 2023 Trip Distribution and Assignment The trip distribution was based on an interpolated cardinal trip distribution for the project site’s traffic analysis zone (TAZ) obtained from the Miami-Dade Transportation Planning Organization’s (TPO’s)2045 Long Range Transportation Plan Directional Trip Distribution Report. The project is located within TAZ 1117. The cardinal distribution is shown in Table 2. Table 2: Cardinal Trip Distribution Cardinal Direction Percentage of Trips North-Northeast 19.0% East-Northeast 15.0% East-Southeast 6.0% South-Southeast 5.0% South-Southwest 16.0% West-Southwest 13.0% West-Northwest 8.0% North-Northwest 18.0% Total 100.0% Figure 4 presents the A.M. and P.M. peak hour net new trip distribution and Figure 5 presents the A.M. and P.M. peak hour net new trip assignment. Detailed cardinal distribution calculations are contained in Appendix F. Table 1: Proposed Net New Trip Generation A.M. (P.M.) Peak Hour Future Land Use (ITE Code)Scale Net New External Trips Entering Trips Exiting Trips Hospital (610)92 beds 165 (155) 119 (51) 46 (104) 69 6 'Int 6'! 5 'Int 5'! 8 'Int 8'!'Int 7'! 7 3 'Int 3'!9 'Int 9'!1 'Int 1'!2 'Int 2'! 'Int 4'! 4 8%13%(8%)(13%)(22%)21%(22%)(6%)7%6%27%27% (6%)6% (7%) 76%28%14%(14%)22%(15%)(24%)(27%)(43%)(6%)7%(73%)(24%)(7%)24%15%(24%)24%(24%)24%N NOT TO SCALE Figure 4 Peak Hour Project Trip Distribution Baptist Health Rehabilitation South Miami, Florida© 2023 Legend Study Roadway Study Intersection XX% Entering Trip Distribution (XX%) Exiting Trip Distribution SITE SW 72nd Street/Sunset DriveSW57thAvenue/SR959/RedRoadSW62ndAvenueSW67thAvenueSW 70th Street SW 64th Street SouthProjectDrivewayEast Project Driveway 70 6 'Int 6'! 5 'Int 5'! 8 'Int 8'!'Int 7'! 7 3 'Int 3'!9 'Int 9'!1 'Int 1'!2 'Int 2'! 'Int 4'! 4 (4)10 (7)461015(23)(8)(14)(23)(11)10(3)725(3) (4)8 (14)32 (14)32 (6)3 3 (6)90 (39)33 (14)7203113(7)176 (15)1226(16)7(25)(7)(28)(45)(6)8(76)34 11(11)(25)(7)3(25)(12)(4)2918 (7)11(25)(12)2911(12)29N NOT TO SCALE Figure 5 Peak Hour Project Trip Assignment Baptist Health Rehabilitation South Miami, Florida© 2023 Legend Study Roadway Study Intersection XX A.M. Peak Hour Trip Assignment (XX) P.M. Peak Hour Trip Assignment SITE SW 72nd Street/Sunset DriveSW57thAvenue/SR959/RedRoadSW62ndAvenueSW67thAvenueSW 70th Street SW 64th Street SouthProjectDrivewayEast Project Driveway 71 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -12 July 2023 FUTURE TOTAL TRAFFIC Future total traffic conditions are defined as the expected traffic conditions in the year 2025 with project traffic. Future total traffic volumes considered in the analysis for this project are the sum of the year 2025 background traffic volumes and expected project traffic volumes. The A.M. and P.M. peak hour future traffic volumes are shown in Figure 6. Volume development worksheets for the study intersections are included in Appendix G. 72 6 'Int 6'! 5 'Int 5'! 8 'Int 8'!'Int 7'! 7 3 'Int 3'!9 'Int 9'!1 'Int 1'!2 'Int 2'! 'Int 4'! 4 (11) (70) (1,126) (26) 2 (87) (2,576)(530)406146229 2,750 107 169(169)(127)139 498(135) 628 51206115 1,751 (51) 142 49(24) 63 (54) 179 (522) 29 (91) (15)5141373 108(37)(220)(73)1534377 1,662 36297142 11241 78 55 (113)42230176(40)16 (45)9 17 (97) (578)157(66)30 140(56) (2,825)39(138) 28 (4)180740 118615 71 (60)(28)(97)(398) 411 6 702,829112(2,656)(343)58(9) 221 (319)22(40)(153)(92)(1,695)(117)41 (189)(30) (1,771) (107)(106)(135)(303)192 2,893 (207)1342174243 (142) 256 (92) 190 (90) 118 (722) 1,424 83198(115)54 (115)(306)(12)(476)43 679 62 3811290 (82)(208)(1,711) (39)(65)(226)791 (100)(879) 1,564(40)(258)(76)(173) (1,600) (63)6319595381,689242(132)(431)(422)(100) (1,747) 34 455(52)(271)(9)(35)(322)(139)(76)(28)11(25)(96)(286)(13)29344(424)N NOT TO SCALE Figure 6 Future Total Peak Hour Traffic Baptist Health Rehabilitation South Miami, Florida© 2023 Legend Study Roadway Study Intersection XX A.M. Peak Hour Traffic (XX) P.M. Peak Hour Traffic SITE SW 72nd Street/Sunset DriveSW57thAvenue/SR959/RedRoadSW62ndAvenueSW67thAvenueSW 70th Street SW 64th Street SouthProjectDrivewayEast Project Driveway 73 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -14 July 2023 INTERSECTION CAPACITY ANALYSIS The study area intersection operating conditions were analyzed for three (3) scenarios (existing conditions, future background conditions, and future total conditions) using Trafficware’s SYNCHRO 11 software, which applies methodologies outlined in the Transportation Research Board’s (TRB’s)Highway Capacity Manual (HCM), 2000/6th Editions. Synchro worksheets for the study intersections are included in Appendix H. A summary of the intersection analyses for the A.M. and P.M. peak hours is presented in Tables 3 and 4. As indicated in Tables 3 and 4, all study intersections are expected to operate at adopted levels of service per TRA Policy 1.1.1 of the City of South Miami Comprehensive Plan (LOS D+50% or better for intersections on US-1/South Dixie Highway and LOS E or better for intersections not on US-1/South Dixie Highway) during the A.M. and P.M. peak hours under all analysis conditions. Additionally, with signal timing optimization, all approaches at the study intersections are anticipated to operate at adopted LOS or show an improvement in delay from future background conditions except for the northbound approach at the intersection of SW 62nd Avenue and SW 72nd Street/Sunset Drive during the A.M. peak hour. It should be noted that the long delay and LOS F for this approach is due to the long cycle length. The v/c ratios for all northbound movements at this approach are less than 1.0 under this scenario. A summary of the 95th percentile queues for the exclusive turn lanes at the signalized study intersections is presented in Table 5 and Table 6. As shown in the tables, with the proposed signal timing optimizations, there are five (5) turn lanes during the A.M. peak hour and no turn lanes during the P.M. peak hour where the future total conditions queue is anticipated to exceed the future planned storage and exceed the expected queue under future background conditions. Note that storage for these movements are all restricted by geometry at upstream intersections except for the eastbound left-turn lane at the intersection of US-1/South Dixie Highway and SW 62nd Avenue. Additionally, the 95th percentile queues at these movements all exceed the provided storage under existing conditions except for the northbound left-turn queue at the intersection of SW 62nd Avenue and SW 72nd Street/Sunset Drive. 74 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -15 July 2023 Table 3: A.M. Peak Hour Intersection Capacity Analysis Intersection Traffic Control Overall LOS/Delay Approach LOS/Delay EB WB NB SB Existing Conditions (Future Background Conditions) [Future Total Conditions] SW 62nd Avenue and SW 72nd Street/Sunset Drive Signalized (1) D/45.2 sec (D/45.2 sec) [D/48.6 sec](5) D/37.0 sec (D/37.7 sec) [D/40.0 sec] B/14.3 sec (B/16.8 sec) [B/18.4 sec] E/78.3 sec (E/77.5 sec) [F/87.2 sec] F/98.2 sec (F/100.3 sec) [F/99.8 sec] US-1/South Dixie Highway and SW 72nd Street/Sunset Drive Signalized B/12.6 sec (B/13.3 sec) [B/13.4 sec](5) [B/13.0 sec](6) F/98.5 sec (F/100.6 sec) [F/101.0 sec] [F/94.7 sec] F/86.6 sec (F/87.3 sec) [F/87.5 sec] [F/87.3 sec] A/3.0 sec (A/3.2 sec) [A/3.2 sec] [A/3.2 sec] A/1.9 sec (A/2.3 sec) [A/2.4 sec] [A/2.4 sec] SW 67th Avenue and SW 72nd Street/Sunset Drive Signalized (1) D/44.9 sec (D/47.8 sec) [D/48.6 sec] D/43.0 sec (D/49.3 sec) [D/50.4 sec] C/29.1 sec (C/32.0 sec) [C/32.2 sec] E/56.4 sec (E/55.5 sec) [E/57.0 sec] E/62.9 sec (E/61.4 sec) [E/60.6 sec] US-1/South Dixie Highway and SW 62nd Avenue Signalized B/15.0 sec (B/15.5 sec) [B/18.6 sec](5) [B/16.5 sec](6) A/1.9 sec (A/2.2 sec) [A/2.3 sec] [A/6.2 sec] A/3.2 sec (A/3.3 sec) [A/3.5 sec] [A/10.3 sec] F/96.5 sec (F/97.7 sec) [F/101.3 sec] [E/80.0 sec] F/115.3 sec (F/119.9 sec) [F/>120 sec] [E/79.6 sec] SW 70th Street and SW 62nd Avenue Signalized B/11.7 sec (B/11.8 sec) [B/11.7 sec] C/27.6 sec (C/27.5 sec) [C/27.5 sec] C/28.5 sec (C/28.5 sec) [C/28.5 sec] A/9.6 sec (A/9.7 sec) [A/9.7 sec] A/5.5 sec (A/5.6 sec) [A/5.7 sec] SW 64th Street and SW 62nd Avenue Signalized (1) C/32.2 sec (C/33.3 sec) [D/39.8 sec](5) [C/27.8 sec](6) B/14.9 sec (B/15.2 sec) [B/15.2 sec] [B/19.8 sec] B/10.7 sec (B/11.0 sec) [B/11.0 sec] [B/13.9 sec] C/29.2 sec (C/29.4 sec) [C/29.8 sec] [C/25.0 sec] E/74.0 sec (E/78.2 sec) [F/99.3 sec] [D/49.1 sec] US-1/South Dixie Highway and SW 57th Avenue/SR 959/Red Road Signalized C/27.5 sec (C/28.8 sec) [C/29.0 sec](5) [C/27.2 sec](6) A/5.5 sec (A/6.1 sec) [A/6.3 sec] [A/9.2 sec] A/9.2 sec (A/10.4 sec) [A/10.6 sec] [A/14.2 sec] F/>120 sec (F/>120 sec) [F/>120 sec] [F/100.7 sec] F/91.6 sec (F/93.3 sec) [F/93.2 sec] [D+50%/82.5 sec] SW 62nd Avenue and East Project Driveway Two-Way Stop Control (2) ((2)) [(3)/0.4 sec] (2) ((2)) [A/9.8 sec] (2)(4)(4) SW 72nd Street/Sunset Drive and South Project Driveway Two-Way Stop Control (2) ((2)) [(3)/0.1 sec] (4)(4)(2) (2) ((2)) [B/10.7 sec] Notes: (1)Intersection cannot be analyzed using HCM 6th or 2010 Edition. Therefore, HCM 2000 was used. (2)Intersection or approach does not exist. (3)Overall intersection LOS is not defined, as intersection operates under stop-control conditions. (4)Approach operates under free-flow conditions. LOS is not defined. (5)Future total conditions LOS and delay without signal timing optimization. (6)Future total conditions LOS and delay with signal timing optimization. 75 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -16 July 2023 Table 4: P.M. Peak Hour Intersection Capacity Analysis Intersection Traffic Control Overall LOS/Delay Approach LOS/Delay EB WB NB SB Existing Conditions (Future Background Conditions) [Future Total Conditions] SW 62nd Avenue and SW 72nd Street/Sunset Drive Signalized (1) E/57.9 sec (E/62.0 sec) [E/67.4 sec](5) [E/57.4 sec](6) D/45.5 sec (D/50.8 sec) [E/59.1 sec] [D/53.0 sec] C/21.8 sec (C/24.7 sec) [C/25.3 sec] [D/39.9 sec] F/>120 sec (F/>120 sec) [F/>120 sec] [E/62.0 sec] F/103.7 sec (F/107.6 sec) [F/114.6 sec] [F/95.5 sec] US-1/South Dixie Highway and SW 72nd Street/Sunset Drive Signalized B/14.5 sec (B/17.6 sec) [B/17.8 sec](5) [B/16.6 sec](6) F/95.2 sec (F/99.3 sec) [F/100.0 sec] [F/99.0 sec] F/93.0 sec (F/94.2 sec) [F/94.5 sec] [F/93.7 sec] A/3.3 sec (A/8.5 sec) [A/8.6 sec] [A/5.8 sec] A/3.3 sec (A/4.8 sec) [A/4.9 sec] [A/4.5 sec] SW 67th Avenue and SW 72nd Street/Sunset Drive Signalized D/35.6 sec (D/39.8 sec) [D/40.9 sec](5) [D/39.3 sec](6) B/17.2 sec (B/18.8 sec) [B/19.1 sec] [B/18.8 sec] C/27.4 sec (C/33.8 sec) [D/35.8 sec] [C/34.7 sec] E/58.7 sec (E/62.2 sec) [E/62.4 sec] [E/68.9 sec] F/92.1 sec (F/97.2 sec) [F/96.4 sec] [E/80.0 sec] US-1/South Dixie Highway and SW 62nd Avenue Signalized C/25.0 sec (C/28.1 sec) [C/34.0 sec](5) [C/24.3 sec](6) A/4.2 sec (A/5.0 sec) [A/5.5 sec] [B/15.1 sec] A/2.5 sec (A/2.6 sec) [A/2.7 sec] [B/13.0 sec] F/>120 sec (F/>120 sec) [F/>120 sec] [F/84.3 sec] F/>120 sec (F/>120 sec) [F/>120 sec] [D+50%/82.5 sec] SW 70th Street and SW 62nd Avenue Signalized B/16.6 sec (B/16.6 sec) [B/16.4 sec] C/32.2 sec (C/32.1 sec) [C/32.1 sec] C/33.5 sec (C/33.4 sec) [C/33.4 sec] A/9.5 sec (A/9.7 sec) [A/9.9 sec] A/5.6 sec (A/5.8 sec) [A/5.9 sec] SW 64th Street and SW 62nd Avenue Signalized C/20.2 sec (C/21.1 sec) [C/21.1 sec] B/16.7 sec (B/15.9 sec) [B/15.9 sec] C/29.1 sec (C/29.7 sec) [C/29.7 sec] B/11.8 sec (B/13.1 sec) [B/13.3 sec] B/16.7 sec (B/18.0 sec) [B/18.3 sec] US-1/South Dixie Highway and SW 57th Avenue/SR 959/Red Road Signalized D/40.5 sec (D/42.8 sec) [D/43.7 sec](5) [D/41.5 sec](6) B/15.3 sec (B/18.1 sec) [C/20.0 sec] [C/21.1 sec] A/8.0 sec (A/8.6 sec) [A/8.7 sec] [D/38.3 sec] F/>120 sec (F/>120 sec) [F/>120 sec] [E/78.6 sec] F/>120 sec (F/>120 sec) [F/>120 sec] [E/69.2 sec] SW 62nd Avenue and East Project Driveway Two-Way Stop Control (2) ((2)) [(3)/0.8 sec] (2) ((2)) [B/10.5 sec] (2)(4)(4) SW 72nd Street/Sunset Drive and South Project Driveway Two-Way Stop Control (2) ((2)) [(3)/0.2 sec] (4)(4)(2) (2) ((2)) [B/14.5 sec] Notes: (1)Intersection cannot be analyzed using HCM 6th or 2010 Edition. Therefore, HCM 2000 was used. (2)Intersection or approach does not exist. (3)Overall intersection LOS is not defined, as intersection operates under stop-control conditions. (4)Approach operates under free-flow conditions. LOS is not defined. (5)Future total conditions LOS and delay without signal timing optimization. (6)Future total conditions LOS and delay with signal timing optimization. 76 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -17 July 2023 Table 5: A.M. Peak Hour 95th Percentile Queue Analysis Intersection Lane Existing Storage Provided (ft) 95th Percentile Queue Length (ft) Existing Future No-Build Future Build SW 62nd Avenue and SW 72nd Street/Sunset Drive EBL (4)250 260 270 296 (2) WBL 75 38 47 50 (2) WBR 100 m1 m0 m0 (2) NBL (4)220 m180 m179 m#218 (2) SBL (4)150 91 91 114 (2) US-1/South Dixie Highway and SW 72nd Street/Sunset Drive NBL 140 m13 m51 m57 (2), m75 (3) SBL 160 m89 m99 m98 (2), m97 (3) SW 67th Avenue and SW 72nd Street/Sunset Drive EBL 150 106 109 109 WBL (4)135 84 85 90 NBL 200 121 123 123 NBR (4)(1)148 164 189 SBL (4)125 116 117 139 US-1/South Dixie Highway and SW 62nd Avenue EBL (4)150 #233 #154 #179 (2), 255 (3) WBL 125 m#156 m#151 m#145 (2), m#148 (3) NBL 100 118 121 #126 (2), 113 (3) SBL (4)140 298 #307 #365 (2), #300 SBR (4)(1)230 235 241 (2), 188 SW 70th Street and SW 62nd Avenue EBL 80 22 22 22 WBL 145 52 53 53 NBL 75 37 37 37 NBR (1)38 39 39 SBL 110 64 65 65 SW 64th Street and SW 62nd Avenue EBL 120 31 32 32 (2), 37 (3) EBR 190 25 26 26 (2), 34 (3) WBL 150 21 24 24 (2), 29 (3) NBL 190 51 52 52 (2), 48 (3) SBL 115 117 123 123 (2), 114 (3) SBR 160 0 0 0 (2), 0 (3) US-1/South Dixie Highway and SW 57th Avenue/SR 959/Red Road EBL (4)200 m322 m335 m344 (2), m342 (3) WBL 300 #333 #336 #336 (2), #300 (3) SBR (4)80 224 230 242 (2), 222 (3) Notes:Bolded text indicates queue exceeds storage. m Queue is metered by upstream signal. # 95th percentile queue exceeds capacity. (1)Drop lane, storage distance extends into through lane and is not defined (2)95th percentile queue without signal timing optimization. (3)95th percentile queue with signal timing optimization. (4)Project contributes trips to this movement 77 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -18 July 2023 Table 6: P.M. Peak Hour 95th Percentile Queue Analysis Intersection Lane Existing Storage Provided (ft) 95th Percentile Queue Length (ft) Existing Future No-Build Future Build SW 62nd Avenue and SW 72nd Street/Sunset Drive EBL (4)250 #246 #285 #308 (2), #284 (3) WBL 75 m46 m48 m47 (2), m73 (3) WBR 100 m0 m1 m1 (2), m0 (3) NBL (4)220 m#434 m#455 m#487 (2), m356 (3) SBL (4)150 116 117 168 (2), 136 (3) US-1/South Dixie Highway and SW 72nd Street/Sunset Drive NBL 140 m#205 m#334 m#325 (2), #249 (3) SBL 160 m13 m18 m18 (2), m22 (3) SW 67th Avenue and SW 72nd Street/Sunset Drive EBL 150 #132 #139 #139 (2), #145 (3) WBL (4)135 114 117 121 (2), 134 (3) NBL 200 #187 #202 #202 (2), #193 (3) NBR (4)(1)26 27 32 (2), 30 (3) SBL (4)125 56 58 66 (2), 62 (3) US-1/South Dixie Highway and SW 62nd Avenue EBL (4)150 #287 #293 #308 (2), 189 (3) WBL 125 m9 m11 m11 (2), m22 (3) NBL 100 #229 #249 #265 (2), #188 (3) SBL (4)140 m#225 m#230 m#302 (2), m#225 (3) SBR (4)(1)m349 m354 m357 (2), m330 (3) SW 70th Street and SW 62nd Avenue EBL 80 46 47 47 WBL 145 105 106 106 NBL 75 13 13 13 NBR (1)20 21 21 SBL 110 22 22 22 SW 64th Street and SW 62nd Avenue EBL 120 16 16 16 EBR 190 13 13 13 WBL 150 50 55 55 NBL 190 84 85 85 SBL 115 27 39 39 SBR 160 9 10 10 US-1/South Dixie Highway and SW 57th Avenue/SR 959/Red Road EBL (4)200 #481 #500 #524 (2), 323 (3) WBL 300 127 150 155 (2), 187 (3) SBR (4)80 #772 #799 #815 (2), 596 (3) Notes:Bolded text indicates queue exceeds storage. m Queue is metered by upstream signal. # 95th percentile queue exceeds capacity. (1)Drop lane, storage distance extends into through lane and is not defined (2)95th percentile queue without signal timing optimization. (3)95th percentile queue with signal timing optimization. (4)Project contributes trips to this movement 78 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -19 July 2023 ROADWAY SEGMENT CAPACITY ANALYSIS A roadway segment analysis was prepared for roadway segments within the immediate vicinity of the proposed project in accordance with the FDOT 2023 Quality Level of Service Handbook. Data Collection A.M. peak period (7:00 A.M. to 9:00 A.M.) and P.M. peak period (4:00 P.M. to 7:00 P.M.) turning movement counts collected on Wednesday, September 14, 2022, at the following intersections were utilized for the roadway segment analysis: ·SW 62nd Avenue and SW 72nd Street/Sunset Drive ·US-1/South Dixie Highway and SW 72nd Street/Sunset Drive ·SW 67th Avenue and SW 72nd Street/Sunset Drive ·US-1/South Dixie Highway and SW 62nd Avenue ·SW 70th Street and SW 62nd Avenue All volumes were collected in 15-minute intervals. Note that the appropriate 2021 FDOT PSCF of 1.05 was applied to the traffic data based on the date of the data collection. Additionally, an annual growth rate of 0.78 percent (0.78%) was applied exponentially to existing traffic data to develop future (2025) traffic volumes. Volumes at intersections adjacent to each study roadway segment were used to determine maximum A.M. peak hour and P.M. peak hour two-way volumes. Capacity Analysis Tables 7, 8, and 9 provide a summary of the A.M. and P.M. peak hour roadway segment analysis for existing, future background, and future total conditions, respectively. The results indicate that the study roadway segments are expected to operate at adopted levels of service E or better under all analysis conditions during the A.M. and P.M. peak hours. 79 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -20 July 2023 Table 7: Existing Conditions Peak Hour Roadway Segment Capacity Analysis Roadway Segment Facility Type Direction Context Classification (3) Existing Peak Season Volumes (2022) Two-Way Maximum Service Volume(2) Existing LOS From To A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour SW 72nd Street/Sunset Drive SW 62nd Avenue SW 67th Avenue 4LD (1)EB/WB C4 2,479 2,484 3,468 Excess Capacity Available Excess Capacity Available SW 72nd Street/Sunset Drive US-1/South Dixie Highway SW 62nd Avenue 4LD (1)EB/WB C4 1,356 1,764 3,468 Excess Capacity Available Excess Capacity Available SW 62nd Avenue SW 72nd Street/Sunset Drive US-1/South Dixie Highway 4LU (1)NB/SB C4 797 792 3,295 Excess Capacity Available Excess Capacity Available SW 62nd Avenue SW 70th Street SW 72nd Street/Sunset Drive 4LU (1)NB/SB C4 784 858 3,295 Excess Capacity Available Excess Capacity Available Notes:(1)4LD - Four-lane Divided, 4LU - Four-lane Undivided (2)Based on the FDOT 2023 Quality Level of Service Handbook (3)Context classification C4 - Urban General determined based on roadway/area characteristics. Table 8: Future Background Conditions Peak Hour Roadway Segment Capacity Analysis Roadway Segment Facility Type Direction Context Classification (3) Existing Peak Season Volumes (2022)Growth Rate A.M. Committed Development Traffic P.M. Committed Development Traffic Future Background Volumes (2025)Two-Way Maximum Service Volume(2) Future Background LOS From To A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour SW 72nd Street/Sunset Drive SW 62nd Avenue SW 67th Avenue 4LD (1)EB/WB C4 2,479 2,484 0.78%135 130 2,672 2,673 3,468 Excess Capacity Available Excess Capacity Available SW 72nd Street/Sunset Drive US-1/South Dixie Highway SW 62nd Avenue 4LD (1)EB/WB C4 1,356 1,764 0.78%117 102 1,505 1,908 3,468 Excess Capacity Available Excess Capacity Available SW 62nd Avenue SW 72nd Street/Sunset Drive US-1/South Dixie Highway 4LU (1)NB/SB C4 797 792 0.78%4 8 820 819 3,295 Excess Capacity Available Excess Capacity Available SW 62nd Avenue SW 70th Street SW 72nd Street/Sunset Drive 4LU (1)NB/SB C4 784 858 0.78%22 36 824 914 3,295 Excess Capacity Available Excess Capacity Available Notes:(1)4LD - Four-lane Divided, 4LU - Four-lane Undivided (2)Based on the FDOT 2023 Quality Level of Service Handbook (3)Context classification C4 - Urban General determined based on roadway/area characteristics. Table 9: Future Total Conditions Peak Hour Roadway Segment Capacity Analysis Roadway Segment Facility Type Direction Context Classification (3) Future Background Volumes (2025) Peak Hour Project Trip Distribution % Net New Project Assignment Future Total Volumes (2025)Two-Way Maximum Service Volume(2) Future Total LOS From To A.M. Peak Hour P.M. Peak Hour In Out A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour SW 72nd Street/Sunset Drive SW 62nd Avenue SW 67th Avenue 4LD (1)EB/WB C4 2,672 2,673 103%27%122 53 2,794 2,726 3,468 Excess Capacity Available Excess Capacity Available SW 72nd Street/Sunset Drive US-1/South Dixie Highway SW 62nd Avenue 4LD (1)EB/WB C4 1,505 1,908 28%6%36 20 1,541 1,928 3,468 Excess Capacity Available Excess Capacity Available SW 62nd Avenue SW 72nd Street/Sunset Drive US-1/South Dixie Highway 4LU (1)NB/SB C4 820 819 21%43%45 56 865 875 3,295 Excess Capacity Available Excess Capacity Available SW 62nd Avenue SW 70th Street SW 72nd Street/Sunset Drive 4LU (1)NB/SB C4 824 914 24%73%40 37 864 951 3,295 Excess Capacity Available Excess Capacity Available Notes:(1)4LD – Four-lane Divided (2)Based on the FDOT 2023 Quality Level of Service Handbook (3)Context classification C4 - Urban General determined based on roadway/area characteristics. 80 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -21 July 2023 PARKING EVALUATION The required parking for the site based on the City of South Miami Land Development Code is 173 parking spaces. As part of the proposed redevelopment, 183 parking spaces will be provided, ten (10) spaces more than the parking requirement. All parking spaces will be provided in a three-story on-site parking garage. Please refer to the detailed parking calculations contained in Appendix A for additional information. 81 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -22 July 2023 AMBULANCE CIRCULATION As the proposed development is a rehabilitation hospital rather than a typical hospital with an emergency department, ambulances will transport patients to/from the Baptist South Miami Hospital located south of the proposed development along SW 72nd Street/Sunset Drive. Therefore, the ambulance will park in the on-site loading bay in front of the building, marked as Vehicular Drop Off on the site plan (see Appendix A). The main ambulance access to the site will be via the SW 72 nd Street/Sunset Drive driveway; however, the ambulance could also access SW 62nd Avenue through the parking garage. 82 Traffic Impact Analysis K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Report\Baptist Kindred Traffic Impact Analysis.docx Page -23 July 2023 CONCLUSION The results of the intersection capacity analysis indicate that the study intersections are expected to operate at adopted levels of service (LOS D+50% or better for intersections on US-1/South Dixie Highway and LOS E or better for intersections not on US-1/South Dixie Highway) during the A.M. and P.M. peak hours under all analysis conditions. The results of the roadway segment capacity analysis indicate that the study roadway segments are expected to operate at LOS D or better under all analysis conditions during the A.M. and P.M. peak hours. There are five (5) turn lanes during the A.M. peak hour and no turn lanes during the P.M. peak hour where the future total conditions queue is anticipated to exceed the future planned storage and exceed the expected queue under future background conditions. Note that storage for these movements are all restricted by geometry at upstream intersections except for the eastbound left-turn lane at the intersection of US-1/South Dixie Highway and SW 62nd Avenue. Additionally, the 95th percentile queues at these movements all exceed the provided storage under existing conditions except for the northbound left-turn queue at the intersection of SW 62nd Avenue and SW 72nd Street/Sunset Drive. 83 Appendix A Site Plan 84 7 STORY PARKING GARAGE7 STORY BUILDINGCLPROP. INPATIENTREHABILITATIONFACILITY(THREE STORIESAND PENTHOUSE)FFE=13.5'100,355 SFPROP. PARKINGGARAGE(THREESTORIES)FFE= 13.5'DUMPSTERENCLOSUREGENERATORENCLOSUREARCADESUNSET ROADSW 72ND STREETSW 62ND AVENUE© STEFANO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGINEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE SIGHT VISIBILITY TRIANGLESEX-06NORTH85 7 STORY PARKING GARAGE7 STORY BUILDINGCLPROP. INPATIENTREHABILITATIONFACILITY(THREE STORIESAND PENTHOUSE)FFE=13.5'100,355 SFPROP. PARKINGGARAGE(THREESTORIES)FFE= 13.5'DUMPSTERENCLOSUREGENERATORENCLOSUREARCADESUNSET DRIVESW 72ND STREETSW 62ND AVENUEOUTDOOR DININGTERRACESERVICE COURTSECONDARYENTRANCEOUTDOORTHERAPYCOURTYARDPRIMARY ENTRANCEARCADEVEHICULARDROP OFFCOVERED WALKWAY PARKINGGARAGEACCESSPARKINGGARAGEACCESSSERVICEENTRANCEARCADEARCADEARCADE LEGENDPROPERTY LINEPROPOSED ASPHALT PAVEMENTPROPOSED CONCRETE PAVEMENTPROPOSED CONCRETE PAVERSPROPOSED GRAVEL SURFACEPROPOSED DETECTABLE WARNINGEXISTING CONCRETE PAVEMENTPROPOSED WHEEL STOPPROPOSED SIGNEXISTING SIGNSITE PLANC300 © STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 NORTHBAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE 86 Appendix B Methodology Correspondence 87 1 Centurion, Ariel From:Rairden, Ian Sent:Tuesday, October 18, 2022 9:32 AM To:Centurion, Ariel Subject:FW: Baptist Health Traffic Methodology Ian Rairden, P.E. Kimley-Horn |8201 Peters Road, Suite 2200, Plantation, FL 33324 Direct: 954 535 5139 | Mobile: 904 735 1385 From: Shari Kamali <SKamali@southmiamifl.gov> Sent: Monday, August 22, 2022 4:36 PM To: Rairden, Ian <Ian.Rairden@kimley-horn.com> Cc: Alex David <ADavid@cgasolutions.com>; Lightfoot, Marcus <MLightfoot@southmiamifl.gov>; Cabrera, Lourdes <LCabrera@southmiamifl.gov>; Mark Alvarez <malvarez@corradino.com> Subject: RE: Baptist Health Traffic Methodology I AM GOOD WITH YOUR METODOLIGY. If anyone has any concerns please advise asap. Best regards, Shari Kamali, ICMA-CM City Manager City of South Miami Office:305-668-2510 From: Rairden, Ian <Ian.Rairden@kimley-horn.com> Sent: Thursday, August 11, 2022 6:00 PM To: Shari Kamali <SKamali@southmiamifl.gov> Subject: Baptist Health Traffic Methodology EMAIL RECEIVED FROM EXTERNAL SOURCE Shari, It was great meeting with you yesterday. Please find attached 1 of the 2 traffic methodologies I mentioned in the meeting. This one is for Baptist Health Rehabilitation planned to be located on the northwest corner of SW 72nd Street and SW 62nd Avenue. Please let me know if you have any questions.METHODOLOGY88 2 Thanks, Ian Ian Rairden, P.E. Kimley-Horn |8201 Peters Road, Suite 2200, Plantation, FL 33324 Direct: 954 535 5139 | Main: 954 535 5100 | Mobile: 904 735 1385 Celebrating 14 years as one of FORTUNE’s 100 Best Companies to Work For An Equal Opportunity/Affirmative Action Employer METHODOLOGY89 kimley-horn.com 8201 Peters Road, Suite 2200, Plantation, FL 33324 954 535 5100 MEMORANDUM To: Shari Kamali, ICMA-CM City Manager City of South Miami From: Ian M. Rairden, P.E. Date: August 11, 2022 Subject: Baptist Health Rehabilitation Traffic Study Methodology The purpose of this memorandum is to summarize the traffic study methodology for proposed Baptist Health Rehabilitation Hospital planned to be located at the northwest corner of SW 72nd Street and SW 62nd Avenue in South Miami, Florida. The property proposed for development is currently vacant. The proposed rehabilitation hospital 96,682 s.f. hospital building containing 92 beds. A location map and conceptual site plan for the proposed development are included in Attachment A. The following sections summarize our proposed methodology. TRIP GENERATION Trip generation calculations for the proposed project were performed using the Institute of Transportation Engineers’ (ITE)Trip Generation Manual, 11th Edition. Trip generation for the proposed hospital land use was based on LUC 610 (Hospital). To provide a conservative analysis, although some employees may choose to walk or use public transit to and from the hospital, a multimodal (public transit, bicycle, and pedestrian) factor has not been applied. Internal capture is not expected as the project is single-use. Per ITE’s Trip Generation Handbook, 2021 Appendix there is no pass-by rate for hospital use. The development is expected to generate 2,054 net new daily trips, 165 weekday net new A.M. peak hour trips, and 155 weekday net new P.M. peak hour trips. Detailed trip generation calculations are included in Attachment B. STUDY AREA The following intersections as well as proposed project driveways will be examined as part of the study area: l SW 62nd Avenue and SW 72nd Street/Sunset Drive l US-1/South Dixie Highway and SW 72nd Street/Sunset Drive l SW 67th Avenue and SW 72nd Street/Sunset Drive l US-1/South Dixie Highway and SW 62nd Avenue l SW 70th Street and SW 62nd Avenue l SW 64th Street and SW 62nd Avenue l US-1/South Dixie Highway and SW 57th Avenue/SR 959/Red RoadMETHODOLOGY 90 Shari Kamali, ICMA-CM, August 11, 2022, Page 2 kimley-horn.com 8201 Peters Road, Suite 2200, Plantation, FL 33324 954 535 5100 The study area will also include the following roadway segments: l SW 72nd Street/Sunset Drive between SW 67th Avenue and SW 62nd Avenue l SW 72nd Street/Sunset Drive between SW 62nd Avenue and US-1/South Dixie Highway l SW 62nd Avenue between US-1/South Dixie Highway and SW 72nd Street/Sunset Drive l SW 62nd Avenue between SW 72nd Street/Sunset Drive and SW 70th Street DATA COLLECTION A.M. (7:00 A.M. to 9:00 A.M.) and P.M. (4:00 P.M. to 7:00 P.M.) peak period turning movement counts will be collected at all identified study intersections on a typical weekday (Tuesday, Wednesday, or Thursday). All traffic counts will be adjusted to peak season conditions using the appropriate Florida Department of Transportation (FDOT) peak season category factors. Turning movement counts will be collected in 15-minute intervals during the two (2) peak periods. Turning movement counts will also include pedestrians and bicyclists. All traffic data collected will be provided in the Appendix of the traffic analysis report. TRIP DISTRIBUTION Trip distribution will be determined based on turning movements counts collected at the study area intersections and on an interpolated cardinal trip distribution for the project site’s traffic analysis zones (TAZs) obtained from the Miami-Dade Transportation Planning Organization’s (TPO) 2045 Cost Feasible Plan travel demand model 2015 and 2045 data. The trip distribution for the anticipated build- out year of 2024 was interpolated from the 2015 and 2045 data. The project is located within TAZ 1117. The detailed cardinal distribution is provided in Attachment C. BACKGROUND GROWTH RATE A background growth rate will be calculated based on historic growth trends at nearby Florida Department of Transportation (FDOT) traffic count stations. Additionally, growth rates based on the Florida Standard Urban Transportation Model Structure (FSUTMS) Southeast Regional Planning Model (SERPM) projected 2015 and 2045 model network volumes will be examined. The higher of the two (2) growth rates will be used in the analysis. Documentation will be provided in the Appendix of the traffic impact study. The following approved but not yet constructed developments were identified as committed developments. Traffic associated with these developments will be included as part of future background conditions. l SoMi Market l Treo SoMi Station l Madison Square l The Residences at SoMi Parc A map of the committed developments located within the vicinity of the project is included in Attachment D.METHODOLOGY91 Shari Kamali, ICMA-CM, August 11, 2022, Page 3 kimley-horn.com 8201 Peters Road, Suite 2200, Plantation, FL 33324 954 535 5100 CAPACITY ANALYSIS Capacity analyses will be conducted for the A.M. and P.M. peak hours at the study intersections. Intersection analyses will be performed using Trafficware’s Synchro 11 traffic engineering analysis software which applies the Transportation Research Board’s (TRB’s),Highway Capacity Manual (HCM), 2000, 2010, and 6th Edition methodologies. Capacity analyses will be conducted for three (3) scenarios: existing, future build-out without project (future background conditions), and future build-out with project (future total conditions). Roadway segment analyses will be conducted for the A.M. and P.M. peak hours at the four (4) identified study roadway segments by applying methodologies outlined in FDOT’s Quality/LOS Handbook. Roadway segment analyses will be conducted for three (3) scenarios: existing, future build-out without project (future background conditions), and future build-out with project (future total conditions). A build-out year of 2024 will be used in the analysis. The following figures will be included for the study intersections: l Existing conditions l Future background traffic conditions (with growth rate and committed development traffic) l Trip distribution l Trip assignment l Committed development traffic l Future total traffic conditions (with project) SIGHT DISTANCE EVALUATION Sight distance triangles will be shown on the site plan included in the report. Sight distance triangles will be provided for all project driveways. DOCUMENTATION The results of the traffic analysis will be summarized in a report. The report will include supporting documents including signal timings, lane geometry, and software output sheets. The report will also include text and graphics necessary to summarize the assumptions and analysis. K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Methodology\Baptist Health Methodology_08.11.2022.docx METHODOLOGY92 Attachment A Location Map and Conceptual Site Plan METHODOLOGYAttachment removed.Location map is found in report and site plan is found in Appendix A. 93 Attachment B Trip Generation Calculations METHODOLOGYAttachment removed. Trip generation calculations can be found in Appendix E. 94 Attachment C Cardinal Trip Distribution METHODOLOGYAttachment removed.Trip distribution data can be found in Appendix F. 95 Attachment D Committed Development Map METHODOLOGY96 Figure 2 Committed Development Map Baptist Health Rehabilitation South Miami, Florida© 2022 N Legend SoMi Market Treo SoMi Station Madison Square The Residences at SoMi Parc METHODOLOGY97 Appendix C Traffic Data 98 Turning Movement Counts 99 Location:SW 62nd Ave & SW 72nd St/Sunset Dr/SR 986 City:South Miami Project ID: Control:Signalized Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 26 31 1 0 11 31 16 0 37 168 38 4 6 61 7 1 438 7:15 AM 27 29 3 0 4 34 23 0 57 203 41 3 7 85 6 1 523 7:30 AM 27 38 4 0 8 51 22 0 60 194 32 10 14 87 4 0 551 7:45 AM 18 47 4 0 11 46 19 0 65 189 30 3 10 78 3 1 524 8:00 AM 15 36 5 0 6 59 30 0 51 161 46 4 11 98 8 0 530 8:15 AM 28 34 7 0 6 43 27 0 56 174 39 3 13 124 5 1 560 8:30 AM 19 29 5 0 17 35 31 0 51 168 38 1 26 125 6 1 552 8:45 AM 26 49 4 0 8 45 26 0 79 181 56 2 17 105 10 0 608 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :186 293 33 0 71 344 194 0 456 1438 320 30 104 763 49 5 4286 APPROACH %'s :36.33%57.23%6.45%0.00%11.66%56.49%31.86%0.00%20.32%64.08%14.26%1.34%11.29%82.84%5.32%0.54% PEAK HR :08:00 AM 41 TOTAL PEAK HR VOL :88 148 21 0 37 182 114 0 237 684 179 10 67 452 29 2 2250 PEAK HR FACTOR :0.786 0.755 0.750 0.000 0.544 0.771 0.919 0.000 0.750 0.945 0.799 0.625 0.644 0.904 0.725 0.500 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 47 37 9 0 7 53 70 0 25 104 19 26 9 204 7 0 617 4:15 PM 50 61 6 0 19 45 58 0 23 122 18 17 15 236 5 2 677 4:30 PM 47 51 10 0 6 31 82 0 31 126 27 26 18 259 7 2 723 4:45 PM 49 36 4 0 15 40 63 0 39 123 13 20 17 254 3 4 680 5:00 PM 39 30 7 0 15 47 74 0 26 128 29 18 16 249 10 2 690 5:15 PM 45 42 6 0 12 37 44 0 25 131 19 17 18 245 1 1 643 5:30 PM 38 47 3 0 14 48 59 0 20 135 14 21 9 228 6 3 645 5:45 PM 41 38 5 0 14 34 56 0 36 117 20 7 11 229 9 2 619 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :356 342 50 0 102 335 506 0 225 986 159 152 113 1904 48 16 5294 APPROACH %'s :47.59%45.72%6.68%0.00%10.82%35.52%53.66%0.00%14.78%64.78%10.45%9.99%5.43%91.49%2.31%0.77% PEAK HR :04:15 PM 12:00 AM TOTAL PEAK HR VOL :185 178 27 0 55 163 277 0 119 499 87 81 66 998 25 10 2770 PEAK HR FACTOR :0.925 0.730 0.675 0.000 0.724 0.867 0.845 0.000 0.763 0.975 0.750 0.779 0.917 0.963 0.625 0.625 04:15 PM - 05:15 PM 0.9580.833 0.910 0.936 0.961 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 08:00 AM - 09:00 AM 0.9250.813 0.876 0.873 0.870 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-140412-001 9/14/2022 Data - Total SW 62nd Ave SW 62nd Ave SW 72nd St/Sunset Dr/SR 986 SW 72nd St/Sunset Dr/SR 986 100 LOCATION:SW 62nd Ave & SW 72nd St/Sunset Dr/SR 986 PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-001 Wed, Sep 14, 2022 333 424 Peak-Hour: 08:00 AM - 09:00 AM 2.7 1.7 654 247 29 550 1.8 1.6 Peak 15-Minute: 08:45 AM - 09:00 AM 114 182 37 6.9 2.4Peak Hour Factor 684 0.93 452 2.5 1.1 8.14.4 0.5 8.7 2.7 88 148 21 2.3 0.7 0.0 1110 179 69 742 2.2 1.7 3 1 0 0 1 2 430 257 2.3 1.2 2 3 0 0 0 1 1 0 1 0 7 0 0 0 4 2 17 5 5 1 3 3 6 2 1 0 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 62nd Ave SW 62nd Ave SW 72nd St/Sunset Dr/SR 986 SW 72nd St/Sunset Dr/SR 986 TotalUR* Left Thru R*U R* Left 07:00 AM 26 31 1 0 11 31 16 Thru RgtURgtUR* Left Thru Rgt 438 2036 07:15 AM 27 29 3 0 4 34 6 61 7 1037168384 523 2128 07:30 AM 27 38 4 0 8 3 7 85 6 12305720341 0 551 2165 07:45 AM 18 47 4 0 32 10 14 87 45122060194 3 1 524 2166 08:00 AM 15 36 5 0 189 30 3 10 78114619065 225051 34 7 0 98 8 0 530 5 1 560 161 46 4 11659300 1720 08:30 AM 19 29 5 0 174 39 3 13 1246432705608:15 AM 28 11605116838 49 4 0 125 6 1 552 10 0 608 1 261735310 608181562171058452607908:45 AM 26 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 196 28 0 R* Left Thru RgtU 40 4 2692 Heavy Trucks 8 4 0 8 724 224 16 104 500682361240316All Vehicles 112 16 12 4 1084128284 16 44 Bicycles 0 0 0 0 0 0 0 12 8Pedestrians1212 4 0 4 8 0 Stopped Buses Buses 101 LOCATION:SW 62nd Ave & SW 72nd St/Sunset Dr/SR 986 PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-001 Wed, Sep 14, 2022 495 403 Peak-Hour: 04:15 PM - 05:15 PM 2.0 1.2 1460 200 25 1099 1.6 0.0 Peak 15-Minute: 04:30 PM - 04:45 PM 277 163 55 8.0 1.5Peak Hour Factor 499 0.96 998 1.4 1.4 1.82.9 0.6 1.3 1.4 185 178 27 1.6 1.1 0.0 786 87 76 581 0.9 0.0 4 0 1 0 2 0 326 390 0.6 1.3 4 3 0 2 0 0 1 0 1 5 4 0 1 0 0 2 7 14 8 1 1 0 1 3 2 0 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 62nd Ave SW 62nd Ave SW 72nd St/Sunset Dr/SR 986 SW 72nd St/Sunset Dr/SR 986 TotalUR* Left Thru R*U R* Left 04:00 PM 47 37 9 0 7 53 70 Thru RgtURgtUR* Left Thru Rgt 617 2697 04:15 PM 50 61 6 0 19 45 9 204 7 00251041926 677 2770 04:30 PM 47 51 10 0 6 17 15 236 5 25802312218 2 723 2736 04:45 PM 49 36 4 0 27 26 18 259 73182031126 3 4 680 2658 05:00 PM 39 30 7 0 123 13 20 17 254154063039 259726 42 6 0 249 10 2 690 1 1 643 128 29 18 161547740 1907 05:30 PM 38 47 3 0 131 19 17 18 24512374402505:15 PM 45 12642013514 38 5 0 228 6 3 645 9 2 619 21 91448590 6191172071122914345603605:45 PM 41 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 244 40 0 R* Left Thru RgtU 40 16 3128 Heavy Trucks 8 4 0 4 512 116 104 72 1036761883280156All Vehicles 200 4 24 4 764120120 24 44 Bicycles 0 4 0 0 4 0 4 8 4Pedestrians1616 8 0 4 0 0 Stopped Buses Buses 102 LOCATION:S Dixie Hwy/US 1 & SW 72nd St/Sunset Dr/SR 986 PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-002 Wed, Sep 14, 2022 1840 2650 Peak-Hour: 08:00 AM - 09:00 AM 0.9 0.9 428 0 6 189 1.9 0.0 Peak 15-Minute: 08:00 AM - 08:15 AM 204 1588 48 0.0 4.2Peak Hour Factor 378 0.98 183 4.8 4.4 0.00.0 1.1 0.0 4.3 41 2644 66 0.0 0.9 4.5 415 37 0 492 4.3 0.0 8 1 0 0 1 2 1625 2751 1.0 1.0 39 24 1 4 3 5 5 1 0 5 0 0 4 0 0 0 18 8 0 17 0 0 0 0 25 3 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count S Dixie Hwy/US 1 S Dixie Hwy/US 1 SW 72nd St/Sunset Dr/SR 986 SW 72nd St/Sunset Dr/SR 986 TotalUR* Left Thru R*U R* Left 07:00 AM 7 720 20 1 6 236 27 Thru RgtURgtUR* Left Thru Rgt 1147 4996 07:15 AM 11 695 14 2 13 363 0 39 0 0008740 1266 5171 07:30 AM 11 684 20 1 10 0 0 41 0 03900835 0 1297 5177 07:45 AM 14 679 9 0 6 0 0 51 0384380092 1 0 1286 5163 08:00 AM 10 686 17 2 108 3 0 0 50153713600 51950 675 17 0 52 0 0 1322 2 0 1272 105 10 0 08392400 3873 08:30 AM 6 634 14 0 80 12 0 0 4411379400008:15 AM 12 26010985 649 18 1 42 2 0 1283 2 0 1318 0 012409610 13189510004517408630008:45 AM 10 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 2744 72 8 R* Left Thru RgtU 8 0 5512 Heavy Trucks 0 36 8 0 420 48 0 0 20868163625200All Vehicles 48 0 12 0 1123200240 40 116 Bicycles 0 8 0 8 8 4 0 20 8Pedestrians880 4 4 0 4 0 Stopped Buses Buses 103 LOCATION:S Dixie Hwy/US 1 & SW 72nd St/Sunset Dr/SR 986 PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-002 Wed, Sep 14, 2022 2909 1661 Peak-Hour: 05:00 PM - 06:00 PM 0.6 0.5 667 0 12 310 2.1 0.0 Peak 15-Minute: 05:15 PM - 05:30 PM 284 2560 65 0.0 3.5Peak Hour Factor 363 0.97 298 1.1 3.7 0.00.7 0.6 0.0 1.0 85 1649 73 1.2 0.5 1.4 434 71 0 501 0.9 0.0 12 10 1 3 1 1 2631 1807 0.6 0.6 27 31 0 4 2 12 8 0 2 7 5 0 2 0 0 0 4 11 2 15 0 0 0 1 9 1 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count S Dixie Hwy/US 1 S Dixie Hwy/US 1 SW 72nd St/Sunset Dr/SR 986 SW 72nd St/Sunset Dr/SR 986 TotalUR* Left Thru R*U R* Left 04:00 PM 10 390 18 2 15 630 100 Thru RgtURgtUR* Left Thru Rgt 1318 5319 04:15 PM 18 416 22 0 14 642 0 59 6 02063230 1367 5322 04:30 PM 21 385 22 3 15 0 0 75 1 085307219 0 1308 5369 04:45 PM 19 383 24 2 28 0 0 57 3614862072 2 0 1326 5429 05:00 PM 17 371 19 0 110 25 0 0 80135887730 54600 459 12 3 78 3 0 1321 2 0 1414 90 15 0 012647654 4139 05:30 PM 15 422 16 3 98 17 0 0 828637705005:15 PM 21 272507525 397 26 4 73 6 0 1368 1 0 1357 0 09642793 135710014006520634704005:45 PM 22 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 1836 104 16 R* Left Thru RgtU 24 0 5900 Heavy Trucks 4 16 4 0 400 100 0 0 328802588316 20 0All Vehicles 88 0 16 0 84324080 48 144 Bicycles 0 8 0 4 12 0 4 28 24Pedestrians2072 4 0 4 4 8 Stopped Buses Buses 104 LOCATION:SW 67th Ave/Ludlam Rd & SW 72nd St/Sunset Dr PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-003 Wed, Sep 14, 2022 316 333 Peak-Hour: 08:00 AM - 09:00 AM 5.4 1.8 666 111 35 619 2.2 0.9 Peak 15-Minute: 08:45 AM - 09:00 AM 59 184 73 0.0 1.6Peak Hour Factor 1316 0.90 529 2.1 1.7 5.56.8 4.9 1.8 1.8 78 187 352 2.6 2.7 0.3 1477 50 55 1741 2.0 2.0 0 0 0 0 2 3 289 617 3.8 1.3 0 0 0 1 0 0 0 0 0 0 1 0 0 0 1 0 27 9 4 9 4 1 1 2 5 1 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 67th Ave/Ludlam Rd SW 67th Ave/Ludlam Rd SW 72nd St/Sunset Dr SW 72nd St/Sunset Dr TotalUR* Left Thru R*U R* Left 07:00 AM 18 32 30 0 6 18 3 Thru RgtURgtUR* Left Thru Rgt 597 2644 07:15 AM 22 27 47 0 6 46 7 91 13 0038325160 689 2741 07:30 AM 12 43 46 0 14 2 10 112 2 0100313668 0 684 2784 07:45 AM 22 49 69 0 13 0 6 148 72710026332 10 0 674 2857 08:00 AM 13 40 81 0 298 6 0 14 111134410028 302922 46 79 0 130 5 0 694 6 0 732 307 5 2 191246120 2335 08:30 AM 21 48 91 0 310 16 0 10 13322442201808:15 AM 26 16031929913 53 101 0 163 11 0 757 13 0 846 0 82150130 8464001641810318441204608:45 AM 18 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 212 404 0 R* Left Thru RgtU 52 0 3740 Heavy Trucks 4 8 4 8 1600 64 16 76 65288200880184All Vehicles 104 4 28 0 14420164444 16 4 Bicycles 0 0 0 0 4 0 0 0 0Pedestrians40 4 0 0 8 0 Stopped Buses Buses 105 LOCATION:SW 67th Ave/Ludlam Rd & SW 72nd St/Sunset Dr PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-003 Wed, Sep 14, 2022 338 319 Peak-Hour: 04:45 PM - 05:45 PM 2.1 2.5 1607 76 47 1633 1.3 1.3 Peak 15-Minute: 04:45 PM - 05:00 PM 68 247 23 2.1 1.0Peak Hour Factor 640 0.93 1430 1.4 1.0 0.02.9 2.0 0.6 1.4 109 196 75 4.6 3.1 1.3 831 115 156 738 1.3 0.9 1 4 0 0 0 0 518 380 1.4 3.2 0 0 0 0 1 0 0 0 0 0 2 0 0 0 1 1 9 14 2 5 0 1 1 5 6 1 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 67th Ave/Ludlam Rd SW 67th Ave/Ludlam Rd SW 72nd St/Sunset Dr SW 72nd St/Sunset Dr TotalUR* Left Thru R*U R* Left 04:00 PM 23 37 21 0 13 43 21 Thru RgtURgtUR* Left Thru Rgt 706 3095 04:15 PM 22 51 14 0 9 67 43 325 17 0021127150 786 3178 04:30 PM 28 42 21 0 11 3 34 350 9 01402416227 0 748 3152 04:45 PM 34 52 21 0 25 1 38 362 104920019122 13 0 855 3182 05:00 PM 25 51 18 0 167 35 0 41 39345919017 301521 50 19 0 336 14 0 789 11 1 760 165 22 0 44768180 2226 05:30 PM 21 43 17 0 128 25 0 35 3576642101405:15 PM 29 14662118033 42 14 0 344 9 1 778 8 0 688 3 34656100 688155172392847591502105:45 PM 25 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 208 84 0 R* Left Thru RgtU 56 4 3576 Heavy Trucks 8 16 4 0 720 140 12 176 15722827284084All Vehicles 136 4 20 4 921244124 4 20 Bicycles 0 0 0 4 0 0 0 4 8Pedestrians80 0 0 0 0 0 Stopped Buses Buses 106 LOCATION:SW 62nd Ave & S Dixie Hwy/US 1 PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-004 Wed, Sep 14, 2022 397 361 Peak-Hour: 08:00 AM - 09:00 AM 3.0 1.9 1743 171 72 1667 1.5 2.3 Peak 15-Minute: 08:00 AM - 08:15 AM 141 160 96 1.4 1.2Peak Hour Factor 2649 0.96 1561 1.1 1.2 4.25.0 0.6 0.0 1.2 41 118 37 0.0 1.7 0.0 2836 16 34 2782 1.1 0.0 0 1 1 0 2 2 210 196 0.5 1.0 4 1 0 0 0 0 2 0 0 2 1 0 1 0 4 1 28 19 7 1 4 0 0 0 2 0 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 62nd Ave SW 62nd Ave S Dixie Hwy/US 1 S Dixie Hwy/US 1 TotalUR* Left Thru R*U R* Left 07:00 AM 4 27 9 0 24 40 16 Thru RgtURgtUR* Left Thru Rgt 1113 4797 07:15 AM 6 21 5 0 22 39 4 234 12 002771510 1192 5015 07:30 AM 11 38 10 0 27 0 6 348 17 0210336686 0 1277 5066 07:45 AM 7 23 9 0 3 0 4 377 193340040675 17 0 1215 5065 08:00 AM 4 30 6 0 673 3 0 7 344273220053 509640 22 9 0 406 20 0 1331 18 0 1243 712 1 1 62844330 3765 08:30 AM 18 28 12 0 673 1 0 10 38129342703308:15 AM 6 2522486535 38 10 0 396 13 0 1276 21 0 1246 0 91739380 124661190937822434304908:45 AM 13 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 152 48 0 R* Left Thru RgtU 84 0 5568 Heavy Trucks 0 4 0 12 2848 36 4 40 16241161761720196All Vehicles 72 0 32 4 1244128480 20 20 Bicycles 0 4 0 0 0 0 4 0 4Pedestrians412 8 0 0 4 0 Stopped Buses Buses 107 LOCATION:SW 62nd Ave & S Dixie Hwy/US 1 PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-004 Wed, Sep 14, 2022 421 279 Peak-Hour: 05:00 PM - 06:00 PM 1.0 1.1 3003 91 50 2818 0.5 1.1 Peak 15-Minute: 05:15 PM - 05:30 PM 230 117 74 2.0 0.5Peak Hour Factor 1715 0.99 2720 0.4 0.5 0.00.9 1.7 0.0 0.4 53 138 34 0.0 0.7 2.9 1828 22 48 1823 0.4 0.0 0 3 0 1 2 6 187 225 1.1 0.9 5 4 0 0 1 0 3 0 1 3 2 0 0 0 1 1 7 13 2 2 0 0 0 0 1 1 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 62nd Ave SW 62nd Ave S Dixie Hwy/US 1 S Dixie Hwy/US 1 TotalUR* Left Thru R*U R* Left 04:00 PM 15 34 3 0 15 32 67 Thru RgtURgtUR* Left Thru Rgt 1295 5176 04:15 PM 17 45 6 0 12 18 17 662 16 312140360 1346 5199 04:30 PM 13 28 13 0 19 0 13 666 23 0610154628 1 1243 5194 04:45 PM 13 26 14 0 7 0 7 644 122068035376 7 1 1292 5279 05:00 PM 19 39 5 0 395 7 2 14 662243075022 529220 29 10 0 674 14 0 1318 13 2 1341 385 7 3 162339740 3974 05:30 PM 9 39 9 0 441 4 0 8 69219186402705:15 PM 14 2633174455 31 10 0 695 13 0 1328 10 1 1305 1 71228480 1305444601465920324402305:45 PM 11 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 156 40 0 R* Left Thru RgtU 56 8 5652 Heavy Trucks 0 4 4 0 1780 28 12 64 2780921562960108All Vehicles 76 0 32 4 6444480 28 36 Bicycles 0 0 0 4 0 0 0 0 12Pedestrians816 4 0 4 12 4 Stopped Buses Buses 108 LOCATION:SW 62nd Ave & SW 70th St PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 Stopped Buses Buses 4 0 0 0 0 4 44 Bicycles 0 0 0 0 0 0 0 8 8Pedestrians244 0 4 4480004 1256 Heavy Trucks 0 4 8 8 92 12 0 60 3215627644020All Vehicles 48 8 288 180 0 R* Left Thru RgtU 48 0 R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt Peak 15-Min Northbound Southbound Eastbound Westbound 2761530106336090308:45 AM 12 72 45 0 8 12 0 256 8 0 276 0 123960110 794 08:30 AM 9 42 38 0 23 2 0 15 83460100408:15 AM 8 5325173 50 39 0 5 10 0 252 9 0 262 18 1 0 14286960 14 0 271 1041 08:00 AM 11 43 44 0 12 4 0 17 83459400 10463 19 4 116080311 07:45 AM 17 50 52 0 2 0 980 07:30 AM 14 47 40 0 24 0 14 4 10 0303102 0 243 1028 179 907 07:15 AM 9 47 39 0 25 48 7 2 5 0021020 214 Thru RgtURgtUR* Left Thru Rgt 07:00 AM 12 38 29 0 26 40 6 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 62nd Ave SW 62nd Ave SW 70th St SW 70th St TotalUR* Left Thru R*U R* Left 1 4 0 3 3 0 3 0 0 0 6 4 0 3 0 0 5 7 0 0 0 2 1 0 0 1 0 309 413 3.6 1.5 1 1 0 0 0 1.9 40 207 166 0.0 1.4 1.8 97 9 51 373 1.0 11.1 73 0.95 27 0.0 0.0 3.00.0 2.4 7.8 22-140412-005 Wed, Sep 14, 2022 419 261 Peak-Hour: 08:00 AM - 09:00 AM 2.4 2.3 103 15 39 117 0.0 0.0 Peak 15-Minute: 08:45 AM - 09:00 AM 36 249 134 7.7 6.0Peak Hour Factor 109 LOCATION:SW 62nd Ave & SW 70th St PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 Stopped Buses Buses 4 0 4 0 4 20 36 Bicycles 0 4 4 0 0 0 0 4 12Pedestrians164 0 4 44120004 1232 Heavy Trucks 0 8 4 4 32 36 0 140 87628016060All Vehicles 40 8 276 120 0 R* Left Thru RgtU 148 0 R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt Peak 15-Min Northbound Southbound Eastbound Westbound 20345014186810305:45 PM 2 60 11 0 1 32 0 240 26 0 203 0 18117500 652 05:30 PM 5 65 16 0 3 6 0 15 1156220405:15 PM 3 443458 52 15 0 0 33 0 232 31 0 209 6 17 0 2266100 37 0 251 932 05:00 PM 0 54 19 0 3 9 0 27 115591015 88414 35 1 34494077 04:45 PM 3 58 23 0 8 0 988 04:30 PM 3 65 30 0 16 0 23 2 26 040279 0 259 951 247 1003 04:15 PM 6 69 18 0 12 68 27 2 33 005880 246 Thru RgtURgtUR* Left Thru Rgt 04:00 PM 10 47 16 0 19 70 2 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 62nd Ave SW 62nd Ave SW 70th St SW 70th St TotalUR* Left Thru R*U R* Left 1 3 0 5 1 0 2 0 0 0 8 1 2 3 0 1 5 4 0 1 1 0 4 0 1 1 0 392 348 3.1 1.7 2 0 0 0 0 1.1 22 239 87 0.0 2.1 1.1 88 34 112 174 1.1 2.9 25 0.97 6 0.0 0.0 1.60.0 3.3 2.7 22-140412-005 Wed, Sep 14, 2022 319 398 Peak-Hour: 04:00 PM - 05:00 PM 2.8 1.8 39 29 130 248 0.0 0.0 Peak 15-Minute: 04:30 PM - 04:45 PM 11 246 62 1.5 2.0Peak Hour Factor 110 LOCATION:SW 62nd Ave & SW 64th St PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-006 Wed, Sep 14, 2022 482 267 Peak-Hour: 07:45 AM - 08:45 AM 1.0 2.6 259 52 50 247 2.7 0.0 Peak 15-Minute: 08:15 AM - 08:30 AM 38 321 123 2.0 3.6Peak Hour Factor 612 0.94 178 1.6 3.4 0.80.0 1.2 10.5 1.7 43 165 46 2.3 3.6 4.3 797 133 19 781 1.6 2.3 0 0 0 0 2 3 473 254 1.9 3.5 0 0 0 1 0 0 0 0 0 1 2 0 0 0 0 1 10 6 0 4 1 3 2 1 6 2 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 62nd Ave SW 62nd Ave SW 64th St SW 64th St TotalUR* Left Thru R*U R* Left 07:00 AM 13 27 11 0 7 51 1 Thru RgtURgtUR* Left Thru Rgt 253 1347 07:15 AM 11 31 15 0 10 63 8 21 1 00882230 309 1553 07:30 AM 15 44 16 0 13 0 4 33 7 0601010316 0 362 1719 07:45 AM 12 30 7 0 24 0 4 34 6716014115 7 0 423 1780 08:00 AM 7 39 15 0 158 36 0 2 3435777018 17518 52 15 0 59 18 0 459 15 0 475 160 28 0 43277120 1292 08:30 AM 12 44 9 0 142 31 0 8 4344901301008:15 AM 12 8171615238 49 8 0 42 10 0 423 3 0 394 0 5127760 3941373707231081801408:45 AM 17 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 208 60 0 R* Left Thru RgtU 72 0 2108 Heavy Trucks 4 8 4 4 640 152 0 32 23617636052072All Vehicles 48 4 16 4 761200128 16 4 Bicycles 0 0 0 0 4 0 0 0 0Pedestrians40 4 0 0 8 0 Stopped Buses Buses 111 LOCATION:SW 62nd Ave & SW 64th St PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-006 Wed, Sep 14, 2022 311 333 Peak-Hour: 04:30 PM - 05:30 PM 0.6 0.9 699 16 35 605 0.9 6.3 Peak 15-Minute: 04:30 PM - 04:45 PM 79 204 28 0.0 1.7Peak Hour Factor 113 0.95 501 0.9 1.2 3.60.0 0.5 5.8 2.3 119 282 34 0.0 0.7 5.9 180 51 69 175 2.2 3.9 0 0 0 1 1 1 324 435 2.2 0.9 0 1 0 3 0 1 2 0 0 5 0 0 0 1 1 0 1 6 0 1 1 2 4 0 2 2 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 62nd Ave SW 62nd Ave SW 64th St SW 64th St TotalUR* Left Thru R*U R* Left 04:00 PM 28 58 9 0 12 47 10 Thru RgtURgtUR* Left Thru Rgt 319 1472 04:15 PM 29 62 8 1 4 46 19 90 6 00721120 356 1522 04:30 PM 30 88 10 0 5 0 27 115 5 110013413 0 404 1531 04:45 PM 37 68 9 0 12 0 16 125 948190438 14 0 393 1511 05:00 PM 34 62 6 0 33 14 0 22 1107522304 14945 64 9 0 141 6 0 369 6 0 365 21 9 0 12650170 1125 05:30 PM 28 60 8 0 21 16 0 19 1251054200305:15 PM 18 76053512 58 9 0 113 3 0 384 3 0 376 0 22962270 3762614017106479210305:45 PM 36 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 352 40 0 R* Left Thru RgtU 56 0 1832 Heavy Trucks 0 4 4 4 152 64 0 88 5644021692020All Vehicles 148 8 12 0 4840444 20 28 Bicycles 0 0 4 0 4 0 0 4 4Pedestrians164 4 0 0 4 4 Stopped Buses Buses 112 LOCATION:SW 57th Ave/S Red Rd & US Hwy 1/S Dixie Hwy PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-007 Wed, Sep 14, 2022 559 610 Peak-Hour: 07:30 AM - 08:30 AM 2.9 1.1 1780 206 82 1836 0.8 1.9 Peak 15-Minute: 08:15 AM - 08:30 AM 113 446 0 2.4 0.8Peak Hour Factor 2791 0.96 1667 1.1 0.7 0.03.5 2.7 1.1 1.1 0 322 154 0.0 0.3 0.6 3117 120 87 2945 1.2 1.7 2 3 0 0 5 1 653 476 2.3 0.4 0 0 0 2 0 1 3 0 0 0 0 0 3 0 4 2 31 11 4 12 0 2 1 0 1 1 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 57th Ave/S Red Rd SW 57th Ave/S Red Rd US Hwy 1/S Dixie Hwy US Hwy 1/S Dixie Hwy TotalUR* Left Thru R*U R* Left 07:00 AM 0 85 26 0 0 130 13 Thru RgtURgtUR* Left Thru Rgt 1326 5709 07:15 AM 0 94 35 0 0 100 16 250 12 0020736380 1456 5881 07:30 AM 0 74 31 0 0 0 26 350 17 03304273326 1 1451 5988 07:45 AM 0 74 45 0 29 0 24 409 139119050710 18 0 1476 5945 08:00 AM 0 72 45 0 690 17 0 17 416010829062 588343 102 33 0 404 26 0 1498 25 0 1563 695 35 0 210125320 4385 08:30 AM 0 117 40 0 696 39 0 24 43801223305108:15 AM 0 28225059631 92 20 0 378 27 0 1408 24 0 1414 0 230108380 14145852603340301144806908:45 AM 0 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 408 180 0 R* Left Thru RgtU 104 4 6420 Heavy Trucks 0 4 4 0 2840 156 0 96 175205001320248All Vehicles 0 4 12 4 1323688484 24 28 Bicycles 0 8 0 0 4 0 0 8 20Pedestrians00 8 0 0 4 0 Stopped Buses Buses 113 LOCATION:SW 57th Ave/S Red Rd & US Hwy 1/S Dixie Hwy PROJECT ID:CITY/STATE:South Miami, FL DATE: 0 0 0 0 0 0 0 0 22-140412-007 Wed, Sep 14, 2022 800 715 Peak-Hour: 04:15 PM - 05:15 PM 0.5 1.3 2778 152 63 2572 1.4 0.7 Peak 15-Minute: 04:15 PM - 04:30 PM 394 406 0 0.0 1.5Peak Hour Factor 1610 0.97 2384 0.6 1.5 0.00.5 0.5 1.6 0.6 0 500 120 0.0 1.6 0.8 1856 94 125 1730 0.8 3.2 7 5 0 1 1 3 625 620 1.1 1.5 2 3 0 0 0 3 8 1 5 1 4 3 1 0 1 0 10 36 2 2 0 3 2 0 8 1 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count SW 57th Ave/S Red Rd SW 57th Ave/S Red Rd US Hwy 1/S Dixie Hwy US Hwy 1/S Dixie Hwy TotalUR* Left Thru R*U R* Left 04:00 PM 0 102 38 0 0 105 74 Thru RgtURgtUR* Left Thru Rgt 1432 5829 04:15 PM 0 117 34 0 0 122 20 597 19 0041414220 1505 5848 04:30 PM 0 142 39 0 0 0 37 614 11 09603041727 0 1498 5842 04:45 PM 0 121 22 0 25 1 28 612 169589032419 17 1 1394 5805 05:00 PM 0 120 25 0 381 22 0 25 563099101042 582747 119 28 0 595 19 0 1451 11 1 1499 393 20 0 340901080 4376 05:30 PM 0 115 31 0 460 30 0 26 58308911903305:15 PM 0 28772644220 106 32 0 597 11 0 1461 6 0 1416 0 200981010 14164142302858301039003105:45 PM 0 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R* Left Thru RgtU TotalFlowratesLeft Thru RgtU R* Left Thru Rgt 568 156 0 R* Left Thru RgtU 76 4 6304 Heavy Trucks 0 12 4 0 1676 108 4 148 245604884320188All Vehicles 0 8 56 0 124884168 48 52 Bicycles 8 4 0 0 0 0 0 16 20Pedestrians88 4 4 16 8 4 Stopped Buses Buses 114 Peak Season Conversion Factor 115 2021 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8701 MIAMI-DADE SOUTH MOCF: 0.92 WEEK DATES SF PSCF ================================================================================ 1 01/01/2021 - 01/02/2021 0.90 0.98 2 01/03/2021 - 01/09/2021 1.07 1.16 3 01/10/2021 - 01/16/2021 1.24 1.35 4 01/17/2021 - 01/23/2021 1.22 1.33 5 01/24/2021 - 01/30/2021 1.19 1.29 6 01/31/2021 - 02/06/2021 1.17 1.27 7 02/07/2021 - 02/13/2021 1.15 1.25 8 02/14/2021 - 02/20/2021 1.13 1.23 9 02/21/2021 - 02/27/2021 1.11 1.21 10 02/28/2021 - 03/06/2021 1.09 1.18 11 03/07/2021 - 03/13/2021 1.07 1.16 12 03/14/2021 - 03/20/2021 1.05 1.14 13 03/21/2021 - 03/27/2021 1.06 1.15 14 03/28/2021 - 04/03/2021 1.07 1.16 15 04/04/2021 - 04/10/2021 1.09 1.18 16 04/11/2021 - 04/17/2021 1.10 1.20 17 04/18/2021 - 04/24/2021 1.08 1.17 18 04/25/2021 - 05/01/2021 1.07 1.16 19 05/02/2021 - 05/08/2021 1.06 1.15 20 05/09/2021 - 05/15/2021 1.05 1.14 21 05/16/2021 - 05/22/2021 1.05 1.14 22 05/23/2021 - 05/29/2021 1.05 1.14 23 05/30/2021 - 06/05/2021 1.05 1.14 24 06/06/2021 - 06/12/2021 1.05 1.14 25 06/13/2021 - 06/19/2021 1.05 1.14 26 06/20/2021 - 06/26/2021 1.04 1.13 27 06/27/2021 - 07/03/2021 1.04 1.13 28 07/04/2021 - 07/10/2021 1.03 1.12 29 07/11/2021 - 07/17/2021 1.02 1.11 30 07/18/2021 - 07/24/2021 1.01 1.10 31 07/25/2021 - 07/31/2021 1.00 1.09 32 08/01/2021 - 08/07/2021 0.99 1.08 33 08/08/2021 - 08/14/2021 0.98 1.07 34 08/15/2021 - 08/21/2021 0.97 1.05 35 08/22/2021 - 08/28/2021 0.97 1.05 36 08/29/2021 - 09/04/2021 0.97 1.05 37 09/05/2021 - 09/11/2021 0.97 1.05 38 09/12/2021 - 09/18/2021 0.97 1.05 *39 09/19/2021 - 09/25/2021 0.95 1.03 *40 09/26/2021 - 10/02/2021 0.94 1.02 *41 10/03/2021 - 10/09/2021 0.92 1.00 *42 10/10/2021 - 10/16/2021 0.91 0.99 *43 10/17/2021 - 10/23/2021 0.91 0.99 *44 10/24/2021 - 10/30/2021 0.92 1.00 *45 10/31/2021 - 11/06/2021 0.92 1.00 *46 11/07/2021 - 11/13/2021 0.92 1.00 *47 11/14/2021 - 11/20/2021 0.92 1.00 *48 11/21/2021 - 11/27/2021 0.92 1.00 *49 11/28/2021 - 12/04/2021 0.91 0.99 *50 12/05/2021 - 12/11/2021 0.91 0.99 *51 12/12/2021 - 12/18/2021 0.90 0.98 52 12/19/2021 - 12/25/2021 1.07 1.16 53 12/26/2021 - 12/31/2021 1.24 1.35 * PEAK SEASON 08-MAR-2022 12:36:28 830UPD 6_8701_PKSEASON.TXT 116 Signal Timings 117 Print Date: 10/4/2021 3:57 PM Print Time: TOD Schedule Report for 3003: Sunset Dr&SW 62 Av IntersectionAsset PH 1 PH 8PH 7PH 6PH 5PH 4PH 2 PH 3 0 0 0 0 0 0 0 0 EBL WBT SBL NBT WBL EBT NBL SBT Splits 3003 Sunset Dr&SW 62 Av DOW-2 TOD N/A 0 0 0 Max 0N/A Active Maximum Active PhaseBank TOD SettingOffsetCyclePlan #Op Mode TOD Schedule RedYellowMax 2Max LimitMin InitialDon't WalkWalkPhase Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Veh Ext 1 0 0 5 3.4 3.505----0--500 32 30--3088--82.6 2.5 2.5-- 2 7 19 7 4 3197----19--777 0 30--302525--25111-- 3 0 0 5 3.7 2.705----0--500 20 15--1558--8222-- 4 5 19 7 4 2.9197----19--755 44 29--291220--203.5 2.5 2.5-- 5 0 0 5 3.4 2.705----0--500 17 15--15512--12222-- 6 7 19 7 4 3197----19--777 0 30--302525--25111-- 7 0 0 5 3.7 2.705----0--500 20 15--1558--8222-- 8 5 19 15 4 2.9197----19--755 44 29--291220--203.5 2.5 2.5-- unknownLast In Service Date: Permitted Phases 12345678 12345678Default External Permit 0 External Permit 1 External Permit 2 12-4-6-8 1234-678 12-4-6-8 Phase Bank 1Active Phase Bank: EBL WBT SBL NBT WBL EBT NBL SBT Page 1 of 3 118 Print Date: 10/4/2021 3:57 PM Print Time: TOD Schedule Report for 3003: Sunset Dr&SW 62 Av Cycle Current TOD Schedule Plan Ring Offset Offset Green Time 120 13 46 13 21 13 47 13 21 0 431 100 6 50 6 11 6 51 6 11 0 832 140 10 55 18 30 11 55 18 30 0 833 150 18 63 17 25 7 75 17 25 0 404 130 13 49 8 33 13 50 8 33 0 1115 180 18 83 16 36 11 91 16 36 0 216 90 8 33 6 16 6 36 6 16 0 197 220 16 125 16 36 16 126 16 36 0 648 80 8 21 6 18 8 22 6 18 0 5710 130 13 57 9 24 14 57 9 24 0 4611 120 23 43 6 21 13 54 6 21 0 6112 80 8 28 6 11 6 31 5 12 0 5113 140 13 61 13 26 13 62 13 26 0 12014 115 18 43 6 21 18 44 6 21 0 7115 115 18 43 6 21 18 44 6 21 0 7116 180 31 71 10 41 10 93 10 41 0 417 220 31 108 13 41 10 130 13 41 0 418 160 18 68 6 41 6 81 6 41 0 11519 180 23 92 7 31 13 103 7 31 0 1720 150 18 61 16 28 7 73 20 24 0 6921 180 23 92 7 31 13 103 7 31 0 7723 150 28 62 7 26 10 81 7 26 0 1725 DOWPlanTime Local TOD Schedule Free M T ThW0000 F 13 Su S0000 Free Su S0100 Free M T ThW0130 F Free Su S0200 10 M T ThW0530 F 17 M T ThW0600 F 11 Su S0630 18 M T ThW0700 F 23 M T ThW1000 F 21 Su S1000 20 M T ThW1100 F 6 M T ThW1500 F 8 M T ThW1600 F 19 M T ThW1900 F 2 M T ThW2000 3 Su S2000 42000 F 7 M T ThW2200 13 M T ThW2300 1 2 3 4 5 6 7 8 EBL WBT SBL NBT WBL NBL SBTEBT Day of WeekSettings *FunctionTime Local Time of Day Function TOD OUTPUTS --------SuM T W ThF S0000 TOD OUTPUTS -------- M T W ThF0625 TOD OUTPUTS -------- M T W ThF0930 Day of WeekSettings *FunctionTime Current Time of Day Function 0000 TOD OUTPUTS --------SuM T W ThF S 0625 TOD OUTPUTS -------- M T W ThF 0930 TOD OUTPUTS -------- M T W ThF 7 - X-PED OMIT 6 - EXTERNAL PERMIT 2 5 - EXTERNAL PERMIT 1 4 - Phase Bank 3, Max 2 3 - Phase Bank 3, Max 1 2 - Phase Bank 2, Max 2 1 - Phase Bank 2, Max 1 Blank - Plan - Phase Bank 1, Max 2 Blank - FREE - Phase Bank 1, Max 1 * Settings 8 - TBA Page 2 of 3 119 Print Date: 10/4/2021 3:57 PM Print Time: TOD Schedule Report for 3003: Sunset Dr&SW 62 Av No Calendar Defined/Enabled Page 3 of 3 120 121 SIGNAL OPERA TING PLAN ~· . Direction t;:.~ NB Ped Heads N • INB SB ""fiming Phases Head No. 1 6 I 512 I 2 I 3/8 8 I 7/4 4 PS P2 PB P4 Movements/Display/Actuation (1+5) Dwell <G R <GI R R R R R R DW DW OW ow EWLT C (1 +6) <G R <Y/R R R R R R ow ow DW ow ~~ 5u1--tst'! I . (2+5) <Y R <G/R R R R R R DW ow ow ow e a (2+6) <Y R <Y/R R R R R R ow DW DW ow (Actuated) r (1+6) Dwell <G G R R R R R R W/F ow ow ow e /lo C (2+6) <Y G R R R R R R ow OW ow ow ~: I S1.>NSe-T e 4: a (Actuated) r I I t-e----pc.,----=,,! (2+5) Dwell CR R <GIG G R R R R ow W/F ow ow I,.----P'l.--·-..... W/(3 C (2+6) (R R <Y/G G R R R R ow ow ow ow 2.. - I SLlN.SET e sF 0. a (Actuated) r (2+6) Dwell <t. G G G R R R R W/F W/F ow DW f<:f,---P2----.-.t F--/W C (3+7) < ll y y y R R R R DW ow ow DW 1. I (3+8) <t y y y R R R R ow ow ow ow > S\Jt-.lss, e _.>,. ,,,---- a (4+7) <R y y vi R R R R ow DW DW ow ~ /I, -(p (Recall) r (4+8) ( It y y y R R R R ow ow ow DW f4"-·---f'G.· ____ ,.. (3+7) Dwell <R R R R <G/R/ R' <G/R R ow ow ow ow 7 l3 NSL-"Ts (3+8) <R R R R <G/R R <Y/R R ow ow ow ow C (4+7) <R R R R <Y/R R <G/R R ow ow ow OW sw ~'2. ~\/ I e (4+8) <'R R R R <Y/R R <Y/R R ow ow ow ow a (1+5) DW ow ow OW l r <R R R R <Y/R R <Y/R R I (1+6) <R R R R <Y/R R <Y/R R ow ow ow ow 0 (2+5) <R R R R <Y/R R <Y/R R ow ow ow ow (Actuated) (2+6) <R R R R <Y/R R <Y/R R ow ow ow DW (3+8) Dwell <R I R R R <GIG G R R DW ow W/F ow if L s,e C (4+8) .eR R R R <Y/G G R R ow ow ow ow I I t e (1 +5) <R R R R <Y/Y y R R ow ow ow ow ; SW w2--,-.v a ow ow DW ow $1'~ 11/ r (1 +6) <R R R R <Y/Y y R R 3 (2+5) .lR R R R <Y/Y y R R ow DW ow ow I ~ I ' (Actuated) 0 (2+6) (R R R R <Y/Y y R R ow ow DW ow -Y'._ (4+7) Dwell <'.R R R R R R <GIGI G ow ow ow W/F 4-71i N/e, C (4+8) <R R R R R R <Y/G G ow ow ow ow I ! 7 J I e (1+5) (R R R R R R <Y/Y y ow ow ow ow l f SV,/ t~·z_ t,,,\J a (1 +6) ow ow ow ow ~r4 r (R R R R R R <Y/Y y I (2+5) (R R R R R R <Y/Y y DW ow ow ow l t I (Actuated) 0 {2+6) (R I RI R R R R <Y/Y y DW ow ow ow Ji. I (4+8) Dwell <R R R R G GI GI G ow ow W/F W/F l I 0 ~ I 4-N/s (1+5) (R R R R y y y y ow ow ow ow $n !3 l C ...... ! I sw tc,,t'v I (1+6) (R R R R y y y y DW ow ow OW .... 1 <fi4 e a (2+5) eR R R R y y y y ow ow ow ow : 8 7 I I r I I ( r->,c Tt,, A-Te'l) ) (2+6) (R R R R y y y y ow ow DW ow V ti lit. Flashing Operation f(R)F'f I F"fif'f FR FR I FRI FRI Page 1 of 1 Miami~Dade Countv Public Works Department Drawn Date SUNSET Dt2-ct SW &2 AV F. (.of,,..[) iLP.\.\\ 0 ou i'L !7 I 8/ c,3 Checked Da/ Placed in Service I Phasing No. Asset Number H . µt'/'4,lb...) Dtl., s .. g(3 Date; -5114 I"''""> By c -He ·12.... I '15 3cc3 QuadPPConcPeds Miami-Dade, FL TOD Schedule Report 3002 - US-1 & SW 72nd St./Sunset Dr. 2070-1C-Econolite Type-Cobalt 2/11/2021, 2:48 PM Phase Data Phase Direction Split Timing Plan Walk Ped Clear Min Green Max Green Vehicle Ext MAX 2 MAX 3 Yellow Red Clear 1 N - L 16 1 0 0 5 5 2 13 0 4.4 2 2 0 0 5 5 2 7 0 4.4 2 3 0 0 5 5 2 7 0 4.4 2 4 0 0 0 0 0 0 0 0 0 2 SW - T 121 1 7 30 7 40 1 0 0 4.4 3.6 2 7 30 7 40 1 40 0 4.4 3.6 3 7 30 7 40 1 40 0 4.4 3.6 4 0 0 0 0 0 0 0 0 0 4 W - T 43 1 5 27 12 16 3 35 0 4 4.9 2 5 27 12 16 2.5 30 0 4 4.9 3 5 27 12 16 2.5 30 0 4 4.9 4 0 0 0 0 0 0 0 0 0 5 SW - L 19 1 0 0 5 5 2 11 0 4.4 2 2 0 0 5 5 2 7 0 4.4 2 3 0 0 5 5 2 7 0 4.4 2 4 0 0 0 0 0 0 0 0 0 6 NE - T 118 1 7 30 7 40 1 0 0 4.4 3.6 2 7 30 7 40 1 40 0 4.4 3.6 3 7 30 7 40 1 40 0 4.4 3.6 4 0 0 0 0 0 0 0 0 0 8 E - T 43 1 5 27 12 16 3 35 0 4 4.9 2 5 27 12 16 2.5 30 0 4 4.9 3 5 27 12 16 2.5 30 0 4 4.9 4 0 0 0 0 0 0 0 0 0 Page 1 of 54DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/18652/PrintAll.html 122 Schedule - 1 Day of Week SUN MON TUE WED THU FRI SAT -X X X X -- Day Plan - 1 - Time of Day Action Plan Cycle Length Offset Phs Spl 1 Phs Spl 2 Phs Spl 4 Phs Spl 5 Phs Spl 6 Phs Spl 8 00:00:00 52 80 49 0 58 22 0 58 22 01:30:00 39 80 69 0 58 22 0 58 22 05:00:00 40 80 39 0 58 22 0 58 22 05:30:00 17 180 45 21 116 43 14 123 43 06:00:00 18 220 25 21 156 43 14 163 43 10:00:00 23 180 109 14 123 43 14 123 43 11:00:00 20 180 93 16 121 43 19 118 43 15:00:00 6 180 164 14 123 43 19 118 43 16:00:00 8 220 65 14 163 43 16 161 43 19:00:00 19 160 72 18 101 41 18 101 41 20:00:00 2 100 72 14 54 32 14 54 32 22:00:00 7 90 61 13 47 30 13 47 30 23:00:00 43 80 43 0 58 22 0 58 22 Schedule - 2 Day of Week SUN MON TUE WED THU FRI SAT -----X - Day Plan - 2 - Time of Day Action Plan Cycle Length Offset Phs Spl 1 Phs Spl 2 Phs Spl 4 Phs Spl 5 Phs Spl 6 Phs Spl 8 00:00:00 52 80 49 0 58 22 0 58 22 01:30:00 39 80 69 0 58 22 0 58 22 05:30:00 40 80 39 0 58 22 0 58 22 06:00:00 47 180 45 21 116 43 14 123 43 06:25:00 17 180 45 21 116 43 14 123 43 07:00:00 18 220 25 21 156 43 14 163 43 10:00:00 23 180 109 14 123 43 14 123 43 11:00:00 20 180 93 16 121 43 19 118 43 15:00:00 6 180 164 14 123 43 19 118 43 16:00:00 8 220 65 14 163 43 16 161 43 19:00:00 19 160 72 18 101 41 18 101 41 20:00:00 4 150 58 16 93 41 16 93 41 23:00:00 34 150 58 16 93 41 16 93 41 Schedule - 3 Day of Week SUN MON TUE WED THU FRI SAT X -----X Day Plan - 3 - Time of Day Action Plan Cycle Length Offset Phs Spl 1 Phs Spl 2 Phs Spl 4 Phs Spl 5 Phs Spl 6 Phs Spl 8 00:00:00 43 80 43 0 58 22 0 58 22 01:00:00 52 80 49 0 58 22 0 58 22 02:00:00 39 80 69 0 58 22 0 58 22 06:30:00 11 130 73 14 75 41 14 75 41 10:00:00 21 150 59 17 92 41 17 92 41 20:00:00 3 140 66 17 82 41 17 82 41 23:00:00 33 140 66 17 82 41 17 82 41 Action Plan Name Pattern Enabled Logic Processor Statements 52 22 N/A 39 9 N/A 40 10 N/A Page 2 of 54DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/18652/PrintAll.html 123 Miami-Dade, FL 3002 - US-1 & SW 72nd St./Sunset Dr. - 2070-1C - Econolite Type - Cobalt Coordination Options Options (MM) 3-1 Manual Pattern Auto ECPI Coord Yes System Source SYS System Format PTN Splits In Seconds Offsets In Seconds Transition Smooth Max Select MAXINH Dwell / Add Time 0 Delay Coord Wk- LZ No Force Off Fixed Offset Reference Lead Use Ped Time Yes Ped Recall No Ped Reservice Yes Local Zero Override Yes FO Added Ini Green No Re-sync Count 0 Multisync No Auto Perm Minimum Green (Seconds) (MM) 3-4 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Minimum Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Split Demand (MM) 3-5 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Demand 1 Demand 2 Demand 1 2 Detector 0 0 Call Time (Sec)0 0 Cycle Count 0 0 Page 14 of 54DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/18652/PrintAll.html 124 Coordinator Pattern # 8 Split Pattern 8 TS2 (Pat-Off)2-2 Splits In Seconds Cycle 220 Std (COS)89 Offsets In Seconds Offset Value 65s Dwell/Add Time 0 Actuated Coord No Timing Plan 1 Actuated Walk Rest No Sequence 1 Phase Reservice No Action Plan 0 Max Select None Force Off None Split Preference Phases Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Description N-L SW-T N W-T SW-L NE-T N E-T N N N N N N N N Splits (Split Pat 8)14 163 0 43 16 161 0 43 0 0 0 0 0 0 0 0 Pref 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pref 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring 1 2 3 4 Ring Split Ext 0 0 0 0 Ring Displacement -0 0 0 Split Sum 220s 220s 0s 0s Misc. Data Veh Perm 1 0 Veh Perm 2 0 Veh Perm 2 Disp 0 Split Demand Pat 1 0 Split Demand Pat 2 0 Crossing Arterial Pat 0 Split Pattern Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Coord Phase X X Vehicle Recall Pedestrian Recall Recall to Max. Time Omit Phase X X X X X X X X Special Funciton Outputs Coordinator Pattern # 9 Split Pattern 9 TS2 (Pat-Off)2-3 Splits In Seconds Cycle 80 Std (COS)97 Offsets In Seconds Offset Value 69s Dwell/Add Time 0 Actuated Coord No Timing Plan 1 Actuated Walk Rest No Sequence 1 Phase Reservice No Action Plan 0 Max Select None Force Off None Split Preference Phases Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Description N-L SW-T N W-T SW-L NE-T N E-T N N N N N N N N Splits (Split Pat 9)0 58 0 22 0 58 0 22 0 0 0 0 0 0 0 0 Pref 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pref 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring 1 2 3 4 Ring Split Ext 0 0 0 0 Ring Displacement -0 0 0 Split Sum 80s 80s 0s 0s Misc. Data Veh Perm 1 0 Veh Perm 2 0 Veh Perm 2 Disp 0 Split Demand Pat 1 0 Split Demand Pat 2 0 Crossing Arterial Pat 0 Split Pattern Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Coord Phase X X Vehicle Recall Pedestrian Recall Recall to Max. Time Omit Phase X X X X X X X X X X Special Funciton Outputs Page 19 of 54DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/18652/PrintAll.html 125 Coordinator Pattern # 18 Split Pattern 18 TS2 (Pat-Off)5-3 Splits In Seconds Cycle 220 Std (COS)217 Offsets In Seconds Offset Value 25s Dwell/Add Time 0 Actuated Coord No Timing Plan 1 Actuated Walk Rest No Sequence 1 Phase Reservice No Action Plan 0 Max Select None Force Off None Split Preference Phases Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Description N-L SW-T N W-T SW-L NE-T N E-T N N N N N N N N Splits (Split Pat 18)21 156 0 43 14 163 0 43 0 0 0 0 0 0 0 0 Pref 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pref 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring 1 2 3 4 Ring Split Ext 0 0 0 0 Ring Displacement -0 0 0 Split Sum 220s 220s 0s 0s Misc. Data Veh Perm 1 0 Veh Perm 2 0 Veh Perm 2 Disp 0 Split Demand Pat 1 0 Split Demand Pat 2 0 Crossing Arterial Pat 0 Split Pattern Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Coord Phase X X Vehicle Recall Pedestrian Recall Recall to Max. Time Omit Phase X X X X X X X X Special Funciton Outputs Coordinator Pattern # 19 Split Pattern 19 TS2 (Pat-Off)6-1 Splits In Seconds Cycle 160 Std (COS)225 Offsets In Seconds Offset Value 72s Dwell/Add Time 0 Actuated Coord No Timing Plan 1 Actuated Walk Rest No Sequence 1 Phase Reservice No Action Plan 0 Max Select None Force Off None Split Preference Phases Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Description N-L SW-T N W-T SW-L NE-T N E-T N N N N N N N N Splits (Split Pat 19)18 101 0 41 18 101 0 41 0 0 0 0 0 0 0 0 Pref 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pref 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring 1 2 3 4 Ring Split Ext 0 0 0 0 Ring Displacement -0 0 0 Split Sum 160s 160s 0s 0s Misc. Data Veh Perm 1 0 Veh Perm 2 0 Veh Perm 2 Disp 0 Split Demand Pat 1 0 Split Demand Pat 2 0 Crossing Arterial Pat 0 Split Pattern Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Coord Phase X X Vehicle Recall Pedestrian Recall Recall to Max. Time Omit Phase X X X X X X X X Page 28 of 54DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/18652/PrintAll.html 126 127 SIGNAL OPERATING PLAN ; Direction NE#b sw t3 £6 we Ped Heads N Timing Phases Head No. 1/6 6 5/2 I 2 I 8 1ss 4 P6 P2 P8 P4 Movements/Dis play/Actuation (1 +5) Dwell <G/R R <G/R R R R R DW DW ow DW )s( t-.lE"/5.:-..l L.7/,,, C (1+6) <G/R R <Y/R R R fl. R ow ow ow ow Vs--1 I (2+5) <Y/R R <G/R R R fl. R DW DW ow DW e a (2+6) <Y/R R <Y/R R R R.. R ow DW ow ow (Actuated) r (1+6) Dwell <GIG G R R R '< R W/F ow ow ow /✓ lvi,' ,-..tcB C (2+6) <Y/G G R R R t. R ow ow DW ow ., ll"::> -\ I , ~/;., e a (Actuated) r (2+5) Dwell R R <GIG G R 12. R ow W/F ow ow ~~:(/ s·,,v1.; C (2+6) R R <Y/G G R ~ R ow ow ow ow us-I I e a (Actuated) r (2+6) Dwell G G G G R R.. R W/F W/F ow ow ,, .,, / V'). ' / ',/ , t-JeB/Sw i?> C -r' / ,;>. I ·, / '. Jf.,/1 IA·'Y:i' (p .4 U:S-\ e /•:' ') J \ /' a -, }I / r ,, / ) /pu (Recall) (4+8) y y y y R I'{ R DW DW ow ow / J? Dwell C I e a r I 0 Dwell C I e a r I 0 Dwell C I e a r t a (4+8) Dwell R R R R G G, G ow ow W/F W/F f"4 ◄---0·---~ ){ ow ,f..4 0 EJIAI (1 +5) R R R R y y ow ow ow C ,.j. .J .. ,.,,-,----··---D I (1+6) R R R R y y y ow ow DW ow .$\J 1-\ SET "D 'L e (;I ~r a (2+5) R R R R y y y ow DW DW ow r n, ____ ,._..,.. 5s (ffCTV .q Te j) ) (2+6) R R R R y y y ow ow DW ow '11'· -·--~".80------_,,_ Flashing Operation F"( F'/ r:-y F'/ FR &:( I FR Page 1 of 1 Miami-Dade County Public Works Department Drawn Date SUNStT ])R.. a U5 ·-f 'F. i3AD/2../JrHf pq,,/L 4/1e/c'7- Checked Date Placed in Service Phasing No. Asset Number H. f1f.lZ,J.6-...,.o£l... 4-/r ~ !ol.. Date 4/1(:.,/o'-Byl C.-HoL 8 30b2 H!afQuadPPMainConcPeds Print Date: 10/4/2021 3:57 PM Print Time: TOD Schedule Report for 3004: Ludlam Rd&Sunset Dr IntersectionAsset PH 1 PH 8PH 7PH 6PH 5PH 4PH 2 PH 3 9 9 34 9 84 34 84 9 EBL WBT SBL NBT WBL EBT NBL SBT Splits 3004 Ludlam Rd&Sunset Dr DOW-2 TOD [07] NOON/LUNCH 160 70 1 Max 2N/A Active Maximum Active PhaseBank TOD SettingOffsetCyclePlan #Op Mode TOD Schedule RedYellowMax 2Max LimitMin InitialDon't WalkWalkPhase Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Veh Ext 1 0 0 5 4.4 205----0--500 15 12--1075--5222-- 2 7 14 7 4.4 2016----14--707 0 100--104032--32111-- 3 0 0 5 4 2.405----0--500 12 15--7710--5222-- 4 7 15 7 4 2.407----15--707 40 35--401625--142.5 3.5 2.5-- 5 0 0 5 4.4 205----0--500 15 12--1075--5222-- 6 7 14 7 4.4 2016----14--707 0 100--104032--32111-- 7 0 0 5 4 2.4010----0--500 12 15--7710--5222-- 8 7 15 7 4 2.407----15--707 40 35--401625--142.5 3.5 2.5-- unknownLast In Service Date: Permitted Phases 12345678 12345678Default External Permit 0 External Permit 1 External Permit 2 -234-6-8 -234-6-8 -234-6-8 Phase Bank 1Active Phase Bank: EBL WBT SBL NBT WBL EBT NBL SBT Cycle Current TOD Schedule Plan Ring Offset Offset Green Time 120 6 57 6 27 6 57 6 27 0 61 100 6 45 6 19 6 45 6 19 0 355 186 10 85 46 21 10 85 46 21 0 1006 160 9 84 9 34 9 84 9 34 0 707 150 8 49 49 20 8 49 49 20 0 468 180 7 76 43 30 7 76 48 25 0 12310 100 6 46 6 18 6 46 6 18 0 5411 141 7 83 6 21 7 83 6 21 0 014 180 6 111 6 33 6 111 6 33 0 12616 DOWPlanTime Local TOD Schedule Free Su M T ThW S0000F Free M T ThW0500 F 1 Su S0600 16 M T ThW0600 F 10 M T ThW0700 F 16 M T ThW0845 F 1 M T ThW1000 F 8 M T ThW1345 F 7 W1430 7 M T Th1530 F 5 M T ThW2000 F 1 2 3 4 5 6 7 8 EBL WBT SBL NBT WBL NBL SBTEBT Page 1 of 2 128 Print Date: 10/4/2021 3:57 PM Print Time: TOD Schedule Report for 3004: Ludlam Rd&Sunset Dr Day of WeekSettings *FunctionTime Local Time of Day Function TOD OUTPUTS -7---3--SuM T W ThF S0000 TOD OUTPUTS -7------Su S0600 TOD OUTPUTS ------2- M T W ThF0700 TOD OUTPUTS -7------ M T W ThF0845 TOD OUTPUTS ------2- M T W ThF1345 TOD OUTPUTS -7------ W1430 TOD OUTPUTS -7------ M T ThF1530 Day of WeekSettings *FunctionTime Current Time of Day Function 0000 TOD OUTPUTS -7---3--SuM T W ThF S 0700 TOD OUTPUTS ------2- M T W ThF 0845 TOD OUTPUTS -7------ M T W ThF 1345 TOD OUTPUTS ------2- M T W ThF 1530 TOD OUTPUTS -7------ M T ThF 7 - X-PED OMIT 6 - EXTERNAL PERMIT 2 5 - EXTERNAL PERMIT 1 4 - Phase Bank 3, Max 2 3 - Phase Bank 3, Max 1 2 - Phase Bank 2, Max 2 1 - Phase Bank 2, Max 1 Blank - Plan - Phase Bank 1, Max 2 Blank - FREE - Phase Bank 1, Max 1 * Settings 8 - TBA No Calendar Defined/Enabled Page 2 of 2 129 130 PHASE • <j)(lf-f:) (E+w)t__ 7:S 5vnse-/ /? . 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(l.. t:. 6-P1J w /Jw Iv ·rt~@l~ tP{'f-r·eJ f's,_C!,, I(_ fl y y I< fl y r PW Flt/ ,., FM I /V/s '6, l'+-S , -----L ... ,,,,, ~ 2-1~ '~ J \ " ' t ,_ _,;, ---3~ cv ✓~@ tr, ' J-i.,.' ✓ J Q: • ►@ ,c( I , \ j I -C4Jv--k,1) UJ Zif. _ .. - ~ .• ..J lilJ -__ u --...,._ ....... __ ,J . . ~-$ _·rl·t ____ . . . :· -. .. ···-·-. --~----•·. ... -··· .... . :-..... -.... Drown D0111 METROPOLITAN DADE COUNTY (__{;/W~ 111, i1 DEPARTMENT OF TRAFFIC ANO TRANSPORTATION . 'As,se:i' m)r..)odjt Check Dote . 77·7,J,t~ ¼0/4 Luci /&Vvv7 Rel {->vr1sd I}, .f7 Dlvl1lon Enolnee-r Dote S---o/. s;- . Pla,ced In Service Phasing Numbe.r ., ... ,.-.... : .. ,, ... ,-.. -•-:. ·.-,., ... .,_, .... ~.: .. :')cite: J/3/.l':2 4-·---·--- f 1 Centurion, Ariel From:Fleming, Brandon Sent:Friday, September 23, 2022 10:41 AM To:Centurion, Ariel Subject:RE: Baptist Kindred South Miami | Asset 3004 X-Ped Timings Hey Ariel, Walk 7 seconds Pedestrian Change 27 seconds XPED is active 0700 to 0845. Brandon S. Fleming, PE, PTOE, IMSA II Kimley-Horn |8201 Peters Road, Suite 2200, Plantation, FL 33324 Direct: 954 535 5118 From: Centurion, Ariel <Ariel.Centurion@kimley-horn.com> Sent: Wednesday, September 21, 2022 12:20 To: Fleming, Brandon <brandon.fleming@kimley-horn.com> Subject: Baptist Kindred South Miami | Asset 3004 X-Ped Timings Good afternoon, Could you please provide the timings for the exclusive pedestrian phase at the intersection of SW 67th Avenue and SW 72nd Street (Asset 3004)? I believe an x-ped phase runs from 0700 to 0845. Thank you, Ariel Ariel Centurion, E.I. Kimley-Horn |8201 Peters Road, Suite 2200, Plantation, FL 33324 Direct: 954-828-3297 | Main: 954-535-5100 Connect with us:Twitter |LinkedIn |Facebook |Instagram |Kimley-Horn.com 135 Miami-Dade, FL TOD Schedule Report 2999 - US-1 & SW 62nd Ave. 2070-1C-Econolite Type-Cobalt 2/11/2021, 1:29 PM Phase Data Phase Direction Split Timing Plan Walk Ped Clear Min Green Max Green Vehicle Ext MAX 2 MAX 3 Yellow Red Clear 1 NE - L 22 1 0 0 5 7 2 18 0 4.4 3.6 2 0 0 5 7 2 16 0 4.4 3.6 3 0 0 5 7 2 16 0 4.4 3.6 4 0 0 0 0 0 0 0 0 0 2 SW - T 125 1 7 25 7 50 1 0 0 4.4 3.7 2 7 25 7 50 1 50 0 4.4 3.7 3 7 25 7 50 1 50 0 4.4 3.7 4 0 0 0 0 0 0 0 0 0 4 N - T 33 1 5 25 7 12 3.5 45 0 4 4.3 2 5 25 7 12 2.5 25 0 4 4.3 3 5 25 7 12 2.5 25 0 4 4.3 4 0 0 0 0 0 0 0 0 0 5 SW - L 16 1 0 0 5 7 2 16 0 4.4 3.2 2 0 0 5 7 2 16 0 4.4 3.2 3 0 0 5 7 2 16 0 4.4 3.2 4 0 0 0 0 0 0 0 0 0 6 NE - T 131 1 7 25 7 50 1 0 0 4.4 3.7 2 7 25 7 50 1 50 0 4.4 3.7 3 7 25 7 50 1 50 0 4.4 3.7 4 0 0 0 0 0 0 0 0 0 8 S - T 33 1 0 0 7 12 3.5 45 0 4 4.3 2 0 0 7 12 2.5 25 0 4 4.3 3 0 0 7 12 2.5 25 0 4 4.3 4 0 0 0 0 0 0 0 0 0 Page 1 of 55DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/3604/PrintAll.html 136 Schedule - 1 Day of Week SUN MON TUE WED THU FRI SAT -X X X X -- Day Plan - 1 - Time of Day Action Plan Cycle Length Offset Phs Spl 1 Phs Spl 2 Phs Spl 4 Phs Spl 5 Phs Spl 6 Phs Spl 8 00:00:00 52 80 55 0 62 18 0 62 18 01:30:00 39 80 21 0 62 18 0 62 18 05:00:00 40 80 14 0 58 22 0 58 22 05:30:00 47 180 176 21 128 31 0 149 31 06:00:00 48 220 188 21 158 41 0 179 41 09:30:00 18 220 188 21 158 41 0 179 41 10:00:00 23 180 102 22 128 30 16 134 30 11:00:00 20 180 71 22 125 33 16 131 33 15:00:00 6 180 33 15 125 40 18 122 40 16:00:00 8 220 84 15 165 40 18 162 40 19:00:00 19 160 57 21 105 34 21 105 34 20:00:00 2 100 87 14 58 28 14 58 28 22:00:00 7 90 64 14 50 26 14 50 26 23:00:00 43 80 45 0 57 23 0 57 23 Schedule - 2 Day of Week SUN MON TUE WED THU FRI SAT -----X - Day Plan - 2 - Time of Day Action Plan Cycle Length Offset Phs Spl 1 Phs Spl 2 Phs Spl 4 Phs Spl 5 Phs Spl 6 Phs Spl 8 00:00:00 52 80 55 0 62 18 0 62 18 01:30:00 39 80 21 0 62 18 0 62 18 05:30:00 40 80 14 0 58 22 0 58 22 06:00:00 47 180 176 21 128 31 0 149 31 06:25:00 77 180 176 21 128 31 0 149 31 07:00:00 48 220 188 21 158 41 0 179 41 09:30:00 18 220 188 21 158 41 0 179 41 10:00:00 23 180 102 22 128 30 16 134 30 11:00:00 20 180 71 22 125 33 16 131 33 15:00:00 6 180 33 15 125 40 18 122 40 16:00:00 8 220 84 15 165 40 18 162 40 19:00:00 19 160 57 21 105 34 21 105 34 20:00:00 4 150 50 14 102 34 14 102 34 23:00:00 34 150 50 14 102 34 14 102 34 Schedule - 3 Day of Week SUN MON TUE WED THU FRI SAT X -----X Day Plan - 3 - Time of Day Action Plan Cycle Length Offset Phs Spl 1 Phs Spl 2 Phs Spl 4 Phs Spl 5 Phs Spl 6 Phs Spl 8 00:00:00 43 80 45 0 57 23 0 57 23 01:00:00 52 80 55 0 62 18 0 62 18 02:00:00 39 80 21 0 62 18 0 62 18 06:30:00 11 130 55 20 79 31 20 79 31 10:00:00 21 150 56 17 96 37 17 96 37 20:00:00 3 140 56 23 83 34 23 83 34 23:00:00 33 140 56 23 83 34 23 83 34 Action Plan Name Pattern Enabled Logic Processor Statements 52 22 N/A Page 2 of 55DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/3604/PrintAll.html 137 Miami-Dade, FL 2999 - US-1 & SW 62nd Ave. - 2070-1C - Econolite Type - Cobalt Coordination Options Options (MM) 3-1 Manual Pattern Auto ECPI Coord Yes System Source SYS System Format PTN Splits In Seconds Offsets In Seconds Transition Smooth Max Select MAXINH Dwell / Add Time 0 Delay Coord Wk- LZ No Force Off Fixed Offset Reference Lead Use Ped Time Yes Ped Recall No Ped Reservice Yes Local Zero Override Yes FO Added Ini Green No Re-sync Count 0 Multisync No Auto Perm Minimum Green (Seconds) (MM) 3-4 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Minimum Green 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Split Demand (MM) 3-5 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Demand 1 Demand 2 Demand 1 2 Detector 0 0 Call Time (Sec)0 0 Cycle Count 0 0 Page 14 of 55DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/3604/PrintAll.html 138 Coordinator Pattern # 8 Split Pattern 8 TS2 (Pat-Off)2-2 Splits In Seconds Cycle 220 Std (COS)89 Offsets In Seconds Offset Value 84s Dwell/Add Time 0 Actuated Coord No Timing Plan 1 Actuated Walk Rest No Sequence 1 Phase Reservice No Action Plan 0 Max Select None Force Off None Split Preference Phases Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Description NE-L SW-T N N-T SW-L NE-T N S-T N N N N N N N N Splits (Split Pat 8)15 165 0 40 18 162 0 40 0 0 0 0 0 0 0 0 Pref 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pref 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring 1 2 3 4 Ring Split Ext 0 0 0 0 Ring Displacement -0 0 0 Split Sum 220s 220s 0s 0s Misc. Data Veh Perm 1 0 Veh Perm 2 0 Veh Perm 2 Disp 0 Split Demand Pat 1 0 Split Demand Pat 2 0 Crossing Arterial Pat 0 Split Pattern Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Coord Phase X X Vehicle Recall Pedestrian Recall Recall to Max. Time Omit Phase X X X X X X X X Special Funciton Outputs Coordinator Pattern # 9 Split Pattern 9 TS2 (Pat-Off)2-3 Splits In Seconds Cycle 80 Std (COS)97 Offsets In Seconds Offset Value 21s Dwell/Add Time 0 Actuated Coord No Timing Plan 1 Actuated Walk Rest No Sequence 1 Phase Reservice No Action Plan 0 Max Select None Force Off None Split Preference Phases Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Description NE-L SW-T N N-T SW-L NE-T N S-T N N N N N N N N Splits (Split Pat 9)0 62 0 18 0 62 0 18 0 0 0 0 0 0 0 0 Pref 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pref 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring 1 2 3 4 Ring Split Ext 0 0 0 0 Ring Displacement -0 0 0 Split Sum 80s 80s 0s 0s Misc. Data Veh Perm 1 0 Veh Perm 2 0 Veh Perm 2 Disp 0 Split Demand Pat 1 0 Split Demand Pat 2 0 Crossing Arterial Pat 0 Split Pattern Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Coord Phase X X Vehicle Recall Pedestrian Recall Recall to Max. Time Omit Phase X X X X X X X X X X Special Funciton Outputs Page 19 of 55DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/3604/PrintAll.html 139 Coordinator Pattern # 18 Split Pattern 18 TS2 (Pat-Off)5-3 Splits In Seconds Cycle 220 Std (COS)217 Offsets In Seconds Offset Value 188s Dwell/Add Time 0 Actuated Coord No Timing Plan 1 Actuated Walk Rest No Sequence 1 Phase Reservice No Action Plan 0 Max Select None Force Off None Split Preference Phases Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Description NE-L SW-T N N-T SW-L NE-T N S-T N N N N N N N N Splits (Split Pat 18)21 158 0 41 0 179 0 41 0 0 0 0 0 0 0 0 Pref 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pref 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring 1 2 3 4 Ring Split Ext 0 0 0 0 Ring Displacement -0 0 0 Split Sum 220s 220s 0s 0s Misc. Data Veh Perm 1 0 Veh Perm 2 0 Veh Perm 2 Disp 0 Split Demand Pat 1 0 Split Demand Pat 2 0 Crossing Arterial Pat 0 Split Pattern Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Coord Phase X X Vehicle Recall Pedestrian Recall Recall to Max. Time Omit Phase X X X X X X X X X Special Funciton Outputs Coordinator Pattern # 19 Split Pattern 19 TS2 (Pat-Off)6-1 Splits In Seconds Cycle 160 Std (COS)225 Offsets In Seconds Offset Value 57s Dwell/Add Time 0 Actuated Coord No Timing Plan 1 Actuated Walk Rest No Sequence 1 Phase Reservice No Action Plan 0 Max Select None Force Off None Split Preference Phases Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Description NE-L SW-T N N-T SW-L NE-T N S-T N N N N N N N N Splits (Split Pat 19)21 105 0 34 21 105 0 34 0 0 0 0 0 0 0 0 Pref 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pref 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring 1 2 3 4 Ring Split Ext 0 0 0 0 Ring Displacement -0 0 0 Split Sum 160s 160s 0s 0s Misc. Data Veh Perm 1 0 Veh Perm 2 0 Veh Perm 2 Disp 0 Split Demand Pat 1 0 Split Demand Pat 2 0 Crossing Arterial Pat 0 Split Pattern Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Coord Phase X X Vehicle Recall Pedestrian Recall Recall to Max. Time Omit Phase X X X X X X X X Page 28 of 55DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/3604/PrintAll.html 140 Action Plan - 8 - "8" Pattern 8 Override Sys No Timing Plan 0 Sequence 1 Veh Detector Plan 0 Det Log None Flash No Red Rest No Veh Det Diag Plan 2 Ped Det Diag Plan 0 Dimming Enable No Pmt Veh Priority Ret No Pmt Ped Priority Ret No Pmt Queue Delay No Pmt Cond Delay No Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Spec Func (1-8) Aux Func (1-3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 ............... LP 16-30 ............... LP 31-45 ............... LP 46-60 ............... LP 61-75 ............... LP 76-90 ............... LP 91-100 .......... Action Plan - 9 - "9" Pattern 9 Override Sys No Timing Plan 0 Sequence 1 Veh Detector Plan 0 Det Log None Flash No Red Rest No Veh Det Diag Plan 2 Ped Det Diag Plan 0 Dimming Enable No Pmt Veh Priority Ret No Pmt Ped Priority Ret No Pmt Queue Delay No Pmt Cond Delay No Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Spec Func (1-8) Aux Func (1-3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 ............... LP 16-30 ............... LP 31-45 ............... LP 46-60 ............... LP 61-75 ............... LP 76-90 ............... LP 91-100 .......... Page 39 of 55DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/3604/PrintAll.html 141 Action Plan - 47 - "47" Pattern 17 Override Sys No Timing Plan 0 Sequence 1 Veh Detector Plan 0 Det Log None Flash No Red Rest No Veh Det Diag Plan 0 Ped Det Diag Plan 0 Dimming Enable No Pmt Veh Priority Ret No Pmt Ped Priority Ret No Pmt Queue Delay No Pmt Cond Delay No Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit X X Spec Func (1-8) Aux Func (1-3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 ............... LP 16-30 ............... LP 31-45 ............... LP 46-60 ............... LP 61-75 ............... LP 76-90 ............... LP 91-100 .......... Action Plan - 48 - "48" Pattern 18 Override Sys No Timing Plan 0 Sequence 1 Veh Detector Plan 0 Det Log None Flash No Red Rest No Veh Det Diag Plan 0 Ped Det Diag Plan 0 Dimming Enable No Pmt Veh Priority Ret No Pmt Ped Priority Ret No Pmt Queue Delay No Pmt Cond Delay No Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit X Spec Func (1-8) Aux Func (1-3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 ............... LP 16-30 ............... LP 31-45 ............... LP 46-60 ............... LP 61-75 ............... LP 76-90 ............... LP 91-100 .......... Page 50 of 55DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/3604/PrintAll.html 142 Schedule (MM) 5-4 Schedule Number - 1 Day Plan No.: 1 Month JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC X X X X X X X X X X X X Day (DOW)SUN MON TUE WED THU FRI SAT X X X X Day (DOM)1 2 3 4 5 6 7 8 9 10 11 X X X X X X X X X X X 12 13 14 15 16 17 18 19 20 21 22 X X X X X X X X X X X 23 24 25 26 27 28 29 30 31 X X X X X X X X X Schedule Number - 2 Day Plan No.: 2 Month JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC X X X X X X X X X X X X Day (DOW)SUN MON TUE WED THU FRI SAT X Day (DOM)1 2 3 4 5 6 7 8 9 10 11 X X X X X X X X X X X 12 13 14 15 16 17 18 19 20 21 22 X X X X X X X X X X X 23 24 25 26 27 28 29 30 31 X X X X X X X X X Schedule Number - 3 Day Plan No.: 3 Month JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC X X X X X X X X X X X X Day (DOW)SUN MON TUE WED THU FRI SAT X X Day (DOM)1 2 3 4 5 6 7 8 9 10 11 X X X X X X X X X X X 12 13 14 15 16 17 18 19 20 21 22 X X X X X X X X X X X 23 24 25 26 27 28 29 30 31 X X X X X X X X X Page 55 of 55DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/3604/PrintAll.html 143 144 SIGNAL OPERA TING PLAN fi Direction Nt:;;lb ~w t?;i s-e ,N lo Ped Heads N ~-• I ', Phase Head No. 1/6 I 6 I 512 I 2 I 8 i~ 4 'Pz P4 Drawing tf; (1+5) Dwell <G/R RI <G/R R R ~'" R ~w bW } ''i(· N_li:8/ Std(~ (1+6) <G/R RI <Y/R R R Y, R" t>vJ b'N C iP..~· J t1 S-\ I (2+5) <Y/R Rf <G/R R R ¼ R t,r,( ()1/\./ e RI <YtRI / Sf;;. a (2+6) <Y/R R R ¼ R !)\1} f'i\V (Actuated) r I ~ (1+6) Dwell <GIG[ GI R R R ll_/.,\> R blM tNI ) ,,, (., l-UP3 C (2+6) G! RI ¼ r,vii bW I <Y/G R R R ti-, .,,. us-I I I .;• / e / / I ✓/ a I I (Actuated) r I f (2+5) Dwell RI R; <GIGI G R K I R ~ t>W -.;ff :{:r ----✓--,//,,.,. -Sw 1:1 C (2+6) R I Rj <Y/G G R R I R tilt~ Ml/ I I ,.--~ ,.... vs-, I i e i '2. s.tl · e I ' (Actuated) r ! ,1 ... 4, (2+6) Dwell G G: G G I R (< I R W/P t:,v,! f'<!-,,.'#/ ..... / 1,./E,: (2, I ~~L\) i:, ; 0' _,,,.,.. / C ' ,,. _.# 1/ir ... <.,, V,:~ -l I i I& ,,··2 ~,,. 4, >/•' e i _f , a ..-., ~,~,,- (Recall) r v! I R. UV' (4+8) y y y R R PW ✓ ' Dwell I [ I I I ! i C I I I I ; e i a r ' ' t 0 I ' i I Dwell i i ' Dwell I C I I e a I r I i 0 I ~ (4+8) Dwell R RI R R G G G 't)\t-1 W/F JI . t:,t 4 RI l 4 I N_/S C (1+5) R R R y y y t;h1 lAt-.i 4 !\ ?; ~ !1P-1 ' l,v\( :::iw (p''J :..v I {1+6) R RI R R y V y t.\1.I e RI SR. 1// 'Tf.,:--s l"' : a (2+5) R R R y V y DIV b'r-i ' 8 \ . 'II r RI {,i\'{ ( A Crt;A"/t;;!) ) (2+6) R R R y ·v y 0\(./ tJ ! Flashing Operation F-"( f''( FY r'f FR F-~!. FR Page 1 of 1 Miami-Dade Countv Public Works Department Drawn Date US·-1 l $vV eoz. AV I=· if> AC 12-Ati,t fl "'iJ Q.... 0;2.e./0( Checked Dab Placed in Service Phasing No. Asset Number Ii . H€f<¼J~0 P~3<-II ?-Jl/ D l Date 1\ I ?.."'I I c \ By Hlb il:c H II ·z.Cf'ICf HalfQuadPPMalnNoPeds Print Date: 10/4/2021 6:58 PM Print Time: TOD Schedule Report for 4677: SW 62 Av&SW 70 St IntersectionAsset PH 1 PH 8PH 7PH 6PH 5PH 4PH 2 PH 3 0 0 0 0 0 0 0 0 -SBT -WBT SBL NBT -EBT Splits 4677 SW 62 Av&SW 70 St DOW-2 TOD Free 0 0 2 Max 1N/A Active Maximum Active PhaseBank TOD SettingOffsetCyclePlan #Op Mode TOD Schedule RedYellowMax 2Max LimitMin InitialDon't WalkWalkPhase Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Veh Ext 1 0 0 0 0 000----0--000 0 0--000--0000-- 2 7 19 16 4 21916----19--1677 0 30--03535--45111-- 3 0 0 0 0 000----0--000 0 0--000--0000-- 4 5 21 7 4 2217----21--755 23 18--01523--232.5 2.5 2.5-- 5 0 0 5 3.7 205----0--500 10 5--088--10222-- 6 7 19 16 4 21916----19--1677 0 30--03535--45111-- 7 0 0 0 0 000----0--000 0 0--000--0000-- 8 5 21 7 4 2217----21--755 23 18--01523--232.5 2.5 2.5-- unknownLast In Service Date: Permitted Phases 12345678 -2-456-8Default External Permit 0 External Permit 1 External Permit 2 -2-4-6-8 -2-4-6-8 -2-4-6-8 Phase Bank 2Active Phase Bank: - SBT - WBT SBL NBT - EBT Page 1 of 3 145 Print Date: 10/4/2021 6:58 PM Print Time: TOD Schedule Report for 4677: SW 62 Av&SW 70 St Cycle Current TOD Schedule Plan Ring Offset Offset Green Time 130 0 92 0 26 0 92 0 26 0 431 110 0 79 0 19 0 79 0 19 0 62 160 0 99 0 49 0 99 0 49 0 363 160 0 119 0 29 0 119 0 29 0 604 110 0 79 0 19 0 79 0 19 0 65 190 0 121 0 57 0 121 0 57 0 346 150 0 97 0 41 0 97 0 41 0 1337 90 0 59 0 19 0 59 0 19 0 759 100 0 69 0 19 0 69 0 19 0 010 120 0 89 0 19 0 89 0 19 0 3111 80 0 49 0 19 0 49 0 19 0 012 160 0 99 0 49 0 99 0 49 0 2014 160 0 99 0 49 0 99 0 49 0 3715 110 0 79 0 19 0 79 0 19 0 616 110 0 79 0 19 0 79 0 19 0 617 110 0 79 0 19 0 79 0 19 0 619 110 0 79 0 19 0 79 0 19 0 620 160 0 99 0 49 0 99 0 49 0 2023 160 0 99 0 49 0 99 0 49 0 2024 DOWPlanTime Local TOD Schedule Flash Su M T ThW S0000F Free Su M T ThW S0500F 1 2 3 4 5 6 7 8 -SBT -WBT SBL -EBTNBT Day of WeekSettings *FunctionTime Local Time of Day Function TOD OUTPUTS --------SuM T W ThF S0000 TOD OUTPUTS ------2-SuM T W ThF S0500 TOD OUTPUTS -------1 SuM T W ThF S0630 TOD OUTPUTS ------2-SuM T W ThF S1900 Day of WeekSettings *FunctionTime Current Time of Day Function 0000 TOD OUTPUTS --------SuM T W ThF S 0500 TOD OUTPUTS ------2-SuM T W ThF S 0630 TOD OUTPUTS -------1 SuM T W ThF S 1900 TOD OUTPUTS ------2-SuM T W ThF S 7 - X-PED OMIT 6 - EXTERNAL PERMIT 2 5 - EXTERNAL PERMIT 1 4 - Phase Bank 3, Max 2 3 - Phase Bank 3, Max 1 2 - Phase Bank 2, Max 2 1 - Phase Bank 2, Max 1 Blank - Plan - Phase Bank 1, Max 2 Blank - FREE - Phase Bank 1, Max 1 * Settings 8 - TBA Page 2 of 3 146 Print Date: 10/4/2021 6:58 PM Print Time: TOD Schedule Report for 4677: SW 62 Av&SW 70 St No Calendar Defined/Enabled Page 3 of 3 147 148 SIGNAL OPERATING PLAN . Direction EB WB SB NB Ped Heads N Timing Phases Head No. 6 5/2 2 8 4 P6 P2 P8 P4 Movements/Display/Actuation (2+5) Dwell R <GIG G R R DW W/F ow ow p/ .i it SB C (2+6) R G R R DW DW ow DW I <Y/G SW 62Av e : 2 2 5/2 a ., (Actuated) r (2+6) Dwell G G G R R W/F W/F ow ow +-tl: 6 + N/S -C (4+8} y y y R R DW DW ow ow ,...-: ,.._ 6 ' I . i 2 2 5/2 .. 1 r,p. J:6 SW62Av e (Recall) a r P2 (4+8) Dwell R R R G G DW OW W/F W/F ◄--.--► E/W (2+5) R R R y y DW DW ow DW P4 4 ~ 4~ (2+6) R R R y y DW ow DW DW ----o C • 8 t I 4 Q.---e [1----,-J,> 8 a .. 8 r SW 64St (Actuated) ◄--®pij ► Flashing Operation FY FY FY FR FR Page 1 of 1 Miami-Dade County Public Works Department Drawn Date Fl.Marin 3/3/2011 SW 62 Av & SW 70 St ~hecked Date P aced 1n Service Pnasing No. Asset Number f--J. ~~-t r:u),.A i--) D f;I_. 3(i,/ \t Date r-l8 -II By 5U l l 2 4677 , -·-"' "v' -•- Print Date: 10/4/2021 6:57 PM Print Time: TOD Schedule Report for 4674: SW 62 Av&SW 64 St IntersectionAsset PH 1 PH 8PH 7PH 6PH 5PH 4PH 2 PH 3 4 0 34 0 29 34 19 0 NBL SBT -WBT -NBT -EBT Splits 4674 SW 62 Av&SW 64 St DOW-2 TOD [10] PRE-PM PEAK 75 60 3 Max 2N/A Active Maximum Active PhaseBank TOD SettingOffsetCyclePlan #Op Mode TOD Schedule RedYellowMax 2Max LimitMin InitialDon't WalkWalkPhase Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Veh Ext 1 0 0 5 3.7 2.305----0--500 10 15--5510--10222-- 2 7 15 7 4 2.3016----15--707 0 30--333033--30111-- 3 0 0 0 0 000----0--000 0 0--000--0000-- 4 7 15 7 4 2.207----15--707 45 45--481248--453.5 8 3.5-- 5 0 0 0 0 000----0--000 0 0--000--0000-- 6 7 15 7 4 2.3016----15--707 0 30--333033--30111-- 7 0 0 0 0 000----0--000 0 0--000--0000-- 8 7 15 7 4 2.207----15--707 45 45--481248--453.5 8 3.5-- unknownLast In Service Date: Permitted Phases 12345678 1234-6-8Default External Permit 0 External Permit 1 External Permit 2 -234-6-8 -234-6-8 -234-6-8 Phase Bank 3Active Phase Bank: NBL SBT - WBT - NBT - EBT Page 1 of 3 149 Print Date: 10/4/2021 6:57 PM Print Time: TOD Schedule Report for 4674: SW 62 Av&SW 64 St Cycle Current TOD Schedule Plan Ring Offset Offset Green Time 130 21 65 0 26 0 92 0 26 0 61 120 26 55 0 21 0 87 0 21 0 62 160 8 85 0 49 0 99 0 49 0 363 95 4 19 0 54 0 29 0 54 0 344 130 6 65 0 41 0 77 0 41 0 65 190 15 100 0 57 0 121 0 57 0 346 120 28 50 0 24 0 84 0 24 0 337 120 26 32 0 44 0 64 0 44 0 08 90 8 25 0 39 0 39 0 39 0 509 75 4 19 0 34 0 29 0 34 0 6010 120 24 44 0 34 0 74 0 34 0 3111 80 6 24 0 32 0 36 0 32 0 012 75 6 19 0 32 0 31 0 32 0 3114 160 9 84 0 49 0 99 0 49 0 3715 110 26 37 0 29 0 69 0 29 0 3116 110 28 35 0 29 0 69 0 29 0 617 65 6 19 0 22 0 31 0 22 0 4318 65 6 19 0 22 0 31 0 22 0 4319 110 18 45 0 29 0 69 0 29 0 620 65 6 19 0 22 0 31 0 22 0 4321 65 6 19 0 22 0 31 0 22 0 4322 160 8 85 0 49 0 99 0 49 0 2023 160 5 88 0 49 0 99 0 49 0 2024 DOWPlanTime Local TOD Schedule Flash Su M T ThW S0000F Free M T ThW0530 F 18 Su S0600 4 M T ThW0730 F Free Su S0900 5 M T ThW0930 F 8 M T ThW S1330F 10 W1430 10 M T Th1530 F 14 M T ThW1900 F 16 M T ThW2200 F 1 2 3 4 5 6 7 8 NBL SBT -WBT --EBTNBT Day of WeekSettings *FunctionTime Local Time of Day Function TOD OUTPUTS -7------SuM T W ThF S0000 TOD OUTPUTS -7--4---SuM T W ThF S0530 TOD OUTPUTS ------2- M T W ThF0730 TOD OUTPUTS -7--4--- M T W ThF0930 TOD OUTPUTS ------2- M T W ThF1330 TOD OUTPUTS -7--4--- W1430 TOD OUTPUTS -7--4--- M T ThF1530 Day of WeekSettings *FunctionTime Current Time of Day Function 0000 TOD OUTPUTS -7------SuM T W ThF S 0530 TOD OUTPUTS -7--4---SuM T W ThF S 0730 TOD OUTPUTS ------2- M T W ThF 0930 TOD OUTPUTS -7--4--- M T W ThF 1330 TOD OUTPUTS ------2- M T W ThF 1530 TOD OUTPUTS -7--4--- M T ThF 7 - X-PED OMIT 6 - EXTERNAL PERMIT 2 5 - EXTERNAL PERMIT 1 4 - Phase Bank 3, Max 2 3 - Phase Bank 3, Max 1 2 - Phase Bank 2, Max 2 1 - Phase Bank 2, Max 1 Blank - Plan - Phase Bank 1, Max 2 Blank - FREE - Phase Bank 1, Max 1 * Settings 8 - TBA Page 2 of 3 150 Print Date: 10/4/2021 6:57 PM Print Time: TOD Schedule Report for 4674: SW 62 Av&SW 64 St No Calendar Defined/Enabled Page 3 of 3 151 152 SIGNAL OPERATING PLAN Direction EB WB SB NB Ped Heads N fi Timing Phases Head No. 1/6 6 2 8 SR 4 P6 P2 PS P4 Movements/Display/Actuation (1+6) Dwell <GIG G R R RIG> R DW DW DW DW 6 NB C (2+6) DW DW DW DW 6 I <Y/G G R R RN, R er; ti SW 62Av \ e (Actuated) a BR 1 r (2+6) Dwell G G G R R R DW DW DW DW A!-: i. 't .:. N/S C X-Ped y y V R R R DW DW DW DW I SW 62Av e (4+8) y y y R R R DW DW DW DW 2 I I (Actuated) a I I I r Xped Dwell R R R R R R W/F W/F W/F W/F .. ◄--1--►+, C (4+8) R R R R R R DW DW DW DW ' ' I P2 C,, , e (1+6) DW DW DW DW P6 R R R R R R 'f'◄--.--..+-a r (2+6) R R R R R R DW DW DW DW PB (4+8) Dwell R R R G G G DW DW DW DW E/W (1+6) R R R V y y DW DW DW DW 4~ ◄=L---0 (2+6) R R R y y y DW DW ow DW 4 ----o C ♦B t I 0----4 e D----l" 8 a ~ r ... 8 SW64St (Actuated) PEDS Have a Dual Mode Operation (XPED or CONCURRENT). Please, see Timing. Shown Here is the Exclusive Only Flashing Operation F<R FY FY FR FR Page 1 of 1 Miami-Dade Countv Public Works Department Drawn Date R.Marin 3/3/2011 SW 62Av &SW 64 St Checked Dat~ I Placed in Service I Phasing No. Asset Number J.;J. lK/h.J t .,._; l7 D--3,:;, l\ Date By I 2 4674 ---·-· -···-·'" _______ , ___ -.... 1 Centurion, Ariel From:Fleming, Brandon Sent:Tuesday, July 19, 2022 7:54 AM To:Centurion, Ariel Cc:Rairden, Ian Subject:RE: SW 68th Street Mixed Use | Exclusive Pedestrian Phase Timings Hey, Good Morning. Yes, XPED occurs at this Asset: · Monday-Friday · 0730 hours-0930 hours; 1330 hours-1530 hours Walk = 7 seconds Ped Change = 15 seconds Red Clear = 0.0 seconds Splits when XPED is Active Plan Φ1 Φ2 Φ4 Φ6 Φ8 XPED 4 11 24 38 35 38 22 10 32 32 34 64 34 22 -Brandon From: Centurion, Ariel <Ariel.Centurion@kimley-horn.com> Sent: Monday, July 18, 2022 18:38 To: Fleming, Brandon <brandon.fleming@kimley-horn.com> Cc: Rairden, Ian <Ian.Rairden@kimley-horn.com> Subject: SW 68th Street Mixed Use | Exclusive Pedestrian Phase Timings Good evening, Could you please confirm if an exclusive pedestrian phase operates at Asset 4674 (SW 62nd Avenue and SW 64th Street) from 0730 to 0930? If so, could you also provide the timings for this phase and phases whose timings are affected by the exclusive pedestrian phase? Thank you, Ariel Ariel Centurion, E.I. Kimley-Horn |8201 Peters Road, Suite 2200, Plantation, FL 33324 Direct: 954-828-3297 | Main: 954-535-5100 Connect with us:Twitter |LinkedIn |Facebook |Instagram |Kimley-Horn.com 153 Miami-Dade, FL TOD Schedule Report 2998 - US-1 & SW 57th Ave./Red Rd. 2070 1C-Econolite Type-Cobalt 2/11/2021, 2:28 PM Phase Data Phase Direction Split Timing Plan Walk Ped Clear Min Green Max Green Vehicle Ext MAX 2 MAX 3 Yellow Red Clear 1 NE - L 30 1 0 0 5 7 3 40 0 4.8 2 2 0 0 5 7 2 15 0 4.8 2 3 0 0 5 7 2 15 0 4.8 2 4 0 0 0 0 0 0 0 0 0 2 SW - T 114 1 7 30 7 40 2.5 0 0 4.8 2 2 7 30 7 40 2.5 40 0 4.8 2 3 7 30 7 40 2.5 40 0 4.8 2 4 0 0 0 0 0 0 0 0 0 4 N - T 36 1 5 32 7 15 3.5 45 0 4 3 2 5 32 7 15 2.5 21 0 4 3 3 5 32 7 15 2.5 21 0 4 3 4 0 0 0 0 0 0 0 0 0 5 SW - L 26 1 0 0 5 7 3 22 0 4.8 2 2 0 0 5 7 2 12 0 4.8 2 3 0 0 5 7 2 12 0 4.8 2 4 0 0 0 0 0 0 0 0 0 6 NE - T 118 1 7 30 7 40 2.5 0 0 4.8 2 2 7 30 7 40 2.5 40 0 4.8 2 3 7 30 7 40 2.5 40 0 4.8 2 4 0 0 0 0 0 0 0 0 0 8 S - T 36 1 5 32 7 15 3.5 45 0 4 3 2 5 32 7 15 2.5 21 0 4 3 3 5 32 7 15 2.5 21 0 4 3 4 0 0 0 0 0 0 0 0 0 Page 1 of 57DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/8980/PrintAll.html 154 Schedule - 1 Day of Week SUN MON TUE WED THU FRI SAT -X X X X -- Day Plan - 1 - Time of Day Action Plan Cycle Length Offset Phs Spl 1 Phs Spl 2 Phs Spl 4 Phs Spl 5 Phs Spl 6 Phs Spl 8 00:00:00 22 85 32 20 44 21 20 44 21 01:30:00 9 85 38 15 44 26 15 44 26 05:00:00 10 80 5 16 44 20 16 44 20 05:30:00 47 180 68 44 95 41 13 126 41 06:00:00 48 220 73 44 130 46 13 161 46 08:55:00 88 220 73 44 130 46 13 161 46 10:00:00 23 180 101 30 113 37 23 120 37 11:00:00 20 180 103 30 114 36 26 118 36 15:00:00 6 180 101 15 124 41 29 110 41 16:00:00 38 220 47 15 154 51 29 140 51 19:00:00 49 160 100 30 94 36 23 101 36 20:00:00 2 100 52 24 44 32 19 49 32 22:00:00 7 90 15 13 44 33 13 44 33 23:00:00 13 85 32 13 44 28 13 44 28 Schedule - 2 Day of Week SUN MON TUE WED THU FRI SAT -----X - Day Plan - 2 - Time of Day Action Plan Cycle Length Offset Phs Spl 1 Phs Spl 2 Phs Spl 4 Phs Spl 5 Phs Spl 6 Phs Spl 8 00:00:00 22 85 32 20 44 21 20 44 21 01:30:00 9 85 38 15 44 26 15 44 26 05:00:00 10 80 5 16 44 20 16 44 20 05:30:00 47 180 68 44 95 41 13 126 41 06:00:00 48 220 73 44 130 46 13 161 46 08:55:00 88 220 73 44 130 46 13 161 46 10:00:00 23 180 101 30 113 37 23 120 37 11:00:00 20 180 103 30 114 36 26 118 36 15:00:00 6 180 101 15 124 41 29 110 41 16:00:00 38 220 47 15 154 51 29 140 51 19:00:00 49 160 100 30 94 36 23 101 36 20:00:00 4 150 51 28 80 42 28 80 42 Schedule - 3 Day of Week SUN MON TUE WED THU FRI SAT X -----X Day Plan - 3 - Time of Day Action Plan Cycle Length Offset Phs Spl 1 Phs Spl 2 Phs Spl 4 Phs Spl 5 Phs Spl 6 Phs Spl 8 00:00:00 13 85 32 13 44 28 13 44 28 01:00:00 22 85 32 20 44 21 20 44 21 02:00:00 9 85 38 15 44 26 15 44 26 06:30:00 11 130 81 24 73 33 24 73 33 10:00:00 21 150 58 26 85 39 26 85 39 20:00:00 3 140 43 26 74 40 26 74 40 Action Plan Name Pattern Enabled Logic Processor Statements 22 22 N/A 9 9 N/A 10 10 N/A 47 17 N/A Page 2 of 57DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/8980/PrintAll.html 155 Miami-Dade, FL 2998 - US-1 & SW 57th Ave./Red Rd. - 2070 1C - Econolite Type - Cobalt Coordination Options Options (MM) 3-1 Manual Pattern Auto ECPI Coord Yes System Source SYS System Format PTN Splits In Seconds Offsets In Seconds Transition Smooth Max Select MAXINH Dwell / Add Time 0 Delay Coord Wk- LZ No Force Off Fixed Offset Reference Lead Use Ped Time Yes Ped Recall No Ped Reservice Yes Local Zero Override Yes FO Added Ini Green No Re-sync Count 0 Multisync No Auto Perm Minimum Green (Seconds) (MM) 3-4 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Minimum Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Split Demand (MM) 3-5 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Demand 1 Demand 2 Demand 1 2 Detector 0 0 Call Time (Sec)0 0 Cycle Count 0 0 Page 12 of 57DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/8980/PrintAll.html 156 Action Plan - 30 - "30" Pattern 30 Override Sys No Timing Plan 1 Sequence 0 Veh Detector Plan 0 Det Log None Flash No Red Rest No Veh Det Diag Plan 0 Ped Det Diag Plan 0 Dimming Enable No Pmt Veh Priority Ret No Pmt Ped Priority Ret No Pmt Queue Delay No Pmt Cond Delay No Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Spec Func (1-8) Aux Func (1-3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 ............... LP 16-30 ............... LP 31-45 ............... LP 46-60 ............... LP 61-75 ............... LP 76-90 ............... LP 91-100 .......... Action Plan - 38 - "38" Pattern 8 Override Sys No Timing Plan 1 Sequence 1 Veh Detector Plan 0 Det Log None Flash No Red Rest No Veh Det Diag Plan 2 Ped Det Diag Plan 0 Dimming Enable No Pmt Veh Priority Ret No Pmt Ped Priority Ret No Pmt Queue Delay No Pmt Cond Delay No Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Spec Func (1-8)X Aux Func (1-3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 ............... LP 16-30 ............... LP 31-45 ............... LP 46-60 ............... LP 61-75 ............... LP 76-90 ............... LP 91-100 .......... Page 51 of 57DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/8980/PrintAll.html 157 Action Plan - 47 - "47" Pattern 17 Override Sys No Timing Plan 1 Sequence 1 Veh Detector Plan 0 Det Log None Flash No Red Rest No Veh Det Diag Plan 2 Ped Det Diag Plan 0 Dimming Enable No Pmt Veh Priority Ret No Pmt Ped Priority Ret No Pmt Queue Delay No Pmt Cond Delay No Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall X Max 2 Max 3 CS Inhibit Omit Spec Func (1-8) Aux Func (1-3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 ............... LP 16-30 ............... LP 31-45 ............... LP 46-60 ............... LP 61-75 ............... LP 76-90 ............... LP 91-100 .......... Action Plan - 48 - "48" Pattern 18 Override Sys No Timing Plan 1 Sequence 1 Veh Detector Plan 0 Det Log None Flash No Red Rest No Veh Det Diag Plan 2 Ped Det Diag Plan 0 Dimming Enable No Pmt Veh Priority Ret No Pmt Ped Priority Ret No Pmt Queue Delay No Pmt Cond Delay No Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall X Max 2 Max 3 CS Inhibit Omit Spec Func (1-8)X Aux Func (1-3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 ............... LP 16-30 ............... LP 31-45 ............... LP 46-60 ............... LP 61-75 ............... LP 76-90 ............... LP 91-100 .......... Page 52 of 57DB Editor Report 2/11/2021file:///C:/Users/T670041/AppData/Roaming/Econolite/Prints/8980/PrintAll.html 158 159 Timing Phases (1+5) NE/SWL US1 (Actuated) (1 +6) NEB US-1 (Actuated) (2+5) SWB US-1 (Actuated) (2+6) NE/SW US1 (Recall) (4+8) N/S SW 57 Av (Actuated) Direction Head No. Dwell C (1+6) I e (2+5) a r (2+6) Dwell C (2+6) I e a r Dwell C (2+6}' I e a r Dwell (3+7) C (3+8) I e {4+7) a r (4+8) Dwell C I e a r t 0 Dwell Dwell C I e a r t 0 Dwell (1+5) {1+6} C (2+5) I e (2+6) a r Flashing Operation Drawn R. Marin SIGNAL OPERATING PLAN u NEB SWB SB NB Ped Heads N 1/6 6 5/2 2 I 4 8 . 8R P6 P2 P8 P4 Movements/Display/Actuation <G/R R <G/R R R R RIG> OW ow OW OW 512f <G/R R <Y/R R R R RIG> OW OW OW OW <Y/R R <G/R R R R R/Y> ow OW OW OW a~;;J <Y/R R <Y/R R R R R/Y> OW OW OW OW <GIG G R R R R RIG> W/F ow OW OW 1 + 6 6 1/6 11 <Y/G G R R R R R/Y> OW OW OW OW BR )#/P6 R R <GIG G R R R OW W/F OW OW P2 11~( R R <Y/G G R R R ow ow OW OW v:: 5/2 2 G G G G R R R W/F W/F ow OW y y y y R R R OW ow OW OW P20/"1/ // y y y y R R R OW ow OW OW J.! y 2 /\~N6; y y y y R R R OW ow OW OW y y y y R R R OW ow OW OW 2 f / ,/ J.! P6 R R R R G G G OW OW W/F W/F R R R R y y y ow OW OW OW A R R R R y y y OW OW OW OW I I R R R R y y y OW OW ow ow I 0 R R R R y y y OW OW OW OW: FY FY FY FY FR FR FR Miami-Dade County Public Works Department Dat~ , . Placed m Service Phasing No. Llfl(,i/~ Date 4-L1-/'f By Vl~.5?.e1t;;,,_ 10 I r I I T P8 Page 1 of "'2.__ Asset Number 2998 160 Timing Phases (1+5) NE/SWL US1 (Actuated) (1+6) NEB US-1 (Actuated) (2+5) SWB US-1 (Actuated) (2+6) NE/SW US1 (Recall) (4+8) N/S SW 57 Av (Actuated) SIGNAL OPERA TING PLAN Direction NEB SWB SB NB Ped Heads D N Head No. 1/6 6 5/2 2 4 8 BR P6 P2 PB P4 Movements/Display/Actuation C I e a r C I e a r C I e a r C I e a r C I e a r t 0 C I e a r t 0 C I e a r Dwell (1 +6) (2+5) (2+6) Dwell (2+6) Dwell (2+6) Dwell (4+8) (1 +5) (1+6) (2+5) Dwell Dwell Dwell Dwell (1 +5) (1+6) (2+5) <G R <G R <Y R <Y R <G G <Y G <R R <R R <R G <R y <R y <R y <R y R R R R R R R R R R <G <Y <G <Y <R <R <G <Y <R <R <R <R <R R R R R R R R R R R R G G G y y y y R R R R R R R R R R R R R R R R R R G y y y y R R R R R R R R R R R R R G y y y y RIG> ow ow ow ow J 5/2f RIG> ow ow ow ow R/Y> ow ow ow ow BR ;;J R/Y> ow ow ow ow RIG> W/F ow ow ow J + 6 6 R/Y> ow ow ow ow SR 1/6~ //;6 d i R ow W/F ow ow P2 11~( R ow ow ow ow // 5/2 l?-2 2 R W/F W/F ow ow R ow ow ow ow P2/(//"l/ R ow ow ow ow ~ 6 6 R ow ow ow ow 22 &:6 R ow ow ow ow G OW OW W/F W/F Y OW OW DW DW 6 71 (2+6) ~ ~: ~: ~: ~: t )□□:, .~ 4..4 .. pf Y DW DW DW DW : I,:' '1 ? ~-~------------~------------, I ---------"------------------1---1---i SR ,, ,, ' D I] T -----------------------------PS 8 8 Flashing Operation FY FY FY FY FR FR FR Page 2 of 2 Miami-Dade County Public Works Department Drawn R. Marin Red Rd & US-1 C.hecked Date , Placed in Service , NI k°'./:, !,1 /_J,;cn.-..J,r;,. \,_;o/:·::__ l/}1 (,,,II --+· Date "7 ,... 2 J -I 'I By v~oc-:~Gy Phasing No. 10 ' ' Asset Number 2998 Appendix D Growth Rate Calculations and Committed Developments 161 FDOT Historical Growth Trends 162 5-year R-squared 10-year R-squared 5-year R-squared 10-year R-squared 5-year R-squared 10-year R-squared 0127 SR-5/US-1 - 400' East of SW 57th Avenue 0.41%2.38%-0.95%33.32%0.45%2.57%-0.99%33.14%0.83%9.16%-0.92%26.49% 0164 SR-5/US-1 - 200' South of SW 80th Street 2.96%47.31%-1.42%27.59%2.84%48.11%-1.51%27.04%2.87%46.48%-1.54%26.92% 8252 SW 59th Place - 100' South of SW 71st Street 1.33%9.85%N/A N/A 1.65%11.11%N/A N/A 1.99%16.78%N/A N/A 8299 CR-959 & SR 959 - 200' North of Sunset Drive -1.90%28.22%N/A N/A -1.96%28.95%N/A N/A -1.30%13.37%N/A N/A 8308 SW 67th Avenue - 200' South of SW 72nd Street -2.18%47.74%N/A N/A -2.26%49.47%N/A N/A -2.00%33.78%N/A N/A 8388 SW 64th Street - 200' East of SW 64th Court -8.62%90.61%N/A N/A -9.64%91.46%N/A N/A -9.39%87.85%N/A N/A -1.33%37.69%-1.19%30.46%-1.49%38.61%-1.25%30.09%-1.17%34.57%-1.23%26.71%Total Historic Growth- Linear FDOT Growth Rate Summary Historic Growth- Exponential Historic Growth- Decaying ExponentialStation Number Location K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Growth\Growth Rate Summary.xlsx 163 FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2021 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 0127 - SR 5/US-1, 400' E OF SW 57 AVE. YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2021 66500 C N 35500 S 31000 9.00 55.00 2.90 2020 56000 C N 28000 S 28000 9.00 56.00 2.90 2019 73500 C N 37000 S 36500 9.00 56.00 2.40 2018 70500 C N 34500 S 36000 9.00 54.30 2.30 2017 77500 C N 38500 S 39000 9.00 54.00 2.00 2016 74500 C N 39500 S 35000 9.00 56.10 2.90 2015 70000 C N 35000 S 35000 9.00 57.40 3.70 2014 79500 C N 39000 S 40500 9.00 59.30 3.40 2013 74000 C N 37500 S 36500 9.00 58.90 5.00 2012 82000 C N 41000 S 41000 9.00 59.70 5.10 2011 79500 C N 40000 S 39500 9.00 58.20 3.90 2010 77000 C N 39000 S 38000 7.87 58.27 4.30 2009 78000 C N 39000 S 39000 7.98 59.96 4.90 2008 82000 C N 41500 S 40500 8.07 66.31 3.70 2007 82500 C N 42000 S 40500 7.90 63.12 3.50 2006 79000 C N 40000 S 39000 7.39 58.66 8.00 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES 164 FIN#1234 Location 1 Year Count*Trend** 2015 70000 72600 2016 74500 72900 2017 77500 73200 2018 70500 73500 2019 73500 73800 2030 N/A 77100 2031 N/A 77400 2.38% 0.41% 23-Dec-20 Trend Annual Historic Growth Rate: Miami-Dade (87) 0127 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 400' East of SW 57th Avenue County: Station #: Straight Line Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 10000 20000 30000 40000 50000 60000 70000 80000 90000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 165 FIN#1234 Location 1 Year Count*Trend** 2015 70000 72500 2016 74500 72800 2017 77500 73100 2018 70500 73500 2019 73500 73800 2030 N/A 77300 2031 N/A 77600 2.57% 0.45% 23-Dec-20 Compounded Annual Historic Growth Rate: Miami-Dade (87) 0127 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 400' East of SW 57th Avenue County: Station #: Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 10000 20000 30000 40000 50000 60000 70000 80000 90000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 166 FIN#1234 Location 1 Year Count*Trend** 2015 70000 71800 2016 74500 72800 2017 77500 73400 2018 70500 73800 2019 73500 74200 2030 N/A 75900 2031 N/A 75900 9.16% 0.83% 23-Dec-20 Compounded Annual Historic Growth Rate: Miami-Dade (87) 0127 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 400' East of SW 57th Avenue County: Station #: Decaying Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 10000 20000 30000 40000 50000 60000 70000 80000 90000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 167 FIN#1234 Location 1 Year Count*Trend** 2010 77000 79200 2011 79500 78500 2012 82000 77700 2013 74000 76900 2014 79500 76200 2015 70000 75400 2016 74500 74700 2017 77500 73900 2018 70500 73100 2019 73500 72400 2030 N/A 64100 2031 N/A 63300 33.32% -0.95% 23-Dec-20 Trend Annual Historic Growth Rate: Miami-Dade (87) 0127 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 400' East of SW 57th Avenue County: Station #: Straight Line Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 10000 20000 30000 40000 50000 60000 70000 80000 90000 2010 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 168 FIN#1234 Location 1 Year Count*Trend** 2010 77000 79200 2011 79500 78400 2012 82000 77600 2013 74000 76800 2014 79500 76100 2015 70000 75300 2016 74500 74600 2017 77500 73800 2018 70500 73100 2019 73500 72400 2030 N/A 64800 2031 N/A 64200 33.14% -0.99% 23-Dec-20 Compounded Annual Historic Growth Rate: Miami-Dade (87) 0127 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 400' East of SW 57th Avenue County: Station #: Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 10000 20000 30000 40000 50000 60000 70000 80000 90000 2010 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 169 FIN#1234 Location 1 Year Count*Trend** 2010 77000 80000 2011 79500 78100 2012 82000 76900 2013 74000 76100 2014 79500 75500 2015 70000 75000 2016 74500 74600 2017 77500 74200 2018 70500 73900 2019 73500 73600 2030 N/A 71500 2031 N/A 71400 26.49% -0.92% 23-Dec-20 Compounded Annual Historic Growth Rate: Miami-Dade (87) 0127 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 400' East of SW 57th Avenue County: Station #: Decaying Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 10000 20000 30000 40000 50000 60000 70000 80000 90000 2010 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 170 FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2021 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 0164 - SR 5/US-1, 200' S DAVIS ST/SW 80 ST YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2021 78000 C N 38500 S 39500 9.00 55.00 2.90 2020 58500 C N 27000 S 31500 9.00 56.00 2.90 2019 81500 C N 42000 S 39500 9.00 56.00 2.40 2018 76000 C N 38500 S 37500 9.00 54.30 2.30 2017 82500 C N 40500 S 42000 9.00 54.00 2.00 2016 71500 C N 36500 S 35000 9.00 56.10 2.90 2015 73000 C N 39000 S 34000 9.00 57.40 3.70 2014 92500 C N 49500 S 43000 9.00 59.30 3.40 2013 79000 C N 38000 S 41000 9.00 58.90 5.00 2012 90000 C N 43000 S 47000 9.00 59.70 5.10 2011 87500 C N 44500 S 43000 9.00 58.20 3.90 2010 86500 C N 43000 S 43500 7.87 58.27 4.30 2009 78000 C N 40000 S 38000 7.98 59.96 4.90 2008 85000 C N 43500 S 41500 8.07 66.31 3.70 2007 81500 C N 41000 S 40500 7.90 63.12 3.50 2006 82000 C N 40000 S 42000 7.39 58.66 8.00 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES 171 FIN#1234 Location 1 Year Count*Trend** 2015 73000 72600 2016 71500 74800 2017 82500 76900 2018 76000 79100 2019 81500 81200 2030 N/A 104900 2031 N/A 107000 47.31% 2.96% 27-Sep-22 Trend Annual Historic Growth Rate: Miami-Dade (87) 0164 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 200' South of SW 80th Street County: Station #: Straight Line Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 20000 40000 60000 80000 100000 120000 140000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 172 FIN#1234 Location 1 Year Count*Trend** 2015 73000 72600 2016 71500 74600 2017 82500 76800 2018 76000 79000 2019 81500 81200 2030 N/A 110700 2031 N/A 113800 48.11% 2.84% 27-Sep-22 Compounded Annual Historic Growth Rate: Miami-Dade (87) 0164 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 200' South of SW 80th Street County: Station #: Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 20000 40000 60000 80000 100000 120000 140000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 173 FIN#1234 Location 1 Year Count*Trend** 2015 73000 71800 2016 71500 75500 2017 82500 77600 2018 76000 79200 2019 81500 80400 2030 N/A 86500 2031 N/A 86800 46.48% 2.87% 27-Sep-22 Compounded Annual Historic Growth Rate: Miami-Dade (87) 0164 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 200' South of SW 80th Street County: Station #: Decaying Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 10000 20000 30000 40000 50000 60000 70000 80000 90000 100000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 174 FIN#1234 Location 1 Year Count*Trend** 2010 86500 87600 2011 87500 86300 2012 90000 85100 2013 79000 83900 2014 92500 82600 2015 73000 81400 2016 71500 80100 2017 82500 78900 2018 76000 77700 2019 81500 76400 2030 N/A 62700 2031 N/A 61500 27.59% -1.42% 27-Sep-22 Trend Annual Historic Growth Rate: Miami-Dade (87) 0164 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 200' South of SW 80th Street County: Station #: Straight Line Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 10000 20000 30000 40000 50000 60000 70000 80000 90000 100000 2010 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 175 FIN#1234 Location 1 Year Count*Trend** 2010 86500 87500 2011 87500 86200 2012 90000 84900 2013 79000 83600 2014 92500 82300 2015 73000 81100 2016 71500 79900 2017 82500 78700 2018 76000 77500 2019 81500 76300 2030 N/A 64700 2031 N/A 63700 27.04% -1.51% 27-Sep-22 Compounded Annual Historic Growth Rate: Miami-Dade (87) 0164 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 200' South of SW 80th Street County: Station #: Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 10000 20000 30000 40000 50000 60000 70000 80000 90000 100000 2010 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 176 FIN#1234 Location 1 Year Count*Trend** 2010 86500 89700 2011 87500 86100 2012 90000 84100 2013 79000 82600 2014 92500 81500 2015 73000 80600 2016 71500 79800 2017 82500 79100 2018 76000 78500 2019 81500 78000 2030 N/A 74200 2031 N/A 74000 26.92% -1.54% 27-Sep-22 Compounded Annual Historic Growth Rate: Miami-Dade (87) 0164 Traffic (ADT/AADT) SR-5/US-1Highway: Traffic Trends SR-5/US-1 -- 200' South of SW 80th Street County: Station #: Decaying Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 10000 20000 30000 40000 50000 60000 70000 80000 90000 100000 2010 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 177 FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2021 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 8252 - SW 59TH PLACE, 100' SOUTH OF SW 71 STREET YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2021 8600 C N 5400 S 3200 9.00 55.00 3.50 2020 6800 T N 4200 S 2600 9.00 56.00 2.40 2019 7600 S N 4700 S 2900 9.00 56.00 2.90 2018 7700 F N 4800 S 2900 9.00 54.30 2.90 2017 8600 C N 5400 S 3200 9.00 59.30 2.70 2016 7200 T N 4400 S 2800 9.00 56.10 3.30 2015 7300 S N 4500 S 2800 9.00 57.40 5.30 2014 7400 F N 4600 S 2800 9.00 59.30 1.80 2013 7400 C N 4600 S 2800 9.00 58.90 1.80 2012 8400 C N 5500 S 2900 9.00 59.70 1.80 2011 8300 C N 5500 S 2800 9.00 58.20 14.70 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES 178 FIN#1234 Location 1 Year Count*Trend** 2015 7300 7500 2016 7200 7600 2017 8600 7700 2018 7700 7800 2019 7600 7900 2030 N/A 9100 2031 N/A 9200 9.85% 1.33% 23-Dec-20 Trend Annual Historic Growth Rate: Miami-Dade (87) 8252 Traffic (ADT/AADT) SW 59TH PlaceHighway: Traffic Trends SW 59TH Place -- 100' South of SW 71st Street County: Station #: Straight Line Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 2000 4000 6000 8000 10000 12000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 179 FIN#1234 Location 1 Year Count*Trend** 2015 7300 7400 2016 7200 7600 2017 8600 7700 2018 7700 7800 2019 7600 7900 2030 N/A 9300 2031 N/A 9400 11.11% 1.65% 23-Dec-20 Traffic Trends SW 59TH Place -- 100' South of SW 71st Street County: Station #: Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: Compounded Annual Historic Growth Rate: Miami-Dade (87) 8252 Traffic (ADT/AADT) SW 59TH PlaceHighway: 0 2000 4000 6000 8000 10000 12000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 180 FIN#1234 Location 1 Year Count*Trend** 2015 7300 7300 2016 7200 7600 2017 8600 7700 2018 7700 7800 2019 7600 7900 2030 N/A 8300 2031 N/A 8300 16.78% 1.99% 23-Dec-20 Traffic Trends SW 59TH Place -- 100' South of SW 71st Street County: Station #: Decaying Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: Compounded Annual Historic Growth Rate: Miami-Dade (87) 8252 Traffic (ADT/AADT) SW 59TH PlaceHighway: 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 181 FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2021 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 8299 - CR-959 & SR-959, 200' NORTH OF SUNSET DR YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2021 12300 S N 6000 S 6300 9.00 55.00 17.50 2020 12900 F N 6300 S 6600 9.00 56.00 10.40 2019 14500 C N 7100 S 7400 9.00 56.00 11.00 2018 14300 S N 7100 S 7200 9.00 54.30 12.10 2017 16000 F N 7900 S 8100 9.00 55.70 12.60 2016 16200 C N 8000 S 8200 9.00 56.10 13.50 2015 15000 T N 6700 S 8300 9.00 57.40 13.70 2014 15200 S N 6800 S 8400 9.00 59.30 17.40 2013 15300 F N 6800 S 8500 9.00 58.90 16.20 2012 15300 C N 6800 S 8500 9.00 59.70 16.00 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES 182 FIN#1234 Location 1 Year Count*Trend** 2015 15000 15800 2016 16200 15500 2017 16000 15200 2018 14300 14900 2019 14500 14600 2030 N/A 11400 2031 N/A 11100 28.22% -1.90% 23-Dec-20 Traffic Trends CR-959 & SR-959 -- 200' North of Sunset Drive County: Station #: Straight Line Growth Option *Axle-Adjusted Trend R-squared: Printed: Trend Annual Historic Growth Rate: Miami-Dade (87) 8299 Traffic (ADT/AADT) CR-959 & SR-959Highway: 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 183 FIN#1234 Location 1 Year Count*Trend** 2015 15000 15800 2016 16200 15500 2017 16000 15200 2018 14300 14900 2019 14500 14600 2030 N/A 11800 2031 N/A 11600 28.95% -1.96% 23-Dec-20 Traffic Trends CR-959 & SR-959 -- 200' North of Sunset Drive County: Station #: Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: Compounded Annual Historic Growth Rate: Miami-Dade (87) 8299 Traffic (ADT/AADT) CR-959 & SR-959Highway: 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 184 FIN#1234 Location 1 Year Count*Trend** 2015 15000 15700 2016 16200 15300 2017 16000 15100 2018 14300 15000 2019 14500 14900 2030 N/A 14300 2031 N/A 14300 13.37% -1.30% 23-Dec-20 Compounded Annual Historic Growth Rate: Miami-Dade (87) 8299 Traffic (ADT/AADT) CR-959 & SR-959Highway: Traffic Trends CR-959 & SR-959 -- 200' North of Sunset Drive County: Station #: Decaying Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 185 FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2021 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 8308 - SW 67TH AVE, 200' SOUTH OF NW 72ND STREET YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2021 10700 C N 5500 S 5200 9.00 55.00 3.50 2020 8200 T N 4300 S 3900 9.00 56.00 2.40 2019 9200 S N 4800 S 4400 9.00 56.00 2.90 2018 9400 F N 4900 S 4500 9.00 54.30 2.90 2017 10500 C N 5500 S 5000 9.00 55.70 2.70 2016 9900 T N 4800 S 5100 9.00 56.10 3.30 2015 10100 S N 4900 S 5200 9.00 57.40 5.30 2014 10300 F N 5000 S 5300 9.00 59.30 7.50 2013 10300 C N 5000 S 5300 9.00 58.90 16.20 2012 11800 F N 5900 S 5900 9.00 59.70 16.00 2011 11800 C N 5900 S 5900 9.00 58.20 14.70 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES 186 FIN#1234 Location 1 Year Count*Trend** 2015 10100 10300 2016 9900 10100 2017 10500 9800 2018 9400 9600 2019 9200 9400 2030 N/A 6800 2031 N/A 6600 47.74% -2.18% 27-Sep-22 Trend Annual Historic Growth Rate: Miami-Dade (87) 8308 Traffic (ADT/AADT) SW 67th AvenueHighway: Traffic Trends SW 67th Avenue -- 200' South of SW 72nd Street County: Station #: Straight Line Growth Option *Axle-Adjusted Trend R-squared: Printed: 0 2000 4000 6000 8000 10000 12000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 187 FIN#1234 Location 1 Year Count*Trend** 2015 10100 10300 2016 9900 10000 2017 10500 9800 2018 9400 9600 2019 9200 9400 2030 N/A 7200 2031 N/A 7000 49.47% -2.26% 27-Sep-22 Traffic Trends SW 67th Avenue -- 200' South of SW 72nd Street County: Station #: Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: Compounded Annual Historic Growth Rate: Miami-Dade (87) 8308 Traffic (ADT/AADT) SW 67th AvenueHighway: 0 2000 4000 6000 8000 10000 12000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 188 FIN#1234 Location 1 Year Count*Trend** 2015 10100 10300 2016 9900 9900 2017 10500 9800 2018 9400 9600 2019 9200 9500 2030 N/A 8900 2031 N/A 8900 33.78% -2.00% 27-Sep-22 Traffic Trends SW 67th Avenue -- 200' South of SW 72nd Street County: Station #: Decaying Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: Compounded Annual Historic Growth Rate: Miami-Dade (87) 8308 Traffic (ADT/AADT) SW 67th AvenueHighway: 0 2000 4000 6000 8000 10000 12000 2015 2020 2025 2030 2035AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 189 FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2021 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 8388 - SW 64 ST, 200 FT E OF SW 64 CT (2011 OFF SYSTEM CYCLE) YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2021 7500 C E 3700 W 3800 9.00 55.00 3.50 2020 5300 T E 2900 W 2400 9.00 56.00 2.40 2019 6000 S E 3300 W 2700 9.00 56.00 2.90 2018 6100 F E 3400 W 2700 9.00 54.30 2.90 2017 6800 C E 3800 W 3000 9.00 59.30 2.70 2016 8400 T E 4000 W 4400 9.00 56.10 3.30 2015 8600 S E 4100 W 4500 9.00 57.40 5.30 2014 8600 F E 4100 W 4500 9.00 59.30 7.50 2013 8600 C E 4100 W 4500 9.00 58.90 16.20 2012 8100 C E 0 W 0 9.00 59.70 16.00 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES 190 FIN#1234 Location 1 Year Count*Trend** 2015 8600 8700 2016 8400 7900 2017 6800 7200 2018 6100 6400 2019 6000 5700 2030 N/A -2600 2031 N/A -3300 90.61% -8.62% 6-Jan-21 Traffic Trends SW 64 Street -- 200' east of SW 64th Court County: Station #: Straight Line Growth Option *Axle-Adjusted Trend R-squared: Printed: Trend Annual Historic Growth Rate: Miami-Dade (87) 8388 Traffic (ADT/AADT) SW 64 StreetHighway: -8000 -6000 -4000 -2000 0 2000 4000 6000 8000 10000 2015 2020 2025 2030 2035 AverageDailyTraffic(Vehicles/Day)Year Observed Count Fitted Curve 191 FIN#1234 Location 1 Year Count*Trend** 2015 8600 8700 2016 8400 7900 2017 6800 7100 2018 6100 6400 2019 6000 5800 2030 N/A 1800 2031 N/A 1700 91.46% -9.64% 6-Jan-21 Traffic Trends SW 64 Street -- 200' east of SW 64th Court County: Station #: Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: Compounded Annual Historic Growth Rate: Miami-Dade (87) 8388 Traffic (ADT/AADT) SW 64 StreetHighway: 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 2015 2020 2025 2030 2035Average Daily Traffic (Vehicles/Day)Year Observed Count Fitted Curve 192 FIN#1234 Location 1 Year Count*Trend** 2015 8600 8900 2016 8400 7700 2017 6800 6900 2018 6100 6400 2019 6000 6000 2030 N/A 3800 2031 N/A 3700 87.85% -9.39% 6-Jan-21 Traffic Trends SW 64 Street -- 200' east of SW 64th Court County: Station #: Decaying Exponential Growth Option *Axle-Adjusted Trend R-squared: Printed: Compounded Annual Historic Growth Rate: Miami-Dade (87) 8388 Traffic (ADT/AADT) SW 64 StreetHighway: 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 2015 2020 2025 2030 2035Average Daily Traffic (Vehicles/Day)Year Observed Count Fitted Curve 193 SERPM Analysis 194 SW 64th Street 3,618 6,585 2,967 82.01%2.73% 7,110 11,216 4,106 57.75%1.92% 7,699 11,620 3,921 50.93%1.70% 9,422 12,696 3,274 34.75%1.16% SW 72nd Street/Sunset Drive 41,390 49,704 8,314 20.09%0.67% 38,245 46,905 8,660 22.64%0.75% 44,234 52,513 8,279 18.72%0.62% 35,231 45,291 10,060 28.55%0.95% 12,644 17,007 4,363 34.51%1.15% SW 67th Avenue 12,559 15,754 3,195 25.44%0.85% 10,319 13,441 3,122 30.25%1.01% 10,600 14,066 3,466 32.70%1.09% 14,721 16,886 2,165 14.71%0.49% 17,222 18,924 1,702 9.88%0.33% SW 62nd Avenue 5,006 8,192 3,186 63.64%2.12% 7,035 10,662 3,627 51.56%1.72% 9,763 13,349 3,586 36.73%1.22% 19,891 28,529 8,638 43.43%1.45% 7,282 13,000 5,718 78.52%2.62% SR 5/US-1 87,788 92,108 4,320 4.92%0.16% 94,150 101,027 6,877 7.30%0.24% 76,161 77,883 1,722 2.26%0.08% 98,020 102,149 4,129 4.21%0.14% 94,113 97,514 3,401 3.61%0.12% 83,231 80,549 -2,682 -3.22%-0.11% SW 57th Avenue/Red Road 14,693 19,975 5,282 35.95%1.20% 22,794 31,404 8,610 37.77%1.26% Total 884,941 1,008,949 124,008 14.01%0.47% Street Name SERPM Growth Rate Summary Annual Growth RateGrowth RateDifference20452015 K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Growth\Growth Rate Summary.xlsx 195 Baptist Kindred 2015 Volumes SERPM 8.521 (Licensed to Kimley Horn & Associates) 526 7 1884 5 92 121 9 17401 5 4 0118718941045 18 7308887252678712443497199681227126816245 5 5 0 4665 7038 1 0 3 6 9 245015861321 1 4 3 608 2708 7 4 1981 1 0 7 8 83810031541 30414 22 3513 4 2 9 13773 4 6 22753613 483 8 3 9 0 8 2931461351234038 2 2 6 9 0 11592 80163 0 7 5 35193 3 0 6 2091 1177 1664893 3674 1633340 262 63472 2 4442 4 26 37 4139 0 121648938523450061331512347942 2 7353 1 6 7 6 9 16557 17771 18440 7110 76991264812559 788 9 72827155 3122114729144261775517712832595298 4 1 9 312511 56710967 1078 5 11567 10785 75725865103 7 4 8 312717 155063 1 4 4 3 10319361 8 4734116051 5178 6396844143999358851128287367858094251 0 5495 143911464510600147213 8 2 4 5 172224 4 2 3 4 703597631989135231 87788941509802012 6 4 4 76161941131 5437 14693362638323122794157258479 127508751372818250282 36 3703492787940 15827 4 1 7 6497 15104 35368130891 3 0 0 0 8181014437138991095221164217101 5 8 2 1582US-1Red RoadSunset DriveSW 62nd AvenueSW 64th StreetSW67thAvenue 196 Baptist Kindred 2045 Volumes SERPM 8.521 (Licensed to Kimley Horn & Associates) 773 2 2511 1818 110 4 41043 0 5 0112619151625 259 11971422854713528619 13356049199771561184917257 9 2 5 8190 17917 1 9 0 6 4 58653270391 4 9 7 931 1281 3 7 0 2452 1 2 9 4 69520331509 27719 48 1644 8 6 1 12341 1 9 7 20396862 693 2 4 6 3 6 3137525260567560 3 0 7 1 4 11775 83463 5 1 8 48215 7 0 9 3270 1957 16851423 5250 2233808 311 93080 6 7056 5 25 88 4970 4 175711421887128192169171613312696 11084 2 0 8 1 3 20775 21137 21684 1121 6 116201631715754 147031300013414 378151383013936171321713012169139091 2 2 1 9 476218 35015451 2018 3 18350 20183 70082902654 2 3 6 223368 162543 5 8 5 2 13441658 5 6932130771 8090 67941273257170501661421285910898105509 6 8511 182451855114066168864 6 9 0 5 189245 2 5 1 3 10662133492852945291 9210810102710214917 0 0 7 77883975142 0050 199755016980549314042235411782 1655813788515118119711 106 509441383211262 31101 0 7 3 0 9316 25220 43803156882 1 2 7 9 8367917753163081391224461245223 1 1 0 3110US-1Red RoadSunset DriveSW 62nd AvenueSW 64th StreetSW67thAvenue 197 Committed Developments 198 199 200 Exhibit 11: Existing Trip Generation Summary AMPeakHour PM Peak Hour Vehicle Existing Size/Units Vehicle Trips Trips ITE Land Use Designation 1 In Out Total In Out Total 47 32 79 122 118 240 Supermarket LU850 20,664 SF 3.82 Trips Rate= 1000 SF Ln(T) = 0.75 Ln(x) + 3.21 Subtotal Gross Trips 47 32 79 122 118 240 Pass-By Trips (Supermarket) AM8% -3 -3 -6 -6 -6 -12 PMS% Pedestrian / Transit 2 10% -4 -3 -7 -12 -11 -23 Net External Trips (Proposed) 40 26 66 104 101 205 Proposed Land Uses 78 92 170 157 130 287 Existing Land Uses -40 -26 -66 -104 -101 -205 Net New External Trips 38 66 104 53 29 82 1 Based on ITE Trip Generation Manual, I 0th Edition Source: David Plummer & Associates 2 Based on data published by the US Census Bureau for the City of South Miami SoMi Market Traffic Study-#17186 Page20 Since 197 201 L10% ~15% ■ %Inbound ~ ::, 0 u .c .., Ol lO 3 (/) ■ %Outbound ■ Project Location Exhibit 13 ~ 'L33% ML -25% r3% 10 %t ~ N N l 1-------1 15%-r ~ M QJ ::, C QJ ~ .c .., Ol l!) 3 .r: ... tO (/) LO 3: (/) Project Trip Distribution DAVID PLUMMER & ASSOCIATES I Project No . 17186 ~' 0 t: ::J 0 u .c .µ ~ CX) 0 l!) N -12 % ~.12 % l t 3% r ~ N ~ t ~ ~ cf. N N j 12 %-tr ~~ NM ~ l!) l t ~ l!) ~ l!) J -19% 5%_) i 19%- 3%. ~ M QJ ::, C QJ ~ .c .., CX) lO 3 (/) SoMi Market a'#. 'i§'o L!) ~ J! -10 % Sunset Drive 10 %_) tr 5%- ?flcf2. L!)L!) ~ ~ l SW 73rd Street t ~ ~ # ~ J 10%...J SW 74th Street i 9%7 ~ en .., "tJ .... ::, ro 0 0 u a: .c "tJ .., QJ r--a: l!) 3 (/) e NORTH MAP NOT TO SCALEE 202 Holland & Knight 701 Bricke ll Avenue . Sui te 3300 I Miam i, FL 331 3 1 I T 305.374.8500 I F 305.789.7799 Holland & Knight LLP I www.hklaw .com VIA HAND DELIVERY December 12 , 2016 Ms. Myra Patino , P.E ., PMP Miami-Dade County Department of Transportation and Public Works 111 NW l Street , Suite 1510 Miami , Florida 33128 Hugo P . Arza, Esq. 305-789-7783 hugo .azra@ hklaw .com Re: Treo Somi Station, LLC on behalf of Miami-Dade County Transit / Modification of and Deviation from Master Plan Development Standards for the South Miami Rapid Transit Zone/ Plan No. Z2016000186 Dear Ms . Patino : In connection with the application for modification of and deviation from the Master Plan Development Standards for the South Miami Rapid Transit Zone, filed by Treo Somi Station , LLC, on behalf of Miami-Dade County Transit, Plan No . Z2016000186 ; enclosed please find the Traffic Concurrency Analysis, as prepared John P. Kim, P.E ., PTOE, of Langan Engineering and Environmental Services, Inc. Thank you once again with your assistance with this matter. Should you have any questions or concerns regarding this submittal please do not hesitate to contact me directly at (305) 789-7783. Enclosures Respectfully submitted , HOLLAND & KNIGHT LLP S::-C === ( Hugo P. Arza Cc : Nathan Kogon , Development Services Division Darlene Fernandez, Department of Transportation and Public Wor #4 89 78546_v l 203 ,. 1 LAN6AN Myra Patino, P.E., PMP Traffic Engineering Division 14 November 2016 Department of Transportation and Pu b lic Works 111 NW 1st Street, Suite 1510 Miami, Florida 33125 Re: TREO SOMI Station Traffic Concurrency Analysis Langan Project No.: 330021501 Ms . Patino : RECEIVE ?:-t'=,-i ~-' DEC 1 4 2 16 We prepared a traffic concurrency analysis for the TREO SOMI Station development based on a meeting with you, Claudia Diaz and Rau l Pino on Friday, October 14. 20 16 to discuss the methodology of the analysis. We received comments from you via email on November 14, 2016 and have revised the analysis to address them. Please accept this letter as the response to the comments. Comment 1: Please remove the pass-by trips for the Daily and AM Peak Hour trip generation since this is only applicable to the PM Peak Hour for LUC 820 per !TE. Response: We revised the trip generation table to app ly pass-by trips only for the PM peak hour of the shopping-center land use. Comment 2: Please use the fitted curve equation for the Shopping Center AM Peak Hour trips in lieu of the average rate. Response: We revised the trip generation table to use the fitted-curve equation for the AM peak hour of the shopping -ce nter land use. Comment 3: Please confirm if the retail component is being analyzed as !TE LUC 820-Shopping Center (as listed in the tables in Attachment D) or LUC 826-Specialty Retail (as noted In the Internal Capture Matrices). If the retail is 'Specialty', please correct the trip generation tables to be consistent. Response: The retail component is being analyzed as ITE LUC 820 -Shopping Center . We corrected the internal capture matrices accordingly. 151 ':iO r\ W 7'.:!!h Cot1r! Su,te 204 I I I I I I I I I I I I I I I I I I I LAN6AN Myra Patino, P.E., PMP Professional Engineer 14 November 2016 Miami-Dade County Dept. Transportation and Public Works 111 NW P ' Street, Suite 1510 Miami, Florida 33 128 Re : TREO SOMI Station Traffic Co ncurr ency A na lysis 7900 SW 40th Street Miami, Ftorida Langan Project No.: 330021501 Dear Ms. Patino : Technical Excellence Practical Experience Client Responsiveness Langan Engineering & Environmental Services, Inc. prepa red this traff ic analysis for the TREO SOMI Station development to show that it meets the county's traffic-concurrency requirements. TREO SOMI Station (pro ject) is a proposed development planned at 5946 SW 72 nd Street, Miami, Florida. The pro ject will be a m ixed-use and transit or iented development located within the South M iami Met rorail Stat ion property, a county designated Rapid Transit Zone Distr ict. It is within the county's Urban Infill Area and is not subject to traffic concurrency requirements. This letter report includes t raff ic data, trip-generation calculations, traff ic concurrency analysis and a determination of the peak-hour vo lumes on SW 59 th Pl ace. A site plan is included in Attachment A and a site aeria l photograph is shown in Figure 1 be low. Figure 1 -Site Aerial Photograph 15150 N.W. 79th Court, Suite 200 Miam i Lakes, FL 33016 T: 786.264.7200 F: 786.264 .7201 www. la ngan. com New Jersey • New York • Connecticut • Pennsylvan ia • Oh io • Washington, DC • Virginia • Florida • Texas • North Dakota • Cal ifornia Abu Dhab i • Athens • Doha • Dubai • Istanbul • London • Panama 205 I I I I I I I I I I I I I I I I I I I TREO SOM/ Traffic Concurrency Analysis Miam,, Flonda Langan Project No.: 330021501 Trip Generation Analysis 14 November 20 7 6 Page 2 of4 The project will include office, retail and student housing uni,ts. The student housing is expected to serve the University of Miami located less than one mile from the project. We used the Institute of Transportation Engineer's (ITE) 9th Edition of the Trip Generation Manual, to calculate trip generation for the office and retail land uses. Student housing trip generation rates from a technical memorandum prepared by Spack Consulting were used for the student housing because none are provided by ITE. A copy of the technical memorandum is included as Attachment B. ITE internal ization rates were applied to account for the mix of uses and a pass-by rate was applied to the retail use. The proposed development is expected to generate 2,689 daily, 270 morning peak hour and 284 afternoon net-new peak-hour trips. Attachment B is a trip generation analysis table . We applied a transit reduction to each of the land uses because the proposed development is withi.n a Metrorail station and provides direct access to rail and bus transit Transit percentages were derived from data tabulated in Appendix E of the ITE Trip Generation Handbook. Table 1 below summarizes the trip generation analysis. Th e t ri p gen eration calculations and excerpts from the ITE manual and handbook are included in Attachm ent C . Table 1 -Trip Generation Estimates Weekday Morning Weekday Afternoon ,, USE Dallv. Peak Hour Peak Hour In Out Total In Out Total Office (193 .25 KSF ) 2,063 284 38 322 46 243 289 Single Family Homes (24 D.U.s) 0 0 0 0 0 0 0 Student Housing (102 D.U.s) 181 3 5 8 9 5 14 Shopping Center (26 KSF) 2,627 31 31 62 71 79 150 Sub -T otal 4,871 318 74 392 126 327 453 Transit Reduction 2,182 91 31 122 59 110 169· Total 2,689 227 43 270 67 217 284 Traffic Concurrency Analysis We determined the directional distribution of site-generated trips based on the cardinal ' distribution data for TAZ 1118 from the Miami-Dade County 2040 Transportation Model and the development's access to the surrounding roadway network. Ta,ble 2 shows the data for 2010 and 2040 and the interpolated trip distribution values for 2019. Table 2 -Cardinal Distribution Vear NNE ENE ESE SSE SSW WSW WNW NNW 2010 17.40% 16.30%11.80% 3.50% 16.90% 21.50% 9.00% 13.70% 2040 21 .40% 15 .00% 2.00% 3.10% 14 .20% 17 .80% 11 .30 % 15.30% 2 019 18 .60% 15 ,91% 1.86% 3 ,38 % 16.09 % 20.39% 9 .69 % 14.18 % 206 I I I I I I I I I I I I I I I I I I I TREO SOM! Traffi c Concurrency Analysis M1am1, Flonda Langan Project No.: 330027501 14 November 2016 Page 3 of4 We assigned the net-new afternoon peak-hour trips to the four closest traffic-count stations based on the cardinal distribution. All of the traffic-count stations impacted by the proposed development will operate within their adopted le vel of service capacity. Table 3 summarizes the results of the analysis. The data used to pr epar e the traffic concurrency analysis are included in Attachment E. Table 3 -Afternoon Peak Hour Traffic Concurrency Analysis Summary Count Adopted Current Project Total Trips LOS with Meets Stat ion Road,Qy Location LOS Max LOS Volume DOS Tri ps Trips Remaining Project Adopted LOS 9634 SW S7 Avenue North at SW 7 2 St reet E-+50% 4,020 1,241 8 8 2,763 E Yes F-127 SR-S/US-1 400' ea st of SW 57 E+SO ¾ 8,085 Ave n ue 5,158 0 146 2,781 C Yes F-164 SR -5/US -l 200' rnut~ of Da vi s E+50% 8,085 6,498 120 102 1,365 E Yes St reet 1 F-1067 SW 72 Street 200 ' east ofSR-826 E 3,580 3,336 0 28 216 C Yes Truck Delivery Operations The county requested traffic data for SW 59 th Place between SW 72 nd and 70 th streets to determine the times when trafftc volumes are highest. Automat i1c traffic recorders were used to collect traffic volumes from Tuesday, October 18 1h through Thursday, October 20 1\ 2016 . We determined that the highest traffic volumes on SW 59 th Place occur from 7:00 to 9:00 AM and 4:00 to 6:00 PM. The proposed development will have a dri,veway on SW 59 th Place for deliveries . Large delivery trucks cannot drive into the loading area and turnaround within the site and back into the loading dock. The loading area is not large enough to allow large trucks to turnaround . Trucks will have to back into the loading area from SW 59 th Place to load and unload matertals . Trucks should only be permitted to access the loading area during off-peak hours and the development. The traffic-volume data and a summary table identifying the peak hours are provided in Appendix D. Conclusion Langan prepared a traffic concurrency analysis for the TREO SOM I Station mixed-use development that will be built within the South Miami Metrorail Station property . We prepare d an afternoon peak-hour traffic concurrency analysis and determined that all of the impacte d traffic count stations will operate w ithin their adopted LOS with the impacts of this proposed development. Deliveries by large trucks that have to back into the loading area from SW 59 th Place should not be permitted from 7:00 to 9:00 AM and 4 :00 to 6 :00 PM . 207 I I I I I I I I I I I I I I I I I I I TREO SOM/ Traffic Concurrency Analysis Miami, Flonda Langan Project No. : 330021501 JPK:jpk Attachments : Attachment A -Site Plan Eric Schwarz, P.E., LEED AP PrincipalNice President Attachment B -Student Housing Technical Memorandum Attachment C -Trip Generation Analysis & Data Attachment D -Traffic Data Attachment E -Traffic Concurrency Analysis Data Florida Certificate of Authorization No . 6601 1 l~a ngan corn\data\l'TL \dataS\330021501 \Otttce Data\Reports\ Traffoc;\20 16-1 1-14 TRE O SOM I TIS d«x 74 November 2016 Page 4 of 4 LANGAN EXISTING EXISTING Total FUTURE FUTURE 2018 2019 0.5% In Out Total In Out Total In Out Total Committed W/O In Out Total In Out Total WITH 4 87 90 177 70 19 89 227 43 270 Developments PROJECT 40 26 66 78 92 170 PROJECT NEBL 42 0 22% 15 26% 59 74 117 0% 15% 4 0% 15% 14 127 NEBT 2628 30% 26 8% 2 0 28 2709 0% 12% 3 0% 23% 21 2727 NEBR 70 0 5% 4 0 4 75 0% 0% 0 0% 0% 0 75 SWBL 38 0 0 8% 3 3 42 10% 0% 4 10% 0% 8 46 SWBT 1587 40% 36 0 0 36 1655 13% 0% 5 13% 0% 10 1660 SWBR 182 0 0 0 0 186 0% 0% 0 0% 0% 0 186 EBL 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0 EBT 438 0 10% 2 0 2 449 10% 0% 4 10% 0% 8 453 EBR 40 0 0 0 0 41 5% 0% 2 5% 0% 4 43 WBL0 0 0 0 0 0 0%0%00%0%00 WBT 268 0 10% 7 8% 18 25 299 0% 0% 0 0% 0% 0 299 WBR 3 0 0 0 0 3 0% 0% 0 0% 0% 0 3 5296 0.300 0.400 62 0.370 0.180 29 0.340 0.080 81 172 5575 0.380 0.270 22 0.380 0.380 65 5617 NBL 31 0 0 0 0 32 0% 0% 0 0% 0% 0 32 NBT 64 0 0 0 0 65 0% 7% 2 0% 2% 2 65 NBR 16 0 0 0 0 16 0% 8% 2 0% 3% 3 17 SBL 6 0 0 0 0 6 0% 0% 0 0% 0% 0 6 SBT 13 0 0 0 0 13 2% 0% 1 2% 0% 2 14 SBR 3 0 0 0 0 3 0% 0% 0 0% 0% 0 3 EBL 130 0 0 0 0 133 0% 4% 1 0% 0% 0 132 EBT 339 0 10% 2 8% 3 5 351 0% 4% 1 0% 12% 11 361 EBR 34 0 0 0 0 35 0% 0% 0 0% 0% 0 35 WBL 23 0 0 0 0 23 3% 0% 1 3% 0% 2 25 WBT 217 0 10% 7 8% 18 25 247 10% 0% 4 12% 0% 9 252 WBR 108 0 0 0 0 110 0% 0% 0 0% 0% 0 110 984 0.000 0.000 0 0.100 0.100 9 31 1034 0.150 0.230 12 0.170 0.170 29 1051 NBL 56 0 0 0 0 57 0% 0% 0 0% 0% 0 57 NBT 508 0 0 0 0 518 0% 8% 2 0% 5% 5 521 NBR 129 0 0 0 0 132 0% 5% 1 0% 5% 5 135 SBL 89 0 0 0 0 91 0% 0% 0 0% 0% 0 91 SBT 307 0 0 0 0 313 12% 0% 5 10% 0% 8 316 SBR 96 0 0 0 0 98 3% 0% 1 5% 0% 4 101 EBL 136 0 0 0 0 139 0% 7% 2 0% 10% 9 146 EBT 236 0 10% 2 8% 3 5 246 0% 5% 1 0% 5% 5 249 EBR 26 0 0 0 0 27 0% 0% 0 0% 0% 0 27 WBL 149 0 0 0 0 152 0% 0% 0 0% 0% 0 152 WBT 232 0 10% 7 8% 18 25 262 10% 0% 4 10% 0% 8 266 WBR 57 0 0 0 0 58 0% 0% 0 0% 0% 0 58 2021 0.000 0.000 0 0.100 0.100 9 31 2092 0.250 0.250 17 0.250 0.250 43 2118 NBL 60 0 0 0 0 61 9% 0% 4 9% 0% 7 65 NBT 662 0 0 0 0 675 0% 0% 0 0% 0% 0 675 NBR 40 0 0 0 0 41 0% 0% 0 0% 0% 0 41 SBL 10 0 0 0 0 10 0% 0% 0 0% 0% 0 10 SBT 335 0 0 0 0 342 0% 0% 0 0% 0% 0 342 SBR 25 0 0 0 0 26 7% 0% 3 10% 0% 8 31 EBL 28 0 0 0 0 29 0% 8% 2 0% 10% 9 36 EBT 9 0 0 0 0 9 0% 0% 0 0% 0% 0 9 EBR 13 0 0 0 0 13 0% 9% 2 0% 9% 8 19 WBL6 0 0 0 0 6 0%0%00%0%06 WBT 9 0 0 0 0 9 0% 0% 0 0% 0% 0 9 WBR 10 0 0 0 0 10 0% 0% 0 0% 0% 0 10 1207 0.000 0.000 0 0.000 0.000 0 0 1231 0.160 0.170 11 0.190 0.190 32 1253 NBL 21 0 0 0 0 21 3% 0% 1 3% 0% 2 23 NBT 58 0 0 0 0 59 0% 0% 0 0% 0% 0 59 NBR 24 0 0 0 0 24 0% 0% 0 0% 0% 0 24 SBL 11 0 0 0 0 11 0% 0% 0 0% 0% 0 11 SBT 22 0 0 0 0 22 0% 0% 0 0% 0% 0 22 SBR 49 0 0 0 0 50 0% 0% 0 5% 0% 4 54 EBL 29 0 0 0 0 30 0% 0% 0 0% 5% 5 34 EBT 88 0 0 0 0 90 0% 17% 4 0% 19% 17 103 EBR 22 0 0 0 0 22 0% 3% 1 0% 3% 3 24 WBL6 0 0 0 0 6 0%0%00%0%06 WBT 84 0 0 0 0 86 9% 0% 4 19% 0% 15 97 WBR 32 0 0 0 0 33 0% 0% 0 0% 0% 0 33 446 0 0 0 455 0.120 0.200 10 0.270 0.270 46 491 Treo Somi 342 27 58 237 152 675 241 39 41 0 PHF=0.91 91 313 TOTAL 2062 MOVEMENT 13 TOTAL 32 57 2 Sunset Drive / SW 58th Avenue (U) INTERSECTION 16 PHF=0.97 35 1004 23 132 518 9 139 41 61 South Miami Office Building 273 3 133 346 FUTURE BACKGROUND TRAFFIC 1619 65 186 3 Paseo de la Riviera 221 110 1 Sunset Drive / US 1 (S) 43 10 2681 71 29 4 Red Road / SW 74th Street (S) TOTAL 5403 PHF = 0.94 6 26 0 447 PHF=0.95 PHF=0.75 86 33 3 Sunset Drvie / Red Road (S)98 10 TOTAL 455 5 SW 74th Street / SW 58th Avenue (U) 21 59 24 11 22 6 22 9 1231TOTAL 6 13 50 30 90 SoMi Market_5850 SW 73rd Street WINN DIXIE AM PEAK HOUR INTERSECTION ASSIGNMENT PROJECT TRIPSExisting TRIPS 208 EXISTING EXISTING Total FUTURE FUTURE 2018 2019 0.5% In Out Total In Out Total In Out Total Committed W/O In Out Total In Out Total WITH 4 87 90 177 70 19 89 227 43 270 Developments PROJECT 40 26 66 78 92 170 PROJECT Treo Somi MOVEMENTINTERSECTION South Miami Office BuildingFUTURE BACKGROUND TRAFFIC Paseo de la Riviera SoMi Market_5850 SW 73rd Street WINN DIXIE AM PEAK HOUR INTERSECTION ASSIGNMENT PROJECT TRIPSExisting TRIPS NBL 9 0 0 0 0 9 0% 0% 0 0% 0% 0 9 NBT 73 0 0 0 0 74 0% 0% 0 0% 5% 5 79 NBR 24 0 0 0 0 24 0% 0% 0 0% 0% 0 24 SBL 17 0 0 0 0 17 0% 0% 0 0% 0% 0 17 SBT 34 0 0 0 0 35 0% 0% 0 5% 0% 4 39 SBR 26 0 0 0 0 27 5% 0% 2 0% 0% 0 25 EBL 18 0 0 0 0 18 0% 15% 4 0% 0% 0 14 EBT 80 0 0 0 0 82 0% 5% 1 0% 0% 0 80 EBR 2 0 0 0 0 2 0% 0% 0 0% 0% 0 2 WBL8 0 0 0 0 8 0%0%00%0%08 WBT 110 0 0 0 0 112 5% 0% 2 0% 0% 0 110 WBR 19 0 0 0 0 19 0% 0% 0 0% 0% 0 19 420 0.000 0.000 0 0.000 0.000 0 0 428 0.100 0.200 9 0.050 0.050 9 428 NBL 25 0 0 0 0 26 0% 0% 0 0% 0% 0 26 NBT 9 0 0 0 0 9 0% 0% 0 0% 12% 11 20 NBR 6 0 0 0 0 6 0% 7% 2 0% 0% 0 4 SBL 4 0 0 0 0 4 0% 0% 0 0% 0% 0 4 SBT 13 0 0 0 0 13 8% 0% 3 22% 0% 17 27 SBR 20 0 0 0 0 20 17% 0% 7 0% 0% 0 14 EBL 38 0 0 0 0 39 0% 8% 2 0% 0% 0 37 EBT 64 0 0 0 0 65 8% 13% 7 0% 0% 0 59 EBR 12 0 0 0 0 12 2% 0% 1 0% 0% 0 11 WBL2 0 0 0 0 2 0%0%00%0%02 WBT 92 0 0 0 0 94 0% 0% 0 0% 0% 0 94 WBR 9 0 0 0 0 9 0% 0% 0 0% 0% 0 9 294 0.000 0.000 0 0.000 0.000 0 0 300 0.350 0.280 21 0.220 0.120 28 307 NBL 63 0 0 0 0 64 0% 5% 1 0% 33% 30 93 NBT 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0 NBR 41 0 0 0 0 42 0% 0% 0 0% 0% 0 42 SBL 26 0 0 0 0 27 0% 0% 0 0% 0% 0 27 SBT 19 0 0 0 0 19 5% 0% 2 10% 0% 8 25 SBR 4 0 0 0 0 4 0% 0% 0 0% 0% 0 4 EBL 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0 EBT 69 0 0 0 0 70 17% 0% 7 0% 0% 0 64 EBR 22 0 0 0 0 22 4% 0% 2 23% 0% 18 39 WBL 12 0 0 0 0 12 0% 0% 0 0% 0% 0 12 WBT 96 0 0 0 0 98 0% 22% 6 0% 0% 0 92 WBR 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0 352 0.000 0.000 0 0.000 0.000 0 0 359 0.260 0.270 17 0.330 0.330 56 398 NEBL 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0 NEBT 2820 30% 26 22% 8% 17 0 43 2920 0% 0% 0 0% 10% 9 2929 NEBR 70 0 0 0 0 71 3% 0% 1 5% 0% 4 74 SWBL 47 0 0 0 0 48 18% 0% 7 18% 0% 14 55 SWBT 1520 40% 36 0 0 36 1587 0% 0% 0 0% 0% 0 1587 SWBR 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0 EBL 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0 EBT 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0 EBR 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0 WBL 110 0 0 0 0 112 0% 10% 3 0% 5% 5 114 WBT 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0 WBR 51 0 0 0 0 52 0% 17% 4 0% 28% 26 73 4618 0.300 0.400 62 0.220 0.080 17 79 4790 0.210 0.270 15 0.230 0.430 58 4832 NBL 0 00%0%00 NBT 0 00%0%00 NBR 0 00%0%00 SBL 0 0 0% 39% 36 45 SBT 0 00%0%00 SBR 0 0 0% 61% 56 65 EBL 0 0 51% 0% 40 49 EBT 0 98 0 0 0 0 99 5 0% 0% 0 85 EBR 0 0%0%00 WBL 0 0%0%00 WBT 0 110 0 0 0 0 112 5 0% 0% 0 98 WBR 0 0 49% 0% 38 47 0 0.000 0.000 0 0.000 0.000 0 0 211 0.000 0.000 10 1.000 1.000 170 389 NBL 10 0 10 0 0% 0% 0 10 NBT 26 0 26 8% 3 0% 0% 0 23 NBR6 0 6 03%0%28 SBL 20 0 20 5% 1 33% 0% 26 45 SBT 18 0 18 5% 1 0% 0% 0 17 SBR 17 0 17 15% 4 0% 0% 0 13 EBL 29 0 29 12% 5 0% 0% 0 25 EBT 72 0 73 0 15% 0% 12 85 EBR 4 0 4 00%0%04 WBL5 0 5 00%3%38 WBT 69 0 70 5% 1 0% 25% 23 92 WBR 36 0 37 0 0% 33% 30 67 0 0.000 0.000 0 0.000 0.000 0 0 317 0.200 0.300 16 0.510 0.610 96 397 0 70 22 0 0 PHF= N/A 112 0 TOTAL 211 10 Project Driveway / SW 74th Street (U) *EB & WB Based on 2019 counts 0 0 0 0 99 0 0 0 0 12 94 9 2 65 12 39 176 SW 73rd Street / SW 58th Avenue (U) 9 74 18 24 2 428 PHF=0.85 112 19 35 27 PHF=0.90 98 0 TOTAL 359 8 SW 73rd Street / SW 59th Avenue (U) 64 42 19 4 27 TOTAL 300 7 SW 73rd Street / SW 58th Court (U) 26 PHF=0.74 13 9 SW 73rd Street / US 1 (S) 0 2877 71 PHF=0.96 TOTAL 48 1551 0 0 0 0 112 0 52 4711 20 9 6 4 82 8 TOTAL 11 SW 59th Avenue / SW 74th Street (U) 10 26 6 20 18 17 29 73 4 5 PHF=0.81 70 37 TOTAL 317 209 EXISTING EXISTING Total FUTURE FUTURE 2018 2019 0.5% In Out Total In Out Total In Out Total Committed W/O In Out Total In Out Total WITH 4 123 102 225 48 111 159 67 217 284 Developments PROJECT 104 101 205 CHECK 1 158 129 287 PROJECT NEBL 107 0 22% 11 26% 17 28 137 0% 15% 15 122 0% 15% 19 141 NEBT 1610 30% 37 8% 9 0 46 1688 0% 12% 12 1676 0% 23% 30 1706 NEBR 68 0 5% 2 0 2 72 0% 0% 0 72 0% 0% 0 72 SWBL 50 0 0 8% 17 17 68 10% 0% 10 58 10% 0% 16 74 SWBT 2341 40% 41 0 0 41 2429 13% 0% 14 2415 13% 0% 21 2436 SWBR 194 0 0 0 0 198 0% 0% 0 198 0% 0% 0 198 EBL0 000000%0%000% 0% 0 0 EBT 442 0 10% 11 0 11 462 10% 0% 10 452 10% 0% 16 467 EBR 67 0 0 0 0 68 5% 0% 5 63 5% 0% 8 71 WBL0 000000%0%000% 0% 0 0 WBT 392 0 10% 5 8% 5 10 410 0% 0% 0 410 0% 0% 0 410 WBR 11 0 0 0 0 11 0% 0% 0 11 0% 0% 0 11 5282 0.300 0.400 78 0.370 0.180 38 156 5544 0.380 0.270 67 0.380 0.380 109 0 5586 NBL 43 0 0 0 0 44 0% 0% 0 44 0% 0% 0 44 NBT 80 0 0 0 0 82 0% 7% 7 75 0% 2% 3 77 NBR 13 0 0 0 0 13 0% 8% 8 5 0% 3% 4 9 SBL 21 0 0 0 0 21 0% 0% 0 21 0% 0% 0 21 SBT 42 0 0 0 0 43 2% 0% 2 41 2% 0% 3 44 SBR 33 0 0 0 0 34 0% 0% 0 34 0% 0% 0 34 EBL 119 0 0 0 0 121 0% 4% 4 117 0% 0% 0 117 EBT 286 0 10% 11 8% 17 28 320 0% 4% 4 316 0% 12% 15 332 EBR 30 0 0 0 0 31 0% 0% 0 31 0% 0% 0 31 WBL 26 0 0 0 0 27 3% 0% 3 23 3% 0% 5 28 WBT 295 0 10% 5 8% 5 10 311 10% 0% 10 301 12% 0% 19 320 WBR 104 0 0 0 0 106 0% 0% 0 106 0% 0% 0 106 1092 0.000 0.000 0 0.100 0.100 16 39 1153 0.150 0.230 39 0.170 0.170 49 0 1163 NBL 55 0 0 0 0 56 0% 0% 0 56 0% 0% 0 56 NBT 325 0 0 0 0 332 0% 8% 8 323 0% 5% 6 330 NBR 143 0 0 0 0 146 0% 5% 5 141 0% 5% 6 147 SBL 75 0 0 0 0 77 0% 0% 0 77 0% 0% 0 77 SBT 472 0 0 0 0 482 12% 0% 12 469 10% 0% 16 485 SBR 237 0 0 0 0 242 3% 0% 3 239 5% 0% 8 247 EBL 64 0 0 0 0 65 0% 7% 7 58 0% 10% 13 71 EBT 216 0 10% 11 8% 17 28 249 0% 5% 5 244 0% 5% 6 250 EBR 49 0 0 0 0 50 0% 0% 0 50 0% 0% 0 50 WBL 133 0 0 0 0 136 0% 0% 0 136 0% 0% 0 136 WBT 163 0 10% 5 8% 5 10 176 10% 0% 10 166 10% 0% 16 182 WBR 63 0 0 0 0 64 0% 0% 0 64 0% 0% 0 64 1995 0.000 0.000 0 0.100 0.100 16 39 2074 0.250 0.250 51 0.250 0.250 72 0 2094 NBL 84 0 0 0 0 86 9% 0% 9 76 9% 0% 14 91 NBT 451 0 0 0 0 460 0% 0% 0 460 0% 0% 0 460 NBR 14 0 0 0 0 14 0% 0% 0 14 0% 0% 0 14 SBL 22 0 0 0 0 22 0% 0% 0 22 0% 0% 0 22 SBT 437 0 0 0 0 446 0% 0% 0 446 0% 0% 0 446 SBR 70 0 0 0 0 71 7% 0% 7 64 10% 0% 16 80 EBL 43 0 0 0 0 44 0% 8% 8 36 0% 10% 13 49 EBT 22 0 0 0 0 22 0% 0% 0 22 0% 0% 0 22 EBR 33 0 0 0 0 34 0% 9% 9 25 0% 9% 12 36 WBL 36 0 0 0 0 37 0% 0% 0 37 0% 0% 0 37 WBT 64 0 0 0 0 65 0% 0% 0 65 0% 0% 0 65 WBR 26 0 0 0 0 27 0% 0% 0 27 0% 0% 0 27 1302 0.000 0.000 0 0.000 0.000 0 0 1328 0.160 0.170 34 0.190 0.190 55 0 1349 NBL 30 0 0 0 0 31 3% 0% 3 27 3% 0% 5 32 NBT 36 0 0 0 0 37 0% 0% 0 37 0% 0% 0 37 NBR9 000090%0%090% 0% 0 9 SBL 23 0 0 0 0 23 0% 0% 0 23 0% 0% 0 23 SBT 39 0 0 0 0 40 0% 0% 0 40 0% 0% 0 40 SBR 29 0 0 0 0 30 0% 0% 0 30 5% 0% 8 37 EBL 14 0 0 0 0 14 0% 0% 0 14 0% 5% 6 21 EBT 69 0 0 0 0 70 0% 17% 17 53 0% 19% 25 78 EBR 40 0 0 0 0 41 0% 3% 3 38 0% 3% 4 42 WBL 16 0 0 0 0 16 0% 0% 0 16 0% 0% 0 16 WBT 230 0 0 0 0 235 9% 0% 9 225 19% 0% 30 255 WBR 32 0 0 0 0 33 0% 0% 0 33 0% 0% 0 33 567 0.000 0.000 0 0.000 0.000 0 0 578 0.120 0.200 33 0.270 0.270 77 0 623 106 Treo SomiSouth Miami Office Building 301 Paseo de la Riviera 400 11 68 0 69 198 51 2388 0 451 PHF=0.94 MOVEMENT FUTURE BACKGROUND TRAFFIC TOTAL 5388 1 Sunset Drive / US 1 (S) 109 1642 21 43 34 121 TOTAL 1114 2 Sunset Drive / SW 58th Avenue (U) 44 82 13 292 31 27 PHF=0.92 3 Sunset Drvie / Red Road (S) 56 332 146 77 482 242 65 220 50 PHF=0.94 166 64 TOTAL 2035 136 4 Red Road / SW 74th Street (S) 86 460 14 22 446 71 44 22 34 37 PHF=0.95 65 27 TOTAL 1328 5 SW 74th Street / SW 58th Avenue (U) 31 37 9 23 40 30 14 70 41 16 PHF=0.92 235 33 TOTAL 578 SoMi Market_5850 SW 73rd Street WINN DIXIE PM PEAK HOUR INTERSECTION ASSIGNMENT Existing TRIPS PassBy PROJECT TRIPS 210 EXISTING EXISTING Total FUTURE FUTURE 2018 2019 0.5% In Out Total In Out Total In Out Total Committed W/O In Out Total In Out Total WITH 4 123 102 225 48 111 159 67 217 284 Developments PROJECT 104 101 205 CHECK 1 158 129 287 PROJECT Treo SomiSouth Miami Office BuildingPaseo de la Riviera MOVEMENT FUTURE BACKGROUND TRAFFIC SoMi Market_5850 SW 73rd Street WINN DIXIE PM PEAK HOUR INTERSECTION ASSIGNMENT Existing TRIPS PassBy PROJECT TRIPS NBL 13 0 0 0 0 13 0% 0% 0 13 0% 0% 0 13 NBT 60 0 0 0 0 61 0% 0% 0 61 0% 5% 6 67 NBR5 000050%0%050% 0% 0 5 SBL 21 0 0 0 0 21 0% 0% 0 21 0% 0% 0 21 SBT 64 0 0 0 0 65 0% 0% 0 65 5% 0% 8 73 SBR 31 0 0 0 0 32 5% 0% 5 26 0% 0% 0 26 EBL 26 0 0 0 0 27 0% 15% 15 11 0% 0% 0 11 EBT 83 0 0 0 0 85 0% 5% 5 80 0% 0% 0 80 EBR 22 0 0 0 0 22 0% 0% 0 22 0% 0% 0 22 WBL 30 0 0 0 0 31 0% 0% 0 31 0% 0% 0 31 WBT 236 0 0 0 0 241 5% 0% 5 236 0% 0% 0 236 WBR 44 0 0 0 0 45 0% 0% 0 45 0% 0% 0 45 635 0.000 0.000 0 0.000 0.000 0 0 648 0.100 0.200 31 0.050 0.050 14 0 631 NBL 22 0 0 0 0 22 0% 0% 0 22 0% 0% 0 22 NBT 13 0 0 0 0 13 0% 0% 0 13 0% 12% 15 28 NBR9 000090%7%720% 0% 0 2 SBL 14 0 0 0 0 14 0% 0% 0 14 0% 0% 0 14 SBT 26 0 0 0 0 27 8% 0% 8 18 22% 0% 35 53 SBR 36 0 0 0 0 37 17% 0% 18 19 0% 0% 0 19 EBL 23 0 0 0 0 23 0% 8% 8 15 0% 0% 0 15 EBT 77 0 0 0 0 79 8% 13% 21 57 0% 0% 0 57 EBR 19 0 0 0 0 19 2% 0% 2 17 0% 0% 0 17 WBL 22 0 0 0 0 22 0% 0% 0 22 0% 0% 0 22 WBT 250 0 0 0 0 255 0% 0% 0 255 0% 0% 0 255 18 0 0 0 0 18 0% 0% 0 18 0% 0% 0 18 529 0.000 0.000 0 0.000 0.000 0 0 540 0.350 0.280 65 0.220 0.120 50 0 525 NBL 87 0 0 0 0 89 0% 5% 5 84 0% 33% 43 126 NBT0 000000%0%000% 0% 0 0 NBR 18 0 0 0 0 18 0% 0% 0 18 0% 0% 0 18 SBL 15 0 0 0 0 15 0% 0% 0 15 0% 0% 0 15 SBT 35 0 0 0 0 36 5% 0% 5 31 10% 0% 16 46 SBR 19 0 0 0 0 19 0% 0% 0 19 0% 0% 0 19 EBL0 000000%0%000% 0% 0 0 EBT 78 0 0 0 0 80 17% 0% 18 62 0% 0% 0 62 EBR 34 0 0 0 0 35 4% 0% 4 31 23% 0% 36 67 WBL 23 0 0 0 0 23 0% 0% 0 23 0% 0% 0 23 WBT 267 0 0 0 0 272 0% 22% 22 250 0% 0% 0 250 WBR0 000000%0%000% 0% 0 0 576 0.000 0.000 0 0.000 0.000 0 0 588 0.260 0.270 54 0.330 0.330 95 0 628 NEBL0 000000%0%000% 0% 0 0 NEBT 1784 30% 37 22% 8% 19 0 56 1876 0% 0% 0 1876 0% 10% 13 1889 NEBR 85 0 0 0 0 87 3% 0% 3 84 5% 0% 8 91 SWBL 36 0 0 0 0 37 18% 0% 19 18 18% 0% 28 46 SWBT 2311 40% 41 0 0 41 2398 0% 0% 0 2398 0% 0% 0 2398 SWBR0 000000%0%000% 0% 0 0 EBL0 000000%0%000% 0% 0 0 EBT0 000000%0%000% 0% 0 0 EBR0 000000%0%000% 0% 0 0 WBL 289 0 0 0 0 295 0% 10% 10 285 0% 5% 6 291 WBT0 000000%0%000% 0% 0 0 WBR 81 0 0 0 0 83 0% 17% 17 65 0% 28% 36 102 4586 0.300 0.400 78 0.220 0.080 19 97 4776 0.210 0.270 49 0.230 0.430 92 0 4818 NBL 0000% 0% 0 0 NBT 00000 000% 0% 0 0 NBR 0000% 0% 0 0 SBL 0000% 39% 50 16 66 SBT 00000 000% 0% 0 0 SBR 0000% 61% 79 16 95 EBL 00051% 0% 81 16 97 EBT 89 0 90 20 70 0% 0% 0 -16 54 EBR 0000% 0% 0 0 WBL 0000% 0% 0 0 WBT 0 283 0 287 12 275 0% 0% 0 -16 259 WBR 00049% 0% 77 16 93 0 0.000 0.000 0 0.000 0.000 0 0 378 0.000 0.000 33 1.000 1.000 287 32 664 NBL 24 0 24 0% 0% 0 24 0% 0% 0 24 NBT 35 0 36 8% 0% 8 27 0% 0% 0 27 NBR 14 0 14 0% 0% 0 14 3% 0% 5 19 SBL 22 0 22 0% 5% 5 17 33% 0% 52 69 SBT 52 0 53 0% 5% 5 48 0% 0% 0 48 SBR 36 0 37 0% 15% 15 21 0% 0% 0 21 EBL 17 0 17 12% 0% 12 5 0% 0% 0 5 EBT 53 0 54 0% 0% 0 54 15% 0% 24 78 EBR8 0 8 0%0%0 80% 0% 0 8 WBL 32 0 32 0% 0% 0 32 0% 3% 4 36 WBT 218 0 221 0% 5% 5 216 0% 25% 32 248 WBR 33 0 33 0% 0% 0 33 0% 33% 43 76 544 0.000 0.000 0 0.000 0.000 0 0 552 0.200 0.300 51 0.510 0.610 160 0 661 295 PHF=0.97 0 83 TOTAL 4678 9 SW 73rd Street / US 1 (S) 0 1820 87 37 2358 0 0 0 0 0 19 27 255 18 37 PHF= N/A 287 0 TOTAL 378 10 Project Driveway / SW 74th Street (U) *EB & WB Based on 2019 counts 0 0 0 0 0 0 0 90 0 22 23 79 21 22 13 9 14 PHF=0.90 241 45 TOTAL 648 27 31 6 SW 73rd Street / SW 58th Avenue (U) 13 61 5 65 32 85 22 80 35 PHF=0.89 0 18 7 SW 73rd Street / SW 58th Court (U) TOTAL 540 PHF=0.94 272 0 TOTAL 588 8 SW 73rd Street / SW 59th Avenue (U) 89 15 36 19 0 23 11 SW 59th Avenue / SW 74th Street (U) 24 36 14 22 53 37 17 54 8 32 PHF=0.80 221 33 TOTAL 552 211 212 THE CITY OF PLEASANT LIVING CITY OF SOUTH MIAMI OFFICE OF THE CITY MANAGER INTER-OFFICE MEMORANDUM To: The Honorable Mayor & Members of the City Commission VIA: Steven Alexander, City Manager FROM: Jane K. Tompkins, AICP, Planning Director Date: June 6, 2017 SUBJECT: 1. A Resolution pursuant to Section 20-3.5(D)(l) and other applicable provisions of the City of South Miami Land Development Code approving an increase from two stories to four stories for a Mixed-Use Project on the West Madison Square property as legally described herein. 11 2. A Resolution relating to a request for a variance from Section 20-4.4 and other applicable provisions of the City of South Miami Land Development Code to allow a reduction in the number of parking spaces provided for a Mixed-Use Project on the West Madison Square property as legally described herein. 3. A Resolution approving a Unity of Title for the Properties Located at 5978 SW 64 th Street (folio 09-4025-010-0010), 6415 SW 60 th Avenue (folio 09-4025-010-0030), 6429 SW 60 th Avenue (folio 09-4025-010-0040), 6442 SW 59 th Place (folio 09-4025-010-0180), 6420 SW 59 th Place (folio 09-4025-010-0160), and vacant lots with the following folio numbers: 09-4025-010-0050, 09-4025-010-0020, 09-4025-010-0140, and 09-4025-010-0170. BACKGROUND: The South Miami Community Redevelopment Agency {CRA) owns approximately 1.2 acres of property on the south side of SW 64 th Street generally referred to as Madison Square. The CRA's planning document designates the area for a mixed-use redevelopment proposal that will create an anchor for the north end of SW 59 th Place and help stimulate revitalization efforts in the area. For the purposes of the development review, the property is described as either East or West Madison Square, with SW 59 th Place serving as the divider. This memo is focused on the zoning requests for West Madison Square; the East Madison Square requests are addressed in a separate memo. The West property consists of nine (9) parcels on the south side of SW 64 th Street between SW 59 t h Place and SW 60 th Avenue as shown in the highlighted area below: 213 Madison Square -West Parcel Special Use and Variance Applications 5978 SW 64 Street June 6, 2017 Page 2 of 9 Subject Property located 5978 SW 64 Street The properties total 32,019 square feet in size (net) and are identified on the City's maps as: 5978 SW 64 th Street, 6415 SW 60t h Place, 6429 SW 60 th Avenue, 6443 SW 60th Avenue 1, 6442 SW 59 th Place, and four vacant parcels that have not been assigned a street number2. The project does not include the privately owned, irregularly shaped parcel at 6412 SW 59 th Place. All the parcels are zoned "SR" Specialty Retail except for 6443 SW 60 th Avenue, which is zoned "RS-4" Single-Family. The City's Future Land Use Map (FLUM) designates all the parcels as "Mixed-Use Commercial Residential (Four-Story)". 1 The Miami-Dade County Property Appraiser 's website does not list an addre ss for thi s parcel. 2 Th e Miami-Dade County Property Apprai ser 's web sit e identifies th e vacant parc e l immediately south of6412 SW 59tl, Place as 64 20 SW 59 1h Place . JK T Z:\Comml ssion ltem s\2017\06 -06-2017\Mad is on Sq uare West\Madison Square West CM Memo 06062017 .docx 214 Madison Square -West Parcel Special Use and Variance Applications 5978 SW 64 Street June 6, 201 7 Pa ge 3 of 9 6400 6415 6429 ·H j J _R • ..6443 ·• 6442 6457 6450 6488 6487 Zoning Map Excerpt O'l C.11 _,. 0 8487 Future Land Use Map Excerpt Surrounding land uses, zoning and FLUM designations are as follows: Land Use Zoning FLUM Church Parking RS -4 * Single-Family Residential North lot (Two-Story) and Mixed-Use Comme r cial Residentia l (Four-Story) S0utlil Single-family RS -4 and SR Single -Family (Two-Story) and vacant East Vacant SR Mixed -Use Commercial Residential (Four-Story) West Vacant RS -4 Single -Fam il y Residential (Two-S t ory) * Commun ity Service Overlay The City of South Miami is proposing a mixed -use project for Madison Square . The West property will consist of approximately 8,868 square feet of commercial space on the ground floor and twenty (20) res idential units on the second and third floors (ten units per floor). The proposed uses are perm itted in the SR district (see Land Development Code (LDC) Sec. 20 -3.3(0)). The res idential component will be developed as affordable units pursuant to an agreement between the CRA and the developer. A si ngle r etail t e nant is expected to occupy the commercial space . As currently designed, forty-one (41) parking spaces will be available on -site . Pursuant to Section 20 -4 .4 of the LDC, fourteen (14) on-street spaces can be credited to the project fo r a total of fifty- five (55) spaces. JK T Z:\Comm isslon ltem s\2017 \06 -06-2017\Mad ison Squa re W est\M adiso n Squ are W est CM Memo 06062017 .docx 215 ,.·_;; tt>~~J-JtBIT 1 ((.it'.;;' I ,J -SW64TH ST 7 6412 6428 6442 ----,,. 6456 6457 6450 ~ l 6461 \ 6420 6510 I I 6487 ' 1-! 6505 \ 6501 6520 ~ • ! .... PROPOSED WEEKDAY AM PEAK HOUR TRIP GENERATION DIRECTIONAL BASELINE MULTIMODAL EXTERNAL PASS-BY NET NEW DISTRIBUTION TRIPS REDUCTION GROSS TRIPS CAPTURE VEHICLE TRIPS CAPTURE EXTERNAL TRIPS ITE ITE ITE Percent MR IC PB Land Use Edition Code Scale Units In Out In Out Total Percent Trips In Out Total Percent Trips In Out Total Percent Trips In Out Total 1 Shopping Center 10 820 12.434 ksf 62%38%7 5 12 21.0%3 5 4 9 0.0%0 5 4 9 0.0%0 5 4 9 2 Multifamily Housing (Low-Rise)10 220 40 du 23%77%5 15 20 21.0%4 4 12 16 0.0%0 4 12 16 0.0%0 4 12 16 3 4 G 5 R 6 O 7 U 8 P 9 10 1 11 12 13 14 15 ITE Land Use Code Total:12 20 32 21.9%7 9 16 25 0.0%0 9 16 25 0.0%0 9 16 25 820 220 PROPOSED WEEKDAY PM PEAK HOUR TRIP GENERATION DIRECTIONAL BASELINE MULTIMODAL EXTERNAL PASS-BY NET NEW DISTRIBUTION TRIPS REDUCTION GROSS TRIPS CAPTURE VEHICLE TRIPS CAPTURE EXTERNAL TRIPS ITE ITE ITE Percent MR IC PB Land Use Edition Code Scale Units In Out In Out Total Percent Trips In Out Total Percent Trips In Out Total Percent Trips In Out Total 1 Shopping Center 10 820 12.434 ksf 48%52%56 60 116 21.0%24 44 48 92 9.8%9 41 42 83 34.0%28 27 28 55 2 Multifamily Housing (Low-Rise)10 220 40 du 63%37%16 10 26 21.0%5 13 8 21 42.9%9 7 5 12 0.0%0 7 5 12 3 4 G 5 R 6 O 7 U 8 P 9 10 2 11 12 13 14 15 ITE Land Use Code Total:72 70 142 20.4%29 57 56 113 15.9%18 48 47 95 29.5%28 34 33 67 820 220 INTERNAL INTERNAL LN(Y) = 0.89*LN(X)+-0.02 ITE TRIP GENERATION CHARACTERISTICS ITE TRIP GENERATION CHARACTERISTICS Rate or Equation LN(Y) = 0.74*LN(X)+2.89 Rate or Equation Y=0.94(X) LN(Y) = 0.95*LN(X)+-0.51 K:\FTL_TPTO\044800014 - The Residences at SoMi Parc\Data\Committed Developments\Madison Square Trip Generation.xlsx: PRINT-PEAK HOUR 1/7/2021,4:44 PM 216 Enter Exit Enter Exit Office 0 0 0 0 Retail 5 4 44 48 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 Residential 4 12 13 8 Hotel 0 0 0 0 9 16 57 56 Enter Exit Enter Exit Office 0 0 0 0 Retail 0 0 3 6 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 Residential 0 0 6 3 Hotel 0 0 0 0 0 0 9 9 Total % Reduction Office Retail Restaurant Cinema/Entertainment Residential Hotel Enter Exit Enter Exit Office 0 0 0 0 Retail 5 4 41 42 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 Residential 4 12 7 5 Hotel 0 0 0 0 9 16 48 47 EXTERNAL TRIPS OUTPUTLand Use A.M. Peak Hour P.M. Peak Hour 0.0%42.9%OUTPUT0.0%15.9% 0.0%9.8% INTERNAL TRIPS OUTPUTLand Use A.M. Peak Hour P.M. Peak Hour GROSS TRIP GENERATION INPUTLand Use A.M. Peak Hour P.M. Peak Hour Internal Capture Reduction Calculations Methodology for A.M. Peak Hour and P.M. Peak Hour based on the Trip Generation Handbook , 3rd Edition, published by the Institute of Transportation Engineers Methodology for Daily based on the average of the Unconstrained Rates for the A.M. Peak Hour and P.M. Peak Hour SUMMARY (PROPOSED) 217 Traffic Impact Analysis for Submittal to the City of South Miami SoMi Parc South Miami, Florida © 2021 Kimley-Horn and Associates, Inc. Updated June 2021 May 2021 April 2021 044800014 218 1 'Int 1'! 2 'Int 2'!3 'Int 3'!4 'Int 4'! 5 'Int 5'! #'Int 11'! 6 'Int 6'!7 'Int 7'! 8 'Int 8'! 9 'Int 9'!#'Int 10'!14411 (10) (2)1 (25)(30)32 2 (1)(30)7* The traffic volumes in and out of the project driveways are total project volumes, while traffic volumes at external intersections are net new trips accounting for the existing development.15(10)(46)26838 (33) 19 (17)(13)(23)17 (50)4(38)40 (20)7 17 (50)(16)5(11)(38)131040(11) (8)8 (20)1053211(33)(12)13(22)26 (16)5 (17)6 13 (13) 13 (15)(29)(31)(40)1310N NOT TO SCALE Figure 5 Peak Hour Trip Assignment SoMi Parc South Miami, Florida © 2021 Legend Study Roadway Study Intersection XX A.M. Peak Hour Trip Assignment (XX) P.M. Peak Hour Trip Assignment SW 64th Street SW62ndAvenueSW59thPlaceSW 66th Street SW58thPlaceSW 67th Street SW 68th Street SW 72nd Avenue/Sunset Drive East Project Driveway SW57thAvenue/RedRoadSITE SITE West Project Driveway 219 1 'Int 1'! 2 'Int 2'!3 'Int 3'!4 'Int 4'! 5 'Int 5'! #'Int 11'! 6 'Int 6'!7 'Int 7'! 8 'Int 8'! 9 'Int 9'!#'Int 10'! 6 3 1 4 -1-77-4-5432-2-1N NOT TO SCALE Figure 7 P.M. Peak Hour Pass-by Assignment SoMi Parc South Miami, Florida © 2021 Legend Study Roadway Study Intersection XX Entering Pass-by Assignment (XX) Existing Pass-by Assignment SW 64th Street SW62ndAvenueSW59thPlaceSW 66th Street SW58thPlaceSW 67th Street SW 68th Street SW 72nd Avenue/Sunset Drive East Project Driveway SW57thAvenue/RedRoadSITE SITE West Project Driveway 220 Appendix E Trip Generation 221 PEAK HOUR TRIP GENERATION PROPOSED WEEKDAY AM PEAK HOUR TRIP GENERATION DIRECTIONAL BASELINE MULTIMODAL INTERNAL EXTERNAL PASS-BY NET NEW DISTRIBUTION TRIPS REDUCTION GROSS TRIPS CAPTURE VEHICLE TRIPS CAPTURE EXTERNAL TRIPS ITE ITE ITE Percent MR IC PB Land Use Edition Code Scale Units In Out In Out Total Percent Trips In Out Total Percent Trips In Out Total Percent Trips In Out Total 1 Hospital 11 610 92 bed 72%28%119 46 165 0.0%0 119 46 165 0.0%0 119 46 165 0.0%0 119 46 165 2 3 4 G 5 R 6 O 7 U 8 P 9 10 1 11 12 13 14 15 ITE Land Use Code Total:119 46 165 0 119 46 165 0.0%0 119 46 165 0.0%0 119 46 165 610 PROPOSED WEEKDAY PM PEAK HOUR TRIP GENERATION DIRECTIONAL BASELINE MULTIMODAL INTERNAL EXTERNAL PASS-BY NET NEW DISTRIBUTION TRIPS REDUCTION GROSS TRIPS CAPTURE VEHICLE TRIPS CAPTURE EXTERNAL TRIPS ITE ITE ITE Percent MR IC PB Land Use Edition Code Scale Units In Out In Out Total Percent Trips In Out Total Percent Trips In Out Total Percent Trips In Out Total 1 Hospital 11 610 92 bed 33%67%51 104 155 0.0%0 51 104 155 0.0%0 51 104 155 0.0%0 51 104 155 2 3 4 G 5 R 6 O 7 U 8 P 9 10 2 11 12 13 14 15 ITE Land Use Code Total:51 104 155 0 51 104 155 0.0%0 51 104 155 0.0%0 51 104 155 610 ITE TRIP GENERATION CHARACTERISTICS Rate or Equation Y=1.69(X) ITE TRIP GENERATION CHARACTERISTICS Rate or Equation Y=1.79(X) K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Trip Gen\TRIP GEN 11_Beds.xlsx: PRINT-AM PEAK HOUR 8/11/2022,5:30 PM 222 Appendix F Cardinal Trip Distribution 223 Year 2024 Applied Percentages 17.83%19.44% 18%19% 8.36%14.57% 8%15% 13.00%6.13% 13%6% 15.64%5.06% 16%5% 2024 2015 2045 Interpolated 19.2%20.00%19.44%19.00% 14.6%14.50%14.57%15.00% 7.0%4.10%6.13%6.00% 5.3%4.50%5.06%5.00% 15.4%16.20%15.64%16.00% 13.0%13.00%13.00%13.00% 8.0%9.20%8.36%8.00% 17.5%18.60%17.83%18.00% 100.0%100.1%100.03%100.00% Cardinal Distribution for TAZ 1117 Cardinal Trip Distribution Cardinal Direction Percentage of Trips 2024 West-Northwest North-Northwest Total North-Northeast East-Northeast East-Southeast South-Southeast South-Southwest West-Southwest K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Trip Distribution\Cardinal Distrbution.xls 224 47 Miami-Dade 2015 Base Year Direction Trip Distribution Summary TAZ of Origin Trips / Percent Cardinal Directions Total Trips County TAZ Regional TAZ NNE ENE ESE SSE SSW WSW WNW NNW 1093 3993 Trips 235 91 8 - 56 150 125 230 902 1093 3993 Percent 26.3 10.2 0.9 - 6.2 16.8 13.9 25.7 1094 3994 Trips 962 292 53 - 216 805 633 919 4,008 1094 3994 Percent 24.8 7.5 1.4 - 5.6 20.7 16.3 23.7 1095 3995 Trips 552 475 63 47 175 717 547 774 3,421 1095 3995 Percent 16.5 14.2 1.9 1.4 5.2 21.4 16.3 23.1 1096 3996 Trips 619 457 30 32 236 507 325 754 3,106 1096 3996 Percent 20.9 15.4 1.0 1.1 8.0 17.1 11.0 25.5 1097 3997 Trips 637 310 121 71 339 935 406 968 3,837 1097 3997 Percent 16.8 8.2 3.2 1.9 8.9 24.7 10.7 25.6 1098 3998 Trips 9,391 5,544 1,947 600 4,955 7,929 4,518 7,280 45,582 1098 3998 Percent 22.3 13.2 4.6 1.4 11.8 18.8 10.7 17.3 1099 3999 Trips 2,956 2,693 292 216 1,756 1,784 1,309 2,188 13,533 1099 3999 Percent 22.4 20.4 2.2 1.6 13.3 13.5 9.9 16.6 1100 4000 Trips 1,099 443 22 29 310 752 404 722 3,844 1100 4000 Percent 29.1 11.7 0.6 0.8 8.2 19.9 10.7 19.1 1101 4001 Trips 161 31 4 8 20 100 64 70 458 1101 4001 Percent 35.1 6.8 0.9 1.8 4.4 21.8 14.1 15.2 1102 4002 Trips 145 31 4 2 34 101 98 106 526 1102 4002 Percent 27.8 6.0 0.8 0.4 6.5 19.4 18.8 20.4 1103 4003 Trips 3,447 1,241 118 265 1,208 2,801 1,081 1,661 12,545 1103 4003 Percent 29.2 10.5 1.0 2.2 10.2 23.7 9.2 14.1 1104 4004 Trips 421 100 9 27 89 321 144 296 1,439 1104 4004 Percent 29.9 7.1 0.6 1.9 6.3 22.8 10.2 21.0 1105 4005 Trips 1,731 560 107 103 386 1,240 606 937 5,958 1105 4005 Percent 30.5 9.9 1.9 1.8 6.8 21.9 10.7 16.5 1106 4006 Trips 857 846 84 85 543 739 405 475 4,116 1106 4006 Percent 21.2 21.0 2.1 2.1 13.5 18.3 10.0 11.8 1107 4007 Trips 2,217 1,562 115 374 1,359 1,621 1,205 1,243 10,464 1107 4007 Percent 22.9 16.1 1.2 3.9 14.0 16.7 12.4 12.8 1108 4008 Trips 622 407 42 109 378 385 219 293 2,533 1108 4008 Percent 25.3 16.6 1.7 4.4 15.4 15.7 8.9 12.0 1109 4009 Trips 233 191 43 27 198 160 168 209 1,245 1109 4009 Percent 19.0 15.5 3.5 2.2 16.1 13.0 13.7 17.0 1110 4010 Trips 473 273 101 65 279 208 149 282 1,847 1110 4010 Percent 25.8 14.9 5.5 3.6 15.2 11.4 8.1 15.4 1111 4011 Trips 418 544 83 202 411 343 308 549 2,931 1111 4011 Percent 14.6 19.0 2.9 7.1 14.4 12.0 10.8 19.2 1112 4012 Trips 327 445 148 133 426 245 225 474 2,475 1112 4012 Percent 13.5 18.4 6.1 5.5 17.6 10.1 9.3 19.6 1113 4013 Trips 180 267 64 75 215 111 127 210 1,256 1113 4013 Percent 14.5 21.4 5.1 6.0 17.3 8.9 10.2 16.8 1114 4014 Trips 228 201 48 96 127 141 148 219 1,208 1114 4014 Percent 18.8 16.7 4.0 8.0 10.5 11.7 12.2 18.1 1115 4015 Trips 353 276 115 90 353 299 205 304 2,057 1115 4015 Percent 17.7 13.9 5.8 4.5 17.7 15.0 10.3 15.2 1116 4016 Trips 209 181 86 62 143 132 90 237 1,141 1116 4016 Percent 18.4 15.9 7.6 5.4 12.5 11.6 7.9 20.8 1117 4017 Trips 504 384 184 139 406 340 210 460 2,683 1117 4017 Percent 19.2 14.6 7.0 5.3 15.4 13.0 8.0 17.5 1118 4018 Trips 1,181 1,089 79 88 922 1,071 503 796 5,919 1118 4018 Percent 20.6 19.0 1.4 1.5 16.1 18.7 8.8 13.9 225 107 Miami-Dade 2045 Cost Feasible Plan Direction Trip Distribution Summary TAZ of Origin Trips / Percent Cardinal Directions Total Trips County TAZ Regional TAZ NNE ENE ESE SSE SSW WSW WNW NNW 1093 3993 Trips 291 64 6 - 50 148 167 321 1,083 1093 3993 Percent 27.8 6.1 0.6 - 4.8 14.1 16.0 30.7 1094 3994 Trips 1,367 543 68 - 268 962 805 1,204 5,372 1094 3994 Percent 26.2 10.4 1.3 - 5.1 18.4 15.4 23.1 1095 3995 Trips 1,082 717 48 55 296 904 880 1,086 5,182 1095 3995 Percent 21.4 14.2 0.9 1.1 5.8 17.8 17.4 21.4 1096 3996 Trips 866 480 30 56 323 566 508 1,083 4,060 1096 3996 Percent 22.1 12.3 0.8 1.4 8.3 14.5 13.0 27.7 1097 3997 Trips 1,262 655 234 122 580 1,241 721 1,578 6,528 1097 3997 Percent 19.7 10.3 3.7 1.9 9.1 19.4 11.3 24.7 1098 3998 Trips 12,773 6,565 2,298 541 7,488 10,015 5,563 10,195 60,915 1098 3998 Percent 23.0 11.8 4.1 1.0 13.5 18.1 10.0 18.4 1099 3999 Trips 4,171 2,923 422 237 2,436 2,469 1,688 2,789 17,560 1099 3999 Percent 24.3 17.1 2.5 1.4 14.2 14.4 9.9 16.3 1100 4000 Trips 1,663 556 24 23 481 838 549 980 5,267 1100 4000 Percent 32.5 10.9 0.5 0.5 9.4 16.4 10.7 19.2 1101 4001 Trips 193 30 0 0 35 56 112 71 504 1101 4001 Percent 38.9 6.1 0.0 0.0 7.0 11.3 22.5 14.2 1102 4002 Trips 202 35 8 14 29 135 111 136 670 1102 4002 Percent 30.2 5.2 1.2 2.1 4.3 20.1 16.5 20.4 1103 4003 Trips 4,463 1,680 170 182 1,618 3,261 1,505 2,096 16,096 1103 4003 Percent 29.8 11.2 1.1 1.2 10.8 21.8 10.1 14.0 1104 4004 Trips 657 148 15 12 188 398 247 439 2,136 1104 4004 Percent 31.2 7.0 0.7 0.6 9.0 18.9 11.7 20.8 1105 4005 Trips 2,356 776 77 96 627 1,484 785 1,229 7,728 1105 4005 Percent 31.7 10.4 1.0 1.3 8.4 20.0 10.6 16.5 1106 4006 Trips 1,426 1,084 109 84 681 1,141 611 858 6,188 1106 4006 Percent 23.8 18.1 1.8 1.4 11.4 19.0 10.2 14.3 1107 4007 Trips 3,002 2,106 136 359 2,022 1,932 1,593 1,747 13,994 1107 4007 Percent 23.3 16.3 1.1 2.8 15.7 15.0 12.4 13.6 1108 4008 Trips 832 569 32 102 405 478 306 346 3,235 1108 4008 Percent 27.1 18.5 1.1 3.3 13.2 15.6 10.0 11.3 1109 4009 Trips 249 272 65 23 205 160 194 193 1,369 1109 4009 Percent 18.3 20.0 4.8 1.7 15.0 11.8 14.3 14.2 1110 4010 Trips 643 577 97 60 424 287 297 455 2,898 1110 4010 Percent 22.6 20.3 3.4 2.1 14.9 10.1 10.5 16.0 1111 4011 Trips 614 747 89 190 506 492 416 539 3,703 1111 4011 Percent 17.1 20.8 2.5 5.3 14.1 13.7 11.6 15.0 1112 4012 Trips 432 546 102 118 454 290 317 485 2,804 1112 4012 Percent 15.7 19.9 3.7 4.3 16.6 10.6 11.5 17.7 1113 4013 Trips 228 343 61 50 200 120 208 195 1,429 1113 4013 Percent 16.2 24.4 4.3 3.6 14.2 8.5 14.8 13.9 1114 4014 Trips 261 302 62 72 198 181 215 273 1,595 1114 4014 Percent 16.7 19.3 3.9 4.6 12.7 11.6 13.8 17.5 1115 4015 Trips 462 377 95 54 352 286 276 365 2,295 1115 4015 Percent 20.4 16.7 4.2 2.4 15.5 12.6 12.2 16.1 1116 4016 Trips 233 236 36 92 183 212 138 290 1,460 1116 4016 Percent 16.4 16.6 2.6 6.5 12.9 14.9 9.7 20.4 1117 4017 Trips 801 582 163 180 650 521 368 746 4,078 1117 4017 Percent 20.0 14.5 4.1 4.5 16.2 13.0 9.2 18.6 1118 4018 Trips 2,239 1,370 88 125 1,181 1,456 854 1,307 9,068 1118 4018 Percent 26.0 15.9 1.0 1.5 13.7 16.9 9.9 15.2 226 Appendix G Volume Development Worksheets 227 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION:SW 62nd Avenue and SW 72nd Street/Sunset Drive COUNT DATE:September 14, 2022 AM PEAK HOUR FACTOR:0.93 PM PEAK HOUR FACTOR:0.96 "AM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 10 237 684 179 2 67 452 29 88 148 21 37 182 114 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 AM EXISTING CONDITIONS 11 249 718 188 2 70 475 30 92 155 22 39 191 120 "PM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 81 119 499 87 10 66 998 25 185 178 27 55 163 277 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 PM EXISTING CONDITIONS 85 125 524 91 11 69 1,048 26 194 187 28 58 171 291 "AM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 6 10 3 77 2 4 5 6 13 13 TOTAL "VESTED" TRAFFIC 0 5 15 0 0 0 102 0 0 0 0 0 4 13 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% AM BACKGROUND TRAFFIC GROWTH 0 6 17 4 0 2 11 1 2 4 1 1 5 3 AM NON-PROJECT TRAFFIC 11 260 750 192 2 72 588 31 94 159 23 40 200 136 "PM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 15 15 17 22 3 8 16 17 13 12 TOTAL "VESTED" TRAFFIC 0 16 49 0 0 0 53 0 0 0 0 0 8 12 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% PM BACKGROUND TRAFFIC GROWTH 2 3 12 2 0 2 25 1 5 4 1 1 4 7 PM NON-PROJECT TRAFFIC 87 144 585 93 11 71 1,126 27 199 191 29 59 183 310 "AM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 27.0%28.0%21.0% Distribution Exiting 24.0%6.0%43.0% "PM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 27.0%28.0%21.0% Distribution Exiting 24.0%6.0%43.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM TRAFFIC DIVERSIONS Pass - By Valet Net New 32 33 25 11 3 20 AM TOTAL PROJECT TRAFFIC 32 0 0 0 0 0 33 0 25 0 0 11 3 20 0 AM TOTAL TRAFFIC 43 260 750 192 2 72 621 31 119 159 23 11 43 220 136 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM TRAFFIC DIVERSIONS Pass - By Valet Net New 14 14 11 25 6 45 PM TOTAL PROJECT TRAFFIC 14 0 0 0 0 0 14 0 11 0 0 25 6 45 0 PM TOTAL TRAFFIC 101 144 585 93 11 71 1,140 27 210 191 29 25 65 228 310 Project Trips Project Trips SoMi Market TREO SoMi Station SoMi Market TREO SoMi Station Madison Square The Residences at SoMi Parc Madison Square The Residences at SoMi Parc 228 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION:US-1/South Dixie Highway and SW 72nd Street/Sunset Drive COUNT DATE:September 14, 2022 AM PEAK HOUR FACTOR:0.98 PM PEAK HOUR FACTOR:0.97 "AM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 0 378 37 0 183 6 41 2,644 66 48 1,588 204 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 AM EXISTING CONDITIONS 0 397 39 0 192 6 43 2,776 69 50 1,667 214 "PM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 344 87 0 290 9 80 1,555 87 66 2,491 313 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 PM EXISTING CONDITIONS 0 361 91 0 305 9 84 1,633 91 69 2,616 329 "AM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 4 2 10 15 4 5 3 18 59 3 2 TOTAL "VESTED" TRAFFIC 0 7 2 0 20 0 69 15 0 7 5 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% AM BACKGROUND TRAFFIC GROWTH 0 9 1 0 5 0 1 65 2 1 39 5 AM NON-PROJECT TRAFFIC 0 413 42 0 217 6 113 2,856 71 58 1,711 219 "PM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 10 5 15 23 10 14 17 5 17 17 3 TOTAL "VESTED" TRAFFIC 0 27 5 0 8 0 32 23 0 27 14 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% PM BACKGROUND TRAFFIC GROWTH 0 9 2 0 7 0 2 39 2 2 62 8 PM NON-PROJECT TRAFFIC 0 397 98 0 320 9 118 1,695 93 98 2,692 337 "AM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 6.0%22.0% Distribution Exiting 6.0%22.0% "PM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 6.0%22.0% Distribution Exiting 6.0%22.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM TRAFFIC DIVERSIONS Pass - By Valet Net New 3 7 10 26 AM TOTAL PROJECT TRAFFIC 0 3 0 0 7 0 0 10 0 0 0 26 AM TOTAL TRAFFIC 0 416 42 0 224 6 113 2,866 71 58 1,711 245 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM TRAFFIC DIVERSIONS Pass - By Valet Net New 6 3 23 11 PM TOTAL PROJECT TRAFFIC 0 6 0 0 3 0 0 23 0 0 0 11 PM TOTAL TRAFFIC 0 403 98 0 323 9 118 1,718 93 98 2,692 348 Project Trips Project Trips SoMi Market TREO SoMi Station SoMi Market TREO SoMi Station Madison Square The Residences at SoMi Parc Madison Square The Residences at SoMi Parc 229 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION:SW 67th Avenue and SW 72nd Street/Sunset Drive COUNT DATE:September 14, 2022 AM PEAK HOUR FACTOR:0.90 PM PEAK HOUR FACTOR:0.93 "AM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 111 1,316 50 55 529 35 78 187 352 73 184 59 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 AM EXISTING CONDITIONS 117 1,382 53 58 555 37 82 196 370 77 193 62 "PM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 85 616 109 157 1,441 46 109 196 74 31 243 71 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 PM EXISTING CONDITIONS 89 647 114 165 1,513 48 114 206 78 33 255 75 "AM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 6 10 3 77 2 11 26 TOTAL "VESTED" TRAFFIC 0 20 0 0 115 0 0 0 0 0 0 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% AM BACKGROUND TRAFFIC GROWTH 3 33 1 1 13 1 2 5 9 2 5 1 AM NON-PROJECT TRAFFIC 120 1,435 54 59 683 38 84 201 379 79 198 63 "PM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 15 15 17 22 3 33 25 TOTAL "VESTED" TRAFFIC 0 65 0 0 65 0 0 0 0 0 0 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% PM BACKGROUND TRAFFIC GROWTH 2 15 3 4 36 1 3 5 2 1 6 2 PM NON-PROJECT TRAFFIC 91 727 117 169 1,614 49 117 211 80 34 261 77 "AM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 7.0%6.0%14.0% Distribution Exiting 6.0%7.0%14.0% "PM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 7.0%6.0%14.0% Distribution Exiting 6.0%7.0%14.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM TRAFFIC DIVERSIONS Pass - By Valet Net New 8 3 3 6 7 17 AM TOTAL PROJECT TRAFFIC 0 8 0 3 3 6 0 0 7 17 0 0 AM TOTAL TRAFFIC 120 1,443 54 62 686 44 84 201 386 96 198 63 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM TRAFFIC DIVERSIONS Pass - By Valet Net New 4 6 7 15 3 7 PM TOTAL PROJECT TRAFFIC 0 4 0 6 7 15 0 0 3 7 0 0 PM TOTAL TRAFFIC 91 731 117 175 1,621 64 117 211 83 41 261 77 Project Trips Project Trips SoMi Market TREO SoMi Station SoMi Market TREO SoMi Station Madison Square The Residences at SoMi Parc Madison Square The Residences at SoMi Parc 230 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION:US-1/South Dixie Highway and SW 62nd Avenue COUNT DATE:September 14, 2022 AM PEAK HOUR FACTOR:0.96 PM PEAK HOUR FACTOR:0.97 "AM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 171 2,649 16 34 1,561 72 41 118 37 96 160 141 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 AM EXISTING CONDITIONS 180 2,781 17 36 1,639 76 43 124 39 101 168 148 "PM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 97 1,618 29 52 2,646 56 62 138 38 78 107 278 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 PM EXISTING CONDITIONS 102 1,699 30 55 2,778 59 65 145 40 82 112 292 "AM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 25 7 59 4 TOTAL "VESTED" TRAFFIC 0 84 0 0 7 0 0 0 0 0 4 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% AM BACKGROUND TRAFFIC GROWTH 4 66 0 1 39 2 1 3 1 2 4 3 AM NON-PROJECT TRAFFIC 184 2,931 17 37 1,685 78 44 127 40 103 176 151 "PM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 38 19 17 8 TOTAL "VESTED" TRAFFIC 0 55 0 0 19 0 0 0 0 0 8 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% PM BACKGROUND TRAFFIC GROWTH 2 40 1 1 66 1 2 3 1 2 3 7 PM NON-PROJECT TRAFFIC 104 1,794 31 56 2,863 60 67 148 41 84 123 299 "AM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 8.0%13.0% Distribution Exiting 22.0%13.0%8.0% "PM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 8.0%13.0% Distribution Exiting 22.0%13.0%8.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM TRAFFIC DIVERSIONS Pass - By Valet Net New 10 15 10 6 4 AM TOTAL PROJECT TRAFFIC 10 0 0 0 0 0 0 15 0 10 6 4 AM TOTAL TRAFFIC 194 2,931 17 37 1,685 78 44 142 40 113 182 155 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM TRAFFIC DIVERSIONS Pass - By Valet Net New 4 7 23 14 8 PM TOTAL PROJECT TRAFFIC 4 0 0 0 0 0 0 7 0 23 14 8 PM TOTAL TRAFFIC 108 1,794 31 56 2,863 60 67 155 41 107 137 307 Project Trips Project Trips SoMi Market TREO SoMi Station SoMi Market TREO SoMi Station Madison Square The Residences at SoMi Parc Madison Square The Residences at SoMi Parc 231 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION:SW 70th Street and SW 62nd Avenue COUNT DATE:September 14, 2022 AM PEAK HOUR FACTOR:0.95 PM PEAK HOUR FACTOR:0.95 "AM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 15 73 9 51 27 39 40 207 166 134 249 36 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 AM EXISTING CONDITIONS 16 77 9 54 28 41 42 217 174 141 261 38 "PM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 38 23 43 107 4 130 12 246 90 49 237 9 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 PM EXISTING CONDITIONS 40 24 45 112 4 137 13 258 95 51 249 9 "AM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 4 TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 4 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% AM BACKGROUND TRAFFIC GROWTH 0 2 0 1 1 1 1 5 4 3 6 1 AM NON-PROJECT TRAFFIC 16 79 9 55 29 42 43 222 178 144 271 39 "PM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 8 TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 8 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% PM BACKGROUND TRAFFIC GROWTH 1 1 1 3 0 3 0 6 2 1 6 0 PM NON-PROJECT TRAFFIC 41 25 46 115 4 140 13 264 97 52 263 9 "AM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 24.0% Distribution Exiting 24.0% "PM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 24.0% Distribution Exiting 24.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM TRAFFIC DIVERSIONS Pass - By Valet Net New 11 29 AM TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 11 0 0 29 0 AM TOTAL TRAFFIC 16 79 9 55 29 42 43 233 178 144 300 39 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM TRAFFIC DIVERSIONS Pass - By Valet Net New 25 12 PM TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 25 0 0 12 0 PM TOTAL TRAFFIC 41 25 46 115 4 140 13 289 97 52 275 9 Project Trips Project Trips SoMi Market TREO SoMi Station SoMi Market TREO SoMi Station Madison Square The Residences at SoMi Parc Madison Square The Residences at SoMi Parc 232 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION:SW 64th Street and SW 62nd Avenue COUNT DATE:September 14, 2022 AM PEAK HOUR FACTOR:0.92 PM PEAK HOUR FACTOR:0.94 "AM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 48 591 134 24 167 46 48 184 47 98 325 39 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 AM EXISTING CONDITIONS 50 621 141 25 175 48 50 193 49 103 341 41 "PM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 14 126 48 78 491 34 131 280 33 22 196 69 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 PM EXISTING CONDITIONS 15 132 50 82 516 36 138 294 35 23 206 72 "AM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 4 4 1 2 11 4 TOTAL "VESTED" TRAFFIC 0 1 0 4 2 15 0 0 0 4 0 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% AM BACKGROUND TRAFFIC GROWTH 1 15 3 1 4 1 1 5 1 2 8 1 AM NON-PROJECT TRAFFIC 51 637 144 30 181 64 51 198 50 109 349 42 "PM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 8 8 2 1 10 14 TOTAL "VESTED" TRAFFIC 0 2 0 8 1 18 0 0 0 14 0 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% PM BACKGROUND TRAFFIC GROWTH 0 3 1 2 12 1 3 7 1 1 5 2 PM NON-PROJECT TRAFFIC 15 137 51 92 529 55 141 301 36 38 211 74 "AM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 24.0% Distribution Exiting 24.0% "PM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 24.0% Distribution Exiting 24.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM TRAFFIC DIVERSIONS Pass - By Valet Net New 11 29 AM TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 11 0 0 29 0 AM TOTAL TRAFFIC 51 637 144 30 181 64 51 209 50 109 378 42 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM TRAFFIC DIVERSIONS Pass - By Valet Net New 25 12 PM TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 25 0 0 12 0 PM TOTAL TRAFFIC 15 137 51 92 529 55 141 326 36 38 223 74 Project Trips Project Trips SoMi Market TREO SoMi Station SoMi Market TREO SoMi Station Madison Square The Residences at SoMi Parc Madison Square The Residences at SoMi Parc 233 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION:SW 62nd Avenue and East Project Driveway COUNT DATE:September 14, 2022 AM PEAK HOUR FACTOR:0.92 PM PEAK HOUR FACTOR:0.92 "AM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 0 0 0 0 0 0 0 419 0 0 321 0 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 AM EXISTING CONDITIONS 0 0 0 0 0 0 0 440 0 0 337 0 "PM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 0 0 0 0 0 0 376 0 0 441 0 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 PM EXISTING CONDITIONS 0 0 0 0 0 0 0 395 0 0 463 0 "AM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 4 TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 4 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% AM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 0 0 10 0 0 8 0 AM NON-PROJECT TRAFFIC 0 0 0 0 0 0 0 450 0 0 349 0 "PM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 8 TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 8 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% PM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 0 0 9 0 0 11 0 PM NON-PROJECT TRAFFIC 0 0 0 0 0 0 0 404 0 0 482 0 "AM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 24.0% Distribution Exiting 73.0%24.0% "PM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 24.0% Distribution Exiting 73.0%24.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM TRAFFIC DIVERSIONS Pass - By Valet Net New 34 11 29 AM TOTAL PROJECT TRAFFIC 0 0 34 0 0 0 0 11 0 0 0 29 AM TOTAL TRAFFIC 0 0 34 0 0 0 0 461 0 0 349 29 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM TRAFFIC DIVERSIONS Pass - By Valet Net New 76 25 12 PM TOTAL PROJECT TRAFFIC 0 0 76 0 0 0 0 25 0 0 0 12 PM TOTAL TRAFFIC 0 0 76 0 0 0 0 429 0 0 482 12 Project Trips Project Trips SoMi Market TREO SoMi Station SoMi Market TREO SoMi Station Madison Square The Residences at SoMi Parc Madison Square The Residences at SoMi Parc 234 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION:US-1/South Dixie Highway and SW 57th Avenue/SR 959/Red Road COUNT DATE:September 14, 2022 AM PEAK HOUR FACTOR:0.94 PM PEAK HOUR FACTOR:0.97 "AM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 213 2,572 131 101 1,623 102 0 383 138 0 469 151 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 AM EXISTING CONDITIONS 224 2,701 138 106 1,704 107 0 402 145 0 492 159 "PM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 152 1,610 94 125 2,384 63 0 500 120 0 406 394 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 PM EXISTING CONDITIONS 160 1,691 99 131 2,503 66 0 525 126 0 426 414 "AM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 15 9 3 1 7 TOTAL "VESTED" TRAFFIC 0 15 0 0 12 7 0 0 0 0 1 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% AM BACKGROUND TRAFFIC GROWTH 5 64 3 2 40 3 0 9 3 0 12 4 AM NON-PROJECT TRAFFIC 229 2,780 141 108 1,756 117 0 411 148 0 505 163 "PM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 23 24 17 1 20 TOTAL "VESTED" TRAFFIC 0 23 0 0 41 20 0 0 0 0 1 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% PM BACKGROUND TRAFFIC GROWTH 4 40 2 3 59 2 0 12 3 0 10 10 PM NON-PROJECT TRAFFIC 164 1,754 101 134 2,603 88 0 537 129 0 437 424 "AM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 15.0%7.0% Distribution Exiting 7.0%15.0% "PM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 15.0%7.0% Distribution Exiting 7.0%15.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM TRAFFIC DIVERSIONS Pass - By Valet Net New 3 7 18 8 AM TOTAL PROJECT TRAFFIC 3 7 0 0 18 0 0 0 0 0 0 8 AM TOTAL TRAFFIC 232 2,787 141 108 1,774 117 0 411 148 0 505 171 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM TRAFFIC DIVERSIONS Pass - By Valet Net New 7 16 7 4 PM TOTAL PROJECT TRAFFIC 7 16 0 0 7 0 0 0 0 0 0 4 PM TOTAL TRAFFIC 171 1,770 101 134 2,610 88 0 537 129 0 437 428 Project Trips Project Trips SoMi Market TREO SoMi Station SoMi Market TREO SoMi Station Madison Square The Residences at SoMi Parc Madison Square The Residences at SoMi Parc 235 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION:SW 72nd Street/Sunset Drive and South Project Driveway COUNT DATE:September 14, 2022 AM PEAK HOUR FACTOR:0.92 PM PEAK HOUR FACTOR:0.92 "AM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 0 1,426 0 0 637 0 0 0 0 0 0 0 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 AM EXISTING CONDITIONS 0 1,497 0 0 669 0 0 0 0 0 0 0 "PM EXISTING TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 754 0 0 1,552 0 0 0 0 0 0 0 Peak Season Correction Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 PM EXISTING CONDITIONS 0 792 0 0 1,630 0 0 0 0 0 0 0 "AM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 6 10 3 77 2 11 26 TOTAL "VESTED" TRAFFIC 0 20 0 0 115 0 0 0 0 0 0 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% AM BACKGROUND TRAFFIC GROWTH 0 35 0 0 16 0 0 0 0 0 0 0 AM NON-PROJECT TRAFFIC 0 1,552 0 0 800 0 0 0 0 0 0 0 "PM BACKGROUND TRAFFIC"EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 15 15 17 22 3 33 25 TOTAL "VESTED" TRAFFIC 0 65 0 0 65 0 0 0 0 0 0 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78%0.78% PM BACKGROUND TRAFFIC GROWTH 0 19 0 0 38 0 0 0 0 0 0 0 PM NON-PROJECT TRAFFIC 0 876 0 0 1,733 0 0 0 0 0 0 0 "AM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 27.0%76.0% Distribution Exiting 27.0% "PM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass-By Entering Distribution Exiting Valet Entering Distribution Exiting Net New Entering 27.0%76.0% Distribution Exiting 27.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM TRAFFIC DIVERSIONS Pass - By Valet Net New 32 90 12 AM TOTAL PROJECT TRAFFIC 0 32 0 0 0 90 0 0 0 0 0 12 AM TOTAL TRAFFIC 0 1,584 0 0 800 90 0 0 0 0 0 12 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM TRAFFIC DIVERSIONS Pass - By Valet Net New 14 39 28 PM TOTAL PROJECT TRAFFIC 0 14 0 0 0 39 0 0 0 0 0 28 PM TOTAL TRAFFIC 0 890 0 0 1,733 39 0 0 0 0 0 28 Project Trips Project Trips SoMi Market TREO SoMi Station SoMi Market TREO SoMi Station Madison Square The Residences at SoMi Parc Madison Square The Residences at SoMi Parc 236 Appendix H Intersection Capacity Analysis Worksheets 237 A.M. Peak Hour 238 Existing Conditions 239 Timings Existing Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBU WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)249 718 2 70 475 30 92 155 39 191 Future Volume (vph)249 718 2 70 475 30 92 155 39 191 Turn Type Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 5 2 7 4 3 8 Permitted Phases 2 2 2 4 8 Detector Phase 1 6 5 5 2 2 7 4 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 5.0 7.0 7.0 5.0 7.0 5.0 15.0 Minimum Split (s)11.9 33.0 11.1 11.1 33.0 33.0 11.4 30.9 11.4 30.9 Total Split (s)38.0 137.0 16.0 16.0 115.0 115.0 19.0 48.0 19.0 48.0 Total Split (%)17.3% 62.3%7.3%7.3% 52.3% 52.3%8.6% 21.8%8.6% 21.8% Yellow Time (s)3.4 4.0 3.4 3.4 4.0 4.0 3.7 4.0 3.7 4.0 All-Red Time (s)3.5 3.0 2.7 2.7 3.0 3.0 2.7 2.9 2.7 2.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 6.9 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None None C-Max C-Max None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 4 (2%), Referenced to phase 2:WBTL and 6:EBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive 240 Queues Existing Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)280 974 77 511 32 99 191 42 334 v/c Ratio 0.79 0.42 0.20 0.24 0.03 0.66 0.39 0.20 0.79 Control Delay 111.8 16.5 7.1 15.1 0.1 83.2 79.0 72.8 92.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 111.8 16.5 7.1 15.1 0.1 83.2 79.0 72.8 92.7 Queue Length 50th (ft)208 313 20 122 0 129 137 51 213 Queue Length 95th (ft)260 407 38 174 m1 m180 m181 91 268 Internal Link Dist (ft)414 1153 582 380 Turn Bay Length (ft)250 75 100 220 150 Base Capacity (vph)485 2324 399 2139 978 153 652 236 662 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.42 0.19 0.24 0.03 0.65 0.29 0.18 0.50 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 241 HCM Signalized Intersection Capacity Analysis Existing Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph)11 249 718 188 2 70 475 30 92 155 22 39 Future Volume (vph)11 249 718 188 2 70 475 30 92 155 22 39 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 0.98 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot)3433 3408 1768 3539 1543 1768 3465 1765 Flt Permitted 0.95 1.00 0.28 1.00 1.00 0.22 1.00 0.63 Satd. Flow (perm)3433 3408 526 3539 1543 404 3465 1173 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)12 268 772 202 2 75 511 32 99 167 24 42 RTOR Reduction (vph)0 0 8 0 0 0 0 13 0 5 0 0 Lane Group Flow (vph)0 280 966 0 0 77 511 19 99 186 0 42 Confl. Peds. (#/hr)5 7 7 5 4 2 2 Confl. Bikes (#/hr)1 2 Turn Type Prot Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt Protected Phases 1 1 6 5 5 2 7 4 3 Permitted Phases 2 2 2 4 8 Actuated Green, G (s)22.8 148.3 138.9 131.8 131.8 42.6 30.5 33.8 Effective Green, g (s)22.8 148.3 138.9 131.8 131.8 42.6 30.5 33.8 Actuated g/C Ratio 0.10 0.67 0.63 0.60 0.60 0.19 0.14 0.15 Clearance Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 Vehicle Extension (s)2.6 1.0 2.0 1.0 1.0 2.0 3.5 2.0 Lane Grp Cap (vph)355 2297 372 2120 924 153 480 200 v/s Ratio Prot c0.08 c0.28 0.01 0.14 c0.04 c0.05 0.01 v/s Ratio Perm 0.12 0.01 0.09 0.02 v/c Ratio 0.79 0.42 0.21 0.24 0.02 0.65 0.39 0.21 Uniform Delay, d1 96.2 16.3 15.7 20.7 17.9 76.6 86.2 80.7 Progression Factor 1.00 1.00 0.60 0.70 1.00 0.92 0.92 1.00 Incremental Delay, d2 10.8 0.6 0.1 0.3 0.0 4.8 0.4 0.2 Delay (s)107.0 16.9 9.6 14.8 17.9 75.2 79.9 80.9 Level of Service F B A B B E E F Approach Delay (s)37.0 14.3 78.3 Approach LOS D B E Intersection Summary HCM 2000 Control Delay 45.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s)220.0 Sum of lost time (s)27.2 Intersection Capacity Utilization 70.7%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group 242 HCM Signalized Intersection Capacity Analysis Existing Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement SBT SBR Lane Configurations Traffic Volume (vph)191 120 Future Volume (vph)191 120 Ideal Flow (vphpl)1900 1900 Total Lost time (s)6.9 Lane Util. Factor 0.95 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.94 Flt Protected 1.00 Satd. Flow (prot)3305 Flt Permitted 1.00 Satd. Flow (perm)3305 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph)205 129 RTOR Reduction (vph)48 0 Lane Group Flow (vph)286 0 Confl. Peds. (#/hr)4 Confl. Bikes (#/hr) Turn Type NA Protected Phases 8 Permitted Phases Actuated Green, G (s)26.1 Effective Green, g (s)26.1 Actuated g/C Ratio 0.12 Clearance Time (s)6.9 Vehicle Extension (s)3.5 Lane Grp Cap (vph)392 v/s Ratio Prot c0.09 v/s Ratio Perm v/c Ratio 0.73 Uniform Delay, d1 93.5 Progression Factor 1.00 Incremental Delay, d2 6.9 Delay (s)100.4 Level of Service F Approach Delay (s)98.2 Approach LOS F Intersection Summary 243 Timings Existing Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)397 192 43 2776 50 1667 Future Volume (vph)397 192 43 2776 50 1667 Turn Type NA NA pm+pt NA pm+pt NA Protected Phases 8 4 1 6 5 2 Permitted Phases 6 2 Detector Phase 8 4 1 6 5 2 Switch Phase Minimum Initial (s)12.0 12.0 5.0 7.0 5.0 7.0 Minimum Split (s)40.9 40.9 11.4 45.0 11.4 45.0 Total Split (s)43.0 43.0 21.0 163.0 14.0 156.0 Total Split (%)19.5% 19.5%9.5% 74.1%6.4% 70.9% Yellow Time (s)4.0 4.0 4.4 4.4 4.4 4.4 All-Red Time (s)4.9 4.9 2.0 3.6 2.0 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.9 8.9 6.4 8.0 6.4 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 25 (11%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive 244 Queues Existing Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph)445 202 44 2903 51 1919 v/c Ratio 0.85 0.39 0.28 0.81 0.61 0.53 Control Delay 94.6 86.1 6.0 26.2 65.4 13.3 Queue Delay 0.0 0.0 0.0 1.0 0.0 0.0 Total Delay 94.6 86.1 6.0 27.2 65.4 13.3 Queue Length 50th (ft)335 140 9 1291 44 338 Queue Length 95th (ft)405 189 m13 1368 m89 451 Internal Link Dist (ft)1153 161 1517 1718 Turn Bay Length (ft)140 160 Base Capacity (vph)538 539 226 3583 94 3587 Starvation Cap Reductn 0 0 0 386 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.37 0.19 0.91 0.54 0.53 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 245 HCM 6th Signalized Intersection Summary Existing Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 397 39 0 192 6 43 2776 69 50 1667 214 Future Volume (veh/h)0 397 39 0 192 6 43 2776 69 50 1667 214 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.86 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1856 1856 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 405 0 0 196 6 44 2833 70 51 1701 218 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %0 3 3 0 3 3 3 3 3 3 3 3 Cap, veh/h 0 505 0 498 15 234 3706 91 129 3310 422 Arrive On Green 0.00 0.14 0.00 0.00 0.14 0.14 0.03 0.97 0.97 0.03 0.97 0.97 Sat Flow, veh/h 0 3711 0 0 3566 106 1767 5083 124 1767 4537 579 Grp Volume(v), veh/h 0 405 0 0 99 103 44 1874 1029 51 1264 655 Grp Sat Flow(s),veh/h/ln 0 1763 0 0 1763 1816 1767 1689 1830 1767 1689 1739 Q Serve(g_s), s 0.0 24.5 0.0 0.0 11.2 11.4 1.4 14.1 14.9 1.6 4.9 4.9 Cycle Q Clear(g_c), s 0.0 24.5 0.0 0.0 11.2 11.4 1.4 14.1 14.9 1.6 4.9 4.9 Prop In Lane 0.00 0.00 0.00 0.06 1.00 0.07 1.00 0.33 Lane Grp Cap(c), veh/h 0 505 0 253 260 234 2462 1335 129 2464 1268 V/C Ratio(X)0.00 0.80 0.00 0.39 0.40 0.19 0.76 0.77 0.40 0.51 0.52 Avail Cap(c_a), veh/h 0 546 0 273 281 313 2462 1335 151 2464 1268 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)0.00 0.92 0.00 0.00 1.00 1.00 0.58 0.58 0.58 0.75 0.75 0.75 Uniform Delay (d), s/veh 0.0 91.2 0.0 0.0 85.5 85.6 7.0 1.1 1.1 8.2 1.0 1.0 Incr Delay (d2), s/veh 0.0 7.3 0.0 0.0 1.0 1.0 0.1 1.3 2.6 0.6 0.6 1.1 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(50%),veh/ln 0.0 11.8 0.0 0.0 5.2 5.5 0.6 2.0 2.6 0.7 1.2 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 98.5 0.0 0.0 86.5 86.6 7.1 2.5 3.7 8.7 1.5 2.1 LnGrp LOS A F A F F A A A A A A Approach Vol, veh/h 405 202 2947 1970 Approach Delay, s/veh 98.5 86.6 3.0 1.9 Approach LOS F F A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.1 168.5 40.4 11.2 168.4 40.4 Change Period (Y+Rc), s 6.4 8.0 * 8.9 6.4 8.0 * 8.9 Max Green Setting (Gmax), s 14.6 148.0 * 34 7.6 155.0 * 34 Max Q Clear Time (g_c+I1), s 3.4 6.9 13.4 3.6 16.9 26.5 Green Ext Time (p_c), s 0.0 7.1 1.0 0.0 17.3 1.5 Intersection Summary HCM 6th Ctrl Delay 12.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 246 Timings Existing Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Ø9 Lane Configurations Traffic Volume (vph)117 1382 58 555 82 196 370 77 193 Future Volume (vph)117 1382 58 555 82 196 370 77 193 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 7 4 3 8 9 Permitted Phases 6 2 4 4 8 Detector Phase 1 6 5 2 7 4 4 3 8 Switch Phase Minimum Initial (s)5.0 16.0 5.0 16.0 10.0 7.0 7.0 5.0 7.0 1.0 Minimum Split (s)11.4 22.4 11.4 22.4 16.4 13.4 13.4 11.4 13.4 34.0 Total Split (s)13.0 82.0 13.0 82.0 20.0 36.0 36.0 15.0 31.0 34.0 Total Split (%)7.2% 45.6%7.2% 45.6% 11.1% 20.0% 20.0%8.3% 17.2%19% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.4 2.4 2.4 2.4 2.4 0.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None None Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 123 (68%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 3: SW 72nd Street/Sunset Drive & SW 67th Avenue 247 Queues Existing Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)130 1595 64 658 91 218 411 86 283 v/c Ratio 0.31 0.88 0.56 0.37 0.36 0.48 0.62 0.28 0.68 Control Delay 18.3 45.2 44.7 28.5 46.2 63.5 11.9 44.6 70.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.3 45.2 44.7 28.5 46.2 63.5 11.9 44.6 70.9 Queue Length 50th (ft)63 834 30 238 77 228 33 73 306 Queue Length 95th (ft)106 #1067 84 320 121 317 148 116 415 Internal Link Dist (ft)432 2067 467 423 Turn Bay Length (ft)150 135 200 125 Base Capacity (vph)413 1816 118 1756 272 450 667 306 419 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.88 0.54 0.37 0.33 0.48 0.62 0.28 0.68 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 248 HCM Signalized Intersection Capacity Analysis Existing Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)117 1382 53 58 555 37 82 196 370 77 193 62 Future Volume (vph)117 1382 53 58 555 37 82 196 370 77 193 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 1.00 0.85 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3517 1770 3501 1770 1863 1583 1770 1789 Flt Permitted 0.33 1.00 0.04 1.00 0.30 1.00 1.00 0.46 1.00 Satd. Flow (perm)606 3517 83 3501 560 1863 1583 864 1789 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)130 1536 59 64 617 41 91 218 411 86 214 69 RTOR Reduction (vph)0 1 0 0 2 0 0 0 285 0 5 0 Lane Group Flow (vph)130 1594 0 64 656 0 91 218 126 86 278 0 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 3 1 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 Actuated Green, G (s)103.2 92.9 97.8 90.2 55.7 43.5 43.5 52.1 41.7 Effective Green, g (s)103.2 92.9 97.8 90.2 55.7 43.5 43.5 52.1 41.7 Actuated g/C Ratio 0.57 0.52 0.54 0.50 0.31 0.24 0.24 0.29 0.23 Clearance Time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Vehicle Extension (s)2.0 1.0 2.0 1.0 2.0 3.5 3.5 2.0 3.5 Lane Grp Cap (vph)414 1815 116 1754 255 450 382 302 414 v/s Ratio Prot 0.02 c0.45 c0.02 0.19 c0.02 0.12 0.02 c0.16 v/s Ratio Perm 0.16 0.28 0.09 0.08 0.07 v/c Ratio 0.31 0.88 0.55 0.37 0.36 0.48 0.33 0.28 0.67 Uniform Delay, d1 18.7 38.5 35.1 27.6 46.6 58.6 56.2 48.1 62.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 6.4 3.2 0.6 0.3 1.0 0.6 0.2 4.4 Delay (s)18.9 44.9 38.2 28.2 46.9 59.6 56.8 48.3 67.3 Level of Service B D D C D E E D E Approach Delay (s)43.0 29.1 56.4 62.9 Approach LOS D C E E Intersection Summary HCM 2000 Control Delay 44.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s)180.0 Sum of lost time (s)27.6 Intersection Capacity Utilization 87.7%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group 249 Timings Existing Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)180 2781 36 1639 43 124 101 168 148 Future Volume (vph)180 2781 36 1639 43 124 101 168 148 Turn Type pm+pt NA Perm NA Perm NA Perm NA pm+ov Protected Phases 1 6 2 4 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 2 2 4 4 8 8 1 Switch Phase Minimum Initial (s)5.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 5.0 Minimum Split (s)13.0 40.1 40.1 40.1 38.3 38.3 15.3 15.3 13.0 Total Split (s)21.0 179.0 158.0 158.0 41.0 41.0 41.0 41.0 21.0 Total Split (%)9.5% 81.4% 71.8% 71.8% 18.6% 18.6% 18.6% 18.6%9.5% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.4 All-Red Time (s)3.6 3.7 3.7 3.7 4.3 4.3 4.3 4.3 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.0 8.1 8.1 8.1 8.3 8.3 8.3 8.3 8.0 Lead/Lag Lead Lag Lag Lead Lead-Lag Optimize? Recall Mode None C-Max C-Max C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 188 (85%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Splits and Phases: 4: SW 62nd Avenue & US-1/South Dixie Highway 250 Queues Existing Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)188 2915 38 1786 45 170 105 190 139 v/c Ratio 0.87 0.74 1.15 0.52 0.53 0.66 0.97 0.77 0.37 Control Delay 55.9 14.0 241.3 25.3 109.9 98.7 155.6 96.8 48.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.9 14.0 241.3 25.3 109.9 98.7 155.6 96.8 48.3 Queue Length 50th (ft)88 761 ~64 646 61 228 156 289 150 Queue Length 95th (ft)#233 781 m#156 595 118 325 #298 397 230 Internal Link Dist (ft)913 1517 241 281 Turn Bay Length (ft)150 125 100 140 Base Capacity (vph)225 3936 33 3463 89 268 112 258 385 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 48 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.75 1.15 0.52 0.51 0.63 0.94 0.74 0.36 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 251 HCM 6th Signalized Intersection Summary Existing Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)180 2781 17 36 1639 76 43 124 39 101 168 148 Future Volume (veh/h)180 2781 17 36 1639 76 43 124 39 101 168 148 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 188 2897 0 38 1707 0 45 129 41 105 175 154 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, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 291 3935 94 3547 95 199 63 103 276 295 Arrive On Green 0.05 1.00 0.00 0.93 0.93 0.00 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1767 5233 0 87 5233 0 1040 1342 427 1202 1856 1563 Grp Volume(v), veh/h 188 2897 0 38 1707 0 45 0 170 105 175 154 Grp Sat Flow(s),veh/h/ln 1767 1689 0 87 1689 0 1040 0 1769 1202 1856 1563 Q Serve(g_s), s 6.7 0.0 0.0 15.6 9.2 0.0 9.4 0.0 19.9 12.8 19.5 19.5 Cycle Q Clear(g_c), s 6.7 0.0 0.0 15.6 9.2 0.0 28.9 0.0 19.9 32.7 19.5 19.5 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.24 1.00 1.00 Lane Grp Cap(c), veh/h 291 3935 94 3547 95 0 263 103 276 295 V/C Ratio(X)0.65 0.74 0.40 0.48 0.47 0.00 0.65 1.02 0.63 0.52 Avail Cap(c_a), veh/h 324 3935 94 3547 95 0 263 103 276 295 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.83 0.83 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.4 0.0 0.0 2.8 2.6 0.0 101.6 0.0 88.2 105.6 88.0 80.3 Incr Delay (d2), s/veh 2.5 1.3 0.0 10.4 0.4 0.0 4.4 0.0 5.8 95.3 5.1 1.9 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(50%),veh/ln 2.8 0.5 0.0 0.4 2.3 0.0 2.7 0.0 9.7 8.7 9.9 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.0 1.3 0.0 13.2 3.0 0.0 106.0 0.0 94.0 201.0 93.1 82.2 LnGrp LOS B A B A F A F F F F Approach Vol, veh/h 3085 1745 215 434 Approach Delay, s/veh 1.9 3.2 96.5 115.3 Approach LOS A A F F Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 16.8 162.2 41.0 179.0 41.0 Change Period (Y+Rc), s 8.0 * 8.1 8.3 * 8.1 8.3 Max Green Setting (Gmax), s 13.0 * 1.5E2 32.7 * 1.7E2 32.7 Max Q Clear Time (g_c+I1), s 8.7 17.6 30.9 2.0 34.7 Green Ext Time (p_c), s 0.1 10.4 0.2 22.5 0.0 Intersection Summary HCM 6th Ctrl Delay 15.0 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 252 Timings Existing Conditions 5: SW 62nd Avenue & SW 70th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)16 77 54 28 42 217 174 141 261 Future Volume (vph)16 77 54 28 42 217 174 141 261 Turn Type Perm NA Perm NA Perm NA Perm pm+pt NA Protected Phases 8 4 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 8 8 4 4 6 6 6 5 2 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 16.0 16.0 16.0 5.0 16.0 Minimum Split (s)32.0 32.0 32.0 32.0 32.0 32.0 32.0 10.7 32.0 Total Split (s)29.0 29.0 29.0 29.0 41.0 41.0 41.0 14.0 55.0 Total Split (%)34.5% 34.5% 34.5% 34.5% 48.8% 48.8% 48.8% 16.7% 65.5% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.7 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.7 6.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None None None None Max Max Max None Max Intersection Summary Cycle Length: 84 Actuated Cycle Length: 72.9 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Splits and Phases: 5: SW 62nd Avenue & SW 70th Street 253 Queues Existing Conditions 5: SW 62nd Avenue & SW 70th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)17 90 57 72 44 228 183 148 315 v/c Ratio 0.09 0.32 0.30 0.25 0.08 0.22 0.20 0.19 0.24 Control Delay 25.6 27.6 30.3 15.3 12.3 12.0 3.1 5.7 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.6 27.6 30.3 15.3 12.3 12.0 3.1 5.7 5.7 Queue Length 50th (ft)7 33 23 11 8 47 0 15 35 Queue Length 95th (ft)22 69 52 42 37 138 38 64 129 Internal Link Dist (ft)329 336 123 1869 Turn Bay Length (ft)80 145 75 110 Base Capacity (vph)424 593 411 567 579 1021 927 806 1335 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.15 0.14 0.13 0.08 0.22 0.20 0.18 0.24 Intersection Summary 254 HCM 6th Signalized Intersection Summary Existing Conditions 5: SW 62nd Avenue & SW 70th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)16 77 9 54 28 41 42 217 174 141 261 38 Future Volume (veh/h)16 77 9 54 28 41 42 217 174 141 261 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.97 0.94 0.97 0.96 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 17 81 9 57 29 43 44 228 183 148 275 40 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 255 262 29 246 106 157 658 984 831 663 1067 155 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.53 0.53 0.53 0.07 0.67 0.67 Sat Flow, veh/h 1279 1629 181 1259 659 977 1054 1856 1567 1767 1583 230 Grp Volume(v), veh/h 17 0 90 57 0 72 44 228 183 148 0 315 Grp Sat Flow(s),veh/h/ln 1279 0 1810 1259 0 1635 1054 1856 1567 1767 0 1813 Q Serve(g_s), s 0.9 0.0 3.2 3.0 0.0 2.8 1.5 4.8 4.5 2.5 0.0 5.0 Cycle Q Clear(g_c), s 3.7 0.0 3.2 6.2 0.0 2.8 1.5 4.8 4.5 2.5 0.0 5.0 Prop In Lane 1.00 0.10 1.00 0.60 1.00 1.00 1.00 0.13 Lane Grp Cap(c), veh/h 255 0 291 246 0 263 658 984 831 663 0 1222 V/C Ratio(X)0.07 0.00 0.31 0.23 0.00 0.27 0.07 0.23 0.22 0.22 0.00 0.26 Avail Cap(c_a), veh/h 454 0 573 442 0 517 658 984 831 750 0 1222 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.4 0.0 26.9 29.7 0.0 26.8 8.4 9.1 9.1 6.0 0.0 4.7 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.4 0.0 0.4 0.2 0.6 0.6 0.1 0.0 0.5 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(50%),veh/ln 0.3 0.0 1.4 0.9 0.0 1.1 0.3 1.9 1.5 0.8 0.0 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.5 0.0 27.4 30.0 0.0 27.2 8.6 9.7 9.7 6.1 0.0 5.2 LnGrp LOS C A C C A C A A A A A A Approach Vol, veh/h 107 129 455 463 Approach Delay, s/veh 27.6 28.5 9.6 5.5 Approach LOS C C A A Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 55.0 17.7 10.4 44.6 17.7 Change Period (Y+Rc), s 6.0 6.0 * 5.7 6.0 6.0 Max Green Setting (Gmax), s 49.0 23.0 * 8.3 35.0 23.0 Max Q Clear Time (g_c+I1), s 7.0 8.2 4.5 6.8 5.7 Green Ext Time (p_c), s 0.7 0.3 0.1 0.6 0.3 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 255 Timings Existing Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Ø9 Lane Configurations Traffic Volume (vph)50 621 141 25 175 50 193 103 341 41 Future Volume (vph)50 621 141 25 175 50 193 103 341 41 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 9 Permitted Phases 8 8 4 6 2 2 Detector Phase 8 8 1 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s)7.0 7.0 4.0 7.0 7.0 4.0 16.0 16.0 16.0 16.0 20.0 Minimum Split (s)28.2 28.2 10.0 28.2 28.2 10.0 28.3 22.3 22.3 22.3 22.0 Total Split (s)38.0 38.0 10.0 38.0 38.0 10.0 35.0 25.0 25.0 25.0 22.0 Total Split (%)40.0% 40.0% 10.5% 40.0% 40.0% 10.5% 36.8% 26.3% 26.3% 26.3%23% Yellow Time (s)4.0 4.0 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 2.0 All-Red Time (s)2.2 2.2 2.3 2.2 2.2 2.3 2.3 2.3 2.3 2.3 0.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max C-Max C-Max C-Max None Intersection Summary Cycle Length: 95 Actuated Cycle Length: 95 Offset: 34 (36%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 105 Control Type: Actuated-Coordinated Splits and Phases: 6: SW 62nd Avenue & SW 64th Street 256 Queues Existing Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)54 675 153 27 242 54 263 112 371 45 v/c Ratio 0.08 0.64 0.15 0.10 0.24 0.35 0.47 0.51 1.01 0.11 Control Delay 9.9 17.5 2.1 10.6 10.3 30.3 28.9 43.6 90.2 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.9 17.5 2.1 10.6 10.3 30.3 28.9 43.6 90.2 0.5 Queue Length 50th (ft)14 259 6 7 63 23 121 61 ~230 0 Queue Length 95th (ft)31 378 25 21 104 51 196 117 #412 0 Internal Link Dist (ft)502 696 1869 415 Turn Bay Length (ft)120 190 150 190 115 160 Base Capacity (vph)639 1055 989 282 1022 154 555 218 366 408 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.64 0.15 0.10 0.24 0.35 0.47 0.51 1.01 0.11 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 257 HCM Signalized Intersection Capacity Analysis Existing Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)50 621 141 25 175 48 50 193 49 103 341 41 Future Volume (vph)50 621 141 25 175 48 50 193 49 103 341 41 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)1770 1863 1549 1768 1794 1770 1806 1770 1863 1549 Flt Permitted 0.61 1.00 1.00 0.27 1.00 0.16 1.00 0.60 1.00 1.00 Satd. Flow (perm)1129 1863 1549 498 1794 302 1806 1112 1863 1549 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)54 675 153 27 190 52 54 210 53 112 371 45 RTOR Reduction (vph)0 0 47 0 7 0 0 10 0 0 0 36 Lane Group Flow (vph)54 675 106 27 235 0 54 253 0 112 371 9 Confl. Peds. (#/hr)3 3 Confl. Bikes (#/hr)2 3 1 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 Permitted Phases 8 8 4 6 2 2 Actuated Green, G (s)53.8 53.8 57.8 53.8 53.8 28.7 28.7 18.7 18.7 18.7 Effective Green, g (s)53.8 53.8 57.8 53.8 53.8 28.7 28.7 18.7 18.7 18.7 Actuated g/C Ratio 0.57 0.57 0.61 0.57 0.57 0.30 0.30 0.20 0.20 0.20 Clearance Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Vehicle Extension (s)8.0 8.0 2.0 8.0 8.0 2.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph)639 1055 942 282 1015 153 545 218 366 304 v/s Ratio Prot c0.36 0.00 0.13 0.01 c0.14 c0.20 v/s Ratio Perm 0.05 0.06 0.05 0.09 0.10 0.01 v/c Ratio 0.08 0.64 0.11 0.10 0.23 0.35 0.46 0.51 1.01 0.03 Uniform Delay, d1 9.4 14.0 7.8 9.4 10.3 25.9 26.9 34.1 38.1 30.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.8 0.0 0.6 0.5 0.5 2.8 8.4 50.5 0.2 Delay (s)9.6 16.9 7.8 10.1 10.8 26.5 29.7 42.5 88.7 31.0 Level of Service A B A B B C C D F C Approach Delay (s)14.9 10.7 29.2 74.0 Approach LOS B B C E Intersection Summary HCM 2000 Control Delay 32.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s)95.0 Sum of lost time (s)20.5 Intersection Capacity Utilization 83.9%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group 258 Timings Existing Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Configurations Traffic Volume (vph)224 2701 106 1704 402 492 159 Future Volume (vph)224 2701 106 1704 402 492 159 Turn Type pm+pt NA pm+pt NA NA NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 8 Detector Phase 1 6 5 2 4 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 5.0 Minimum Split (s)11.8 43.8 11.8 43.8 44.0 44.0 11.8 Total Split (s)44.0 161.0 13.0 130.0 46.0 46.0 44.0 Total Split (%)20.0% 73.2%5.9% 59.1% 20.9% 20.9% 20.0% Yellow Time (s)4.8 4.8 4.8 4.8 4.0 4.0 4.8 All-Red Time (s)2.0 2.0 2.0 2.0 3.0 3.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.8 6.8 6.8 6.8 7.0 7.0 6.8 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 73 (33%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 7: US-1/South Dixie Highway & SR 959/Red Road 259 Queues Existing Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph)238 3020 113 1927 582 523 169 v/c Ratio 0.83 0.86 1.36 0.64 0.96 0.84 0.35 Control Delay 105.7 4.7 264.4 29.6 112.5 100.8 49.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 105.7 4.7 264.4 29.6 112.5 100.8 49.6 Queue Length 50th (ft)250 94 ~165 641 434 393 164 Queue Length 95th (ft)m322 90 #333 766 #563 470 224 Internal Link Dist (ft)1718 574 857 357 Turn Bay Length (ft)200 300 80 Base Capacity (vph)363 3504 83 3029 608 621 550 Starvation Cap Reductn 0 1 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.86 1.36 0.64 0.96 0.84 0.31 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 260 HCM 6th Signalized Intersection Summary Existing Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)224 2701 138 106 1704 107 0 402 145 0 492 159 Future Volume (veh/h)224 2701 138 106 1704 107 0 402 145 0 492 159 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 238 2873 0 113 1813 0 0 428 154 0 523 169 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 0 3 3 0 3 3 Cap, veh/h 285 3551 131 3415 0 448 159 0 625 360 Arrive On Green 0.07 0.93 0.00 0.04 0.90 0.00 0.00 0.18 0.18 0.00 0.18 0.18 Sat Flow, veh/h 1767 5233 0 1767 5233 0 0 2622 899 0 3618 1542 Grp Volume(v), veh/h 238 2873 0 113 1813 0 0 297 285 0 523 169 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 0 1763 1666 0 1763 1542 Q Serve(g_s), s 9.4 34.4 0.0 4.5 15.5 0.0 0.0 36.6 37.4 0.0 31.5 20.8 Cycle Q Clear(g_c), s 9.4 34.4 0.0 4.5 15.5 0.0 0.0 36.6 37.4 0.0 31.5 20.8 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.54 0.00 1.00 Lane Grp Cap(c), veh/h 285 3551 131 3415 0 312 295 0 625 360 V/C Ratio(X)0.84 0.81 0.86 0.53 0.00 0.95 0.97 0.00 0.84 0.47 Avail Cap(c_a), veh/h 486 3551 131 3415 0 312 295 0 625 360 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.48 0.48 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.5 3.4 0.0 34.0 4.5 0.0 0.0 89.5 89.8 0.0 87.4 72.8 Incr Delay (d2), s/veh 3.2 1.0 0.0 40.3 0.6 0.0 0.0 37.8 43.0 0.0 9.9 1.2 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(50%),veh/ln 4.8 4.2 0.0 5.8 3.9 0.0 0.0 20.2 19.8 0.0 15.4 18.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.7 4.4 0.0 74.4 5.1 0.0 0.0 127.3 132.9 0.0 97.3 74.0 LnGrp LOS B A E A A F F A F E Approach Vol, veh/h 3111 1926 582 692 Approach Delay, s/veh 5.5 9.2 130.0 91.6 Approach LOS A A F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 18.9 155.1 46.0 13.0 161.0 46.0 Change Period (Y+Rc), s 6.8 6.8 7.0 6.8 6.8 7.0 Max Green Setting (Gmax), s 37.2 123.2 39.0 6.2 154.2 39.0 Max Q Clear Time (g_c+I1), s 11.4 17.5 39.4 6.5 36.4 33.5 Green Ext Time (p_c), s 0.7 21.0 0.0 0.0 68.9 2.2 Intersection Summary HCM 6th Ctrl Delay 27.5 HCM 6th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 261 Future Background Conditions 262 Timings Future Background Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBU WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)260 750 2 72 588 31 94 159 40 200 Future Volume (vph)260 750 2 72 588 31 94 159 40 200 Turn Type Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 5 2 7 4 3 8 Permitted Phases 2 2 2 4 8 Detector Phase 1 6 5 5 2 2 7 4 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 5.0 7.0 7.0 5.0 7.0 5.0 15.0 Minimum Split (s)11.9 33.0 11.1 11.1 33.0 33.0 11.4 30.9 11.4 30.9 Total Split (s)38.0 137.0 16.0 16.0 115.0 115.0 19.0 48.0 19.0 48.0 Total Split (%)17.3% 62.3%7.3%7.3% 52.3% 52.3%8.6% 21.8%8.6% 21.8% Yellow Time (s)3.4 4.0 3.4 3.4 4.0 4.0 3.7 4.0 3.7 4.0 All-Red Time (s)3.5 3.0 2.7 2.7 3.0 3.0 2.7 2.9 2.7 2.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 6.9 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None None C-Max C-Max None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 4 (2%), Referenced to phase 2:WBTL and 6:EBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive 263 Queues Future Background Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)292 1012 79 632 33 101 196 43 361 v/c Ratio 0.79 0.44 0.22 0.30 0.03 0.69 0.39 0.20 0.81 Control Delay 111.5 17.5 8.8 17.6 0.1 83.2 77.7 71.8 90.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 111.5 17.5 8.8 17.6 0.1 83.2 77.7 71.8 90.6 Queue Length 50th (ft)217 337 21 160 0 133 141 52 225 Queue Length 95th (ft)270 440 47 252 m0 m179 m180 91 281 Internal Link Dist (ft)414 1153 582 380 Turn Bay Length (ft)250 75 100 220 150 Base Capacity (vph)485 2304 379 2108 966 149 652 241 669 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.44 0.21 0.30 0.03 0.68 0.30 0.18 0.54 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 264 HCM Signalized Intersection Capacity Analysis Future Background Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph)11 260 750 192 2 72 588 31 94 159 23 40 Future Volume (vph)11 260 750 192 2 72 588 31 94 159 23 40 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 0.98 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot)3433 3410 1768 3539 1543 1769 3464 1765 Flt Permitted 0.95 1.00 0.27 1.00 1.00 0.19 1.00 0.63 Satd. Flow (perm)3433 3410 500 3539 1543 361 3464 1162 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)12 280 806 206 2 77 632 33 101 171 25 43 RTOR Reduction (vph)0 0 8 0 0 0 0 14 0 5 0 0 Lane Group Flow (vph)0 292 1004 0 0 79 632 19 101 191 0 43 Confl. Peds. (#/hr)5 7 7 5 4 2 2 Confl. Bikes (#/hr)1 2 Turn Type Prot Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt Protected Phases 1 1 6 5 5 2 7 4 3 Permitted Phases 2 2 2 4 8 Actuated Green, G (s)23.6 146.9 137.1 129.8 129.8 43.8 31.7 35.0 Effective Green, g (s)23.6 146.9 137.1 129.8 129.8 43.8 31.7 35.0 Actuated g/C Ratio 0.11 0.67 0.62 0.59 0.59 0.20 0.14 0.16 Clearance Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 Vehicle Extension (s)2.6 1.0 2.0 1.0 1.0 2.0 3.5 2.0 Lane Grp Cap (vph)368 2276 353 2088 910 149 499 205 v/s Ratio Prot c0.09 c0.29 0.01 0.18 c0.04 c0.06 0.01 v/s Ratio Perm 0.13 0.01 0.10 0.03 v/c Ratio 0.79 0.44 0.22 0.30 0.02 0.68 0.38 0.21 Uniform Delay, d1 95.8 17.2 16.5 22.5 18.7 75.9 85.3 79.7 Progression Factor 1.00 1.00 0.73 0.75 1.00 0.91 0.92 1.00 Incremental Delay, d2 10.9 0.6 0.1 0.4 0.0 6.1 0.4 0.2 Delay (s)106.7 17.8 12.1 17.2 18.8 75.3 78.6 79.9 Level of Service F B B B B E E E Approach Delay (s)37.7 16.8 77.5 Approach LOS D B E Intersection Summary HCM 2000 Control Delay 45.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s)220.0 Sum of lost time (s)27.2 Intersection Capacity Utilization 71.8%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group 265 HCM Signalized Intersection Capacity Analysis Future Background Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement SBT SBR Lane Configurations Traffic Volume (vph)200 136 Future Volume (vph)200 136 Ideal Flow (vphpl)1900 1900 Total Lost time (s)6.9 Lane Util. Factor 0.95 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.94 Flt Protected 1.00 Satd. Flow (prot)3294 Flt Permitted 1.00 Satd. Flow (perm)3294 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph)215 146 RTOR Reduction (vph)59 0 Lane Group Flow (vph)302 0 Confl. Peds. (#/hr)4 Confl. Bikes (#/hr) Turn Type NA Protected Phases 8 Permitted Phases Actuated Green, G (s)27.3 Effective Green, g (s)27.3 Actuated g/C Ratio 0.12 Clearance Time (s)6.9 Vehicle Extension (s)3.5 Lane Grp Cap (vph)408 v/s Ratio Prot c0.09 v/s Ratio Perm v/c Ratio 0.74 Uniform Delay, d1 92.9 Progression Factor 1.00 Incremental Delay, d2 7.3 Delay (s)100.3 Level of Service F Approach Delay (s)98.1 Approach LOS F Intersection Summary 266 Timings Future Background Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)413 217 113 2856 58 1711 Future Volume (vph)413 217 113 2856 58 1711 Turn Type NA NA pm+pt NA pm+pt NA Protected Phases 8 4 1 6 5 2 Permitted Phases 6 2 Detector Phase 8 4 1 6 5 2 Switch Phase Minimum Initial (s)12.0 12.0 5.0 7.0 5.0 7.0 Minimum Split (s)40.9 40.9 11.4 45.0 11.4 45.0 Total Split (s)43.0 43.0 21.0 163.0 14.0 156.0 Total Split (%)19.5% 19.5%9.5% 74.1%6.4% 70.9% Yellow Time (s)4.0 4.0 4.4 4.4 4.4 4.4 All-Red Time (s)4.9 4.9 2.0 3.6 2.0 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.9 8.9 6.4 8.0 6.4 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 25 (11%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive 267 Queues Future Background Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph)464 227 115 2986 59 1969 v/c Ratio 0.88 0.43 0.67 0.84 0.68 0.57 Control Delay 96.9 87.1 31.9 27.0 72.8 16.2 Queue Delay 0.0 0.0 0.0 1.6 0.0 0.0 Total Delay 96.9 87.1 31.9 28.6 72.8 16.2 Queue Length 50th (ft)351 158 26 1413 55 360 Queue Length 95th (ft)#436 210 m51 1455 m99 486 Internal Link Dist (ft)1153 161 1517 1718 Turn Bay Length (ft)140 160 Base Capacity (vph)537 539 213 3571 94 3454 Starvation Cap Reductn 0 0 0 390 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.42 0.54 0.94 0.63 0.57 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 268 HCM 6th Signalized Intersection Summary Future Background Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 413 42 0 217 6 113 2856 71 58 1711 219 Future Volume (veh/h)0 413 42 0 217 6 113 2856 71 58 1711 219 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.86 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1856 1856 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 421 0 0 221 6 115 2914 72 59 1746 223 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %0 3 3 0 3 3 3 3 3 3 3 3 Cap, veh/h 0 507 0 502 14 233 3701 91 124 3283 417 Arrive On Green 0.00 0.14 0.00 0.00 0.14 0.14 0.04 0.97 0.97 0.03 0.96 0.96 Sat Flow, veh/h 0 3711 0 0 3581 94 1767 5083 124 1767 4540 576 Grp Volume(v), veh/h 0 421 0 0 111 116 115 1927 1059 59 1296 673 Grp Sat Flow(s),veh/h/ln 0 1763 0 0 1763 1820 1767 1689 1830 1767 1689 1739 Q Serve(g_s), s 0.0 25.5 0.0 0.0 12.7 12.8 3.9 16.4 17.4 1.9 6.6 6.7 Cycle Q Clear(g_c), s 0.0 25.5 0.0 0.0 12.7 12.8 3.9 16.4 17.4 1.9 6.6 6.7 Prop In Lane 0.00 0.00 0.00 0.05 1.00 0.07 1.00 0.33 Lane Grp Cap(c), veh/h 0 507 0 254 262 233 2459 1333 124 2442 1258 V/C Ratio(X)0.00 0.83 0.00 0.44 0.44 0.49 0.78 0.79 0.48 0.53 0.53 Avail Cap(c_a), veh/h 0 546 0 273 282 303 2459 1333 146 2442 1258 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)0.00 0.91 0.00 0.00 1.00 1.00 0.52 0.52 0.52 0.72 0.72 0.72 Uniform Delay (d), s/veh 0.0 91.6 0.0 0.0 86.1 86.1 7.5 1.2 1.2 9.6 1.3 1.3 Incr Delay (d2), s/veh 0.0 9.0 0.0 0.0 1.2 1.2 0.3 1.4 2.6 0.8 0.6 1.2 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(50%),veh/ln 0.0 12.5 0.0 0.0 5.9 6.2 1.5 2.1 2.8 0.8 1.5 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 100.6 0.0 0.0 87.2 87.3 7.8 2.6 3.9 10.3 1.9 2.5 LnGrp LOS A F A F F A A A B A A Approach Vol, veh/h 421 227 3101 2028 Approach Delay, s/veh 100.6 87.3 3.2 2.3 Approach LOS F F A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 167.1 40.5 11.3 168.2 40.5 Change Period (Y+Rc), s 6.4 8.0 * 8.9 6.4 8.0 * 8.9 Max Green Setting (Gmax), s 14.6 148.0 * 34 7.6 155.0 * 34 Max Q Clear Time (g_c+I1), s 5.9 8.7 14.8 3.9 19.4 27.5 Green Ext Time (p_c), s 0.1 7.4 1.2 0.0 18.9 1.5 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 269 Timings Future Background Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Ø9 Lane Configurations Traffic Volume (vph)120 1435 59 683 84 201 379 79 198 Future Volume (vph)120 1435 59 683 84 201 379 79 198 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 7 4 3 8 9 Permitted Phases 6 2 4 4 8 Detector Phase 1 6 5 2 7 4 4 3 8 Switch Phase Minimum Initial (s)5.0 16.0 5.0 16.0 10.0 7.0 7.0 5.0 7.0 1.0 Minimum Split (s)11.4 22.4 11.4 22.4 16.4 13.4 13.4 11.4 13.4 34.0 Total Split (s)13.0 82.0 13.0 82.0 20.0 36.0 36.0 15.0 31.0 34.0 Total Split (%)7.2% 45.6%7.2% 45.6% 11.1% 20.0% 20.0%8.3% 17.2%19% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.4 2.4 2.4 2.4 2.4 0.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None None Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 123 (68%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 3: SW 72nd Street/Sunset Drive & SW 67th Avenue 270 Queues Future Background Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)133 1654 66 801 93 223 421 88 290 v/c Ratio 0.39 0.93 0.56 0.47 0.35 0.48 0.62 0.28 0.67 Control Delay 20.2 51.3 45.2 31.5 45.2 62.3 12.7 43.7 69.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.2 51.3 45.2 31.5 45.2 62.3 12.7 43.7 69.5 Queue Length 50th (ft)66 907 31 311 78 232 43 74 312 Queue Length 95th (ft)109 #1190 85 409 123 323 164 117 424 Internal Link Dist (ft)432 2067 467 423 Turn Bay Length (ft)150 135 200 125 Base Capacity (vph)344 1781 120 1722 278 466 677 314 435 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.93 0.55 0.47 0.33 0.48 0.62 0.28 0.67 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 271 HCM Signalized Intersection Capacity Analysis Future Background Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)120 1435 54 59 683 38 84 201 379 79 198 63 Future Volume (vph)120 1435 54 59 683 38 84 201 379 79 198 63 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 1.00 0.85 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3517 1770 3507 1770 1863 1583 1770 1790 Flt Permitted 0.26 1.00 0.05 1.00 0.30 1.00 1.00 0.46 1.00 Satd. Flow (perm)475 3517 84 3507 564 1863 1583 864 1790 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)133 1594 60 66 759 42 93 223 421 88 220 70 RTOR Reduction (vph)0 1 0 0 2 0 0 0 281 0 5 0 Lane Group Flow (vph)133 1653 0 66 799 0 93 223 140 88 285 0 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 3 1 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 Actuated Green, G (s)101.6 91.0 96.0 88.2 57.4 45.1 45.1 53.8 43.3 Effective Green, g (s)101.6 91.0 96.0 88.2 57.4 45.1 45.1 53.8 43.3 Actuated g/C Ratio 0.56 0.51 0.53 0.49 0.32 0.25 0.25 0.30 0.24 Clearance Time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Vehicle Extension (s)2.0 1.0 2.0 1.0 2.0 3.5 3.5 2.0 3.5 Lane Grp Cap (vph)344 1778 117 1718 262 466 396 311 430 v/s Ratio Prot 0.02 c0.47 c0.02 0.23 c0.02 0.12 0.02 c0.16 v/s Ratio Perm 0.20 0.27 0.09 0.09 0.07 v/c Ratio 0.39 0.93 0.56 0.47 0.35 0.48 0.35 0.28 0.66 Uniform Delay, d1 20.6 41.5 37.8 30.3 45.5 57.4 55.5 46.9 61.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 10.1 3.7 0.9 0.3 0.9 0.6 0.2 4.0 Delay (s)20.8 51.6 41.5 31.2 45.8 58.4 56.1 47.1 65.7 Level of Service C D D C D E E D E Approach Delay (s)49.3 32.0 55.5 61.4 Approach LOS D C E E Intersection Summary HCM 2000 Control Delay 47.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s)180.0 Sum of lost time (s)27.6 Intersection Capacity Utilization 89.5%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group 272 Timings Future Background Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)184 2931 37 1685 44 127 103 176 151 Future Volume (vph)184 2931 37 1685 44 127 103 176 151 Turn Type pm+pt NA Perm NA Perm NA Perm NA pm+ov Protected Phases 1 6 2 4 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 2 2 4 4 8 8 1 Switch Phase Minimum Initial (s)5.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 5.0 Minimum Split (s)13.0 40.1 40.1 40.1 38.3 38.3 15.3 15.3 13.0 Total Split (s)21.0 179.0 158.0 158.0 41.0 41.0 41.0 41.0 21.0 Total Split (%)9.5% 81.4% 71.8% 71.8% 18.6% 18.6% 18.6% 18.6%9.5% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.4 All-Red Time (s)3.6 3.7 3.7 3.7 4.3 4.3 4.3 4.3 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.0 8.1 8.1 8.1 8.3 8.3 8.3 8.3 8.0 Lead/Lag Lead Lag Lag Lead Lead-Lag Optimize? Recall Mode None C-Max C-Max C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 188 (85%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 4: SW 62nd Avenue & US-1/South Dixie Highway 273 Queues Future Background Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)192 3071 39 1836 46 174 107 199 141 v/c Ratio 0.91 0.78 1.22 0.54 0.56 0.66 0.98 0.79 0.37 Control Delay 68.3 15.7 254.3 25.1 114.4 99.2 155.1 96.9 49.5 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.3 15.7 254.3 25.1 114.4 99.2 155.1 96.9 49.5 Queue Length 50th (ft)110 865 ~66 666 63 236 160 304 156 Queue Length 95th (ft)#154 883 m#151 593 121 335 #307 #426 235 Internal Link Dist (ft)913 1517 241 281 Turn Bay Length (ft)150 125 100 140 Base Capacity (vph)214 3921 32 3431 83 267 111 258 386 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 93 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.90 0.80 1.22 0.54 0.55 0.65 0.96 0.77 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 274 HCM 6th Signalized Intersection Summary Future Background Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)184 2931 17 37 1685 78 44 127 40 103 176 151 Future Volume (veh/h)184 2931 17 37 1685 78 44 127 40 103 176 151 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 192 3053 0 39 1755 0 46 132 42 107 183 157 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, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 283 3935 85 3544 90 199 63 100 276 297 Arrive On Green 0.05 1.00 0.00 0.93 0.93 0.00 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1767 5233 0 75 5233 0 1030 1342 427 1198 1856 1563 Grp Volume(v), veh/h 192 3053 0 39 1755 0 46 0 174 107 183 157 Grp Sat Flow(s),veh/h/ln 1767 1689 0 75 1689 0 1030 0 1769 1198 1856 1563 Q Serve(g_s), s 6.9 0.0 0.0 26.3 9.8 0.0 9.7 0.0 20.4 12.3 20.5 19.9 Cycle Q Clear(g_c), s 6.9 0.0 0.0 26.3 9.8 0.0 30.2 0.0 20.4 32.7 20.5 19.9 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.24 1.00 1.00 Lane Grp Cap(c), veh/h 283 3935 85 3544 90 0 263 100 276 297 V/C Ratio(X)0.68 0.78 0.46 0.50 0.51 0.00 0.66 1.08 0.66 0.53 Avail Cap(c_a), veh/h 315 3935 85 3544 90 0 263 100 276 297 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.80 0.80 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.7 0.0 0.0 3.2 2.6 0.0 102.7 0.0 88.4 105.9 88.5 80.3 Incr Delay (d2), s/veh 3.7 1.6 0.0 13.6 0.4 0.0 5.7 0.0 6.4 112.0 6.2 2.1 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(50%),veh/ln 2.9 0.6 0.0 0.5 2.4 0.0 2.8 0.0 10.0 8.9 10.4 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.4 1.6 0.0 16.9 3.0 0.0 108.4 0.0 94.9 217.9 94.7 82.4 LnGrp LOS B A B A F A F F F F Approach Vol, veh/h 3245 1794 220 447 Approach Delay, s/veh 2.2 3.3 97.7 119.9 Approach LOS A A F F Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 17.0 162.0 41.0 179.0 41.0 Change Period (Y+Rc), s 8.0 * 8.1 8.3 * 8.1 8.3 Max Green Setting (Gmax), s 13.0 * 1.5E2 32.7 * 1.7E2 32.7 Max Q Clear Time (g_c+I1), s 8.9 28.3 32.2 2.0 34.7 Green Ext Time (p_c), s 0.1 10.9 0.1 27.0 0.0 Intersection Summary HCM 6th Ctrl Delay 15.5 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 275 Timings Future Background Conditions 5: SW 62nd Avenue & SW 70th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)16 79 55 29 43 222 178 144 271 Future Volume (vph)16 79 55 29 43 222 178 144 271 Turn Type Perm NA Perm NA Perm NA Perm pm+pt NA Protected Phases 8 4 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 8 8 4 4 6 6 6 5 2 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 16.0 16.0 16.0 5.0 16.0 Minimum Split (s)32.0 32.0 32.0 32.0 32.0 32.0 32.0 10.7 32.0 Total Split (s)29.0 29.0 29.0 29.0 41.0 41.0 41.0 14.0 55.0 Total Split (%)34.5% 34.5% 34.5% 34.5% 48.8% 48.8% 48.8% 16.7% 65.5% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.7 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.7 6.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None None None None Max Max Max None Max Intersection Summary Cycle Length: 84 Actuated Cycle Length: 72.9 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Splits and Phases: 5: SW 62nd Avenue & SW 70th Street 276 Queues Future Background Conditions 5: SW 62nd Avenue & SW 70th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)17 92 58 75 45 234 187 152 326 v/c Ratio 0.09 0.33 0.31 0.26 0.08 0.23 0.20 0.19 0.24 Control Delay 25.5 27.9 30.4 15.5 12.3 12.1 3.1 5.8 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.5 27.9 30.4 15.5 12.3 12.1 3.1 5.8 5.7 Queue Length 50th (ft)7 35 23 12 9 49 0 16 37 Queue Length 95th (ft)22 71 53 43 37 141 39 65 134 Internal Link Dist (ft)329 336 123 1869 Turn Bay Length (ft)80 145 75 110 Base Capacity (vph)423 592 410 568 572 1020 928 803 1334 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.16 0.14 0.13 0.08 0.23 0.20 0.19 0.24 Intersection Summary 277 HCM 6th Signalized Intersection Summary Future Background Conditions 5: SW 62nd Avenue & SW 70th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)16 79 9 55 29 42 43 222 178 144 271 39 Future Volume (veh/h)16 79 9 55 29 42 43 222 178 144 271 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.97 0.94 0.97 0.96 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 17 83 9 58 31 44 45 234 187 152 285 41 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 255 265 29 246 110 156 651 982 829 656 1067 154 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.53 0.53 0.53 0.07 0.67 0.67 Sat Flow, veh/h 1276 1634 177 1258 677 961 1043 1856 1567 1767 1586 228 Grp Volume(v), veh/h 17 0 92 58 0 75 45 234 187 152 0 326 Grp Sat Flow(s),veh/h/ln 1276 0 1811 1258 0 1639 1043 1856 1567 1767 0 1814 Q Serve(g_s), s 0.9 0.0 3.3 3.1 0.0 2.9 1.5 4.9 4.6 2.6 0.0 5.2 Cycle Q Clear(g_c), s 3.8 0.0 3.3 6.4 0.0 2.9 1.5 4.9 4.6 2.6 0.0 5.2 Prop In Lane 1.00 0.10 1.00 0.59 1.00 1.00 1.00 0.13 Lane Grp Cap(c), veh/h 255 0 294 246 0 266 651 982 829 656 0 1221 V/C Ratio(X)0.07 0.00 0.31 0.24 0.00 0.28 0.07 0.24 0.23 0.23 0.00 0.27 Avail Cap(c_a), veh/h 451 0 572 440 0 518 651 982 829 742 0 1221 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.4 0.0 26.9 29.7 0.0 26.8 8.4 9.2 9.2 6.1 0.0 4.7 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.4 0.0 0.4 0.2 0.6 0.6 0.1 0.0 0.5 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(50%),veh/ln 0.3 0.0 1.4 0.9 0.0 1.1 0.3 1.9 1.6 0.8 0.0 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.5 0.0 27.4 30.1 0.0 27.2 8.6 9.8 9.8 6.1 0.0 5.3 LnGrp LOS C A C C A C A A A A A A Approach Vol, veh/h 109 133 466 478 Approach Delay, s/veh 27.5 28.5 9.7 5.6 Approach LOS C C A A Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 55.0 17.8 10.5 44.5 17.8 Change Period (Y+Rc), s 6.0 6.0 * 5.7 6.0 6.0 Max Green Setting (Gmax), s 49.0 23.0 * 8.3 35.0 23.0 Max Q Clear Time (g_c+I1), s 7.2 8.4 4.6 6.9 5.8 Green Ext Time (p_c), s 0.7 0.4 0.1 0.6 0.3 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 278 Timings Future Background Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Ø9 Lane Configurations Traffic Volume (vph)51 637 144 30 181 51 198 109 349 42 Future Volume (vph)51 637 144 30 181 51 198 109 349 42 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 9 Permitted Phases 8 8 4 6 2 2 Detector Phase 8 8 1 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s)7.0 7.0 4.0 7.0 7.0 4.0 16.0 16.0 16.0 16.0 20.0 Minimum Split (s)28.2 28.2 10.0 28.2 28.2 10.0 28.3 22.3 22.3 22.3 22.0 Total Split (s)38.0 38.0 10.0 38.0 38.0 10.0 35.0 25.0 25.0 25.0 22.0 Total Split (%)40.0% 40.0% 10.5% 40.0% 40.0% 10.5% 36.8% 26.3% 26.3% 26.3%23% Yellow Time (s)4.0 4.0 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 2.0 All-Red Time (s)2.2 2.2 2.3 2.2 2.2 2.3 2.3 2.3 2.3 2.3 0.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max C-Max C-Max C-Max None Intersection Summary Cycle Length: 95 Actuated Cycle Length: 95 Offset: 34 (36%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 105 Control Type: Actuated-Coordinated Splits and Phases: 6: SW 62nd Avenue & SW 64th Street 279 Queues Future Background Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)55 692 157 33 267 55 269 118 379 46 v/c Ratio 0.09 0.66 0.16 0.12 0.26 0.36 0.48 0.54 1.04 0.11 Control Delay 10.0 18.0 2.2 11.1 10.5 30.5 29.2 44.9 95.6 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.0 18.0 2.2 11.1 10.5 30.5 29.2 44.9 95.6 0.6 Queue Length 50th (ft)14 269 7 9 70 24 125 65 ~247 0 Queue Length 95th (ft)32 392 26 24 114 52 202 123 #423 0 Internal Link Dist (ft)502 696 1869 415 Turn Bay Length (ft)120 190 150 190 115 160 Base Capacity (vph)616 1055 989 269 1016 154 555 217 366 408 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.66 0.16 0.12 0.26 0.36 0.48 0.54 1.04 0.11 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 280 HCM Signalized Intersection Capacity Analysis Future Background Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)51 637 144 30 181 64 51 198 50 109 349 42 Future Volume (vph)51 637 144 30 181 64 51 198 50 109 349 42 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)1770 1863 1549 1768 1779 1770 1807 1770 1863 1549 Flt Permitted 0.58 1.00 1.00 0.26 1.00 0.16 1.00 0.59 1.00 1.00 Satd. Flow (perm)1088 1863 1549 476 1779 302 1807 1106 1863 1549 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)55 692 157 33 197 70 55 215 54 118 379 46 RTOR Reduction (vph)0 0 47 0 9 0 0 10 0 0 0 37 Lane Group Flow (vph)55 692 110 33 258 0 55 259 0 118 379 9 Confl. Peds. (#/hr)3 3 Confl. Bikes (#/hr)2 3 1 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 Permitted Phases 8 8 4 6 2 2 Actuated Green, G (s)53.8 53.8 57.8 53.8 53.8 28.7 28.7 18.7 18.7 18.7 Effective Green, g (s)53.8 53.8 57.8 53.8 53.8 28.7 28.7 18.7 18.7 18.7 Actuated g/C Ratio 0.57 0.57 0.61 0.57 0.57 0.30 0.30 0.20 0.20 0.20 Clearance Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Vehicle Extension (s)8.0 8.0 2.0 8.0 8.0 2.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph)616 1055 942 269 1007 153 545 217 366 304 v/s Ratio Prot c0.37 0.00 0.15 0.02 c0.14 c0.20 v/s Ratio Perm 0.05 0.07 0.07 0.09 0.11 0.01 v/c Ratio 0.09 0.66 0.12 0.12 0.26 0.36 0.48 0.54 1.04 0.03 Uniform Delay, d1 9.4 14.2 7.8 9.6 10.5 26.1 27.0 34.3 38.1 30.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 3.1 0.0 0.9 0.6 0.5 3.0 9.5 56.5 0.2 Delay (s)9.7 17.3 7.9 10.5 11.0 26.6 30.0 43.8 94.7 31.0 Level of Service A B A B B C C D F C Approach Delay (s)15.2 11.0 29.4 78.2 Approach LOS B B C E Intersection Summary HCM 2000 Control Delay 33.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s)95.0 Sum of lost time (s)20.5 Intersection Capacity Utilization 84.8%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group 281 Timings Future Background Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Configurations Traffic Volume (vph)229 2780 108 1756 411 505 163 Future Volume (vph)229 2780 108 1756 411 505 163 Turn Type pm+pt NA pm+pt NA NA NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 8 Detector Phase 1 6 5 2 4 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 5.0 Minimum Split (s)11.8 43.8 11.8 43.8 44.0 44.0 11.8 Total Split (s)44.0 161.0 13.0 130.0 46.0 46.0 44.0 Total Split (%)20.0% 73.2%5.9% 59.1% 20.9% 20.9% 20.0% Yellow Time (s)4.8 4.8 4.8 4.8 4.0 4.0 4.8 All-Red Time (s)2.0 2.0 2.0 2.0 3.0 3.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.8 6.8 6.8 6.8 7.0 7.0 6.8 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 73 (33%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 7: US-1/South Dixie Highway & SR 959/Red Road 282 Queues Future Background Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph)244 3107 115 1992 594 537 173 v/c Ratio 0.85 0.89 1.40 0.66 0.98 0.86 0.35 Control Delay 111.1 5.4 279.2 31.2 116.0 102.5 49.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 111.1 5.4 279.2 31.2 116.0 102.5 49.0 Queue Length 50th (ft)274 95 ~172 692 446 405 167 Queue Length 95th (ft)m335 137 #336 807 #581 #484 230 Internal Link Dist (ft)1718 574 857 357 Turn Bay Length (ft)200 300 80 Base Capacity (vph)355 3504 82 2996 608 621 551 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.89 1.40 0.66 0.98 0.86 0.31 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 283 HCM 6th Signalized Intersection Summary Future Background Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)229 2780 141 108 1756 117 0 411 148 0 505 163 Future Volume (veh/h)229 2780 141 108 1756 117 0 411 148 0 505 163 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 244 2957 0 115 1868 0 0 437 157 0 537 173 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 0 3 3 0 3 3 Cap, veh/h 277 3551 126 3409 0 448 159 0 625 362 Arrive On Green 0.07 0.93 0.00 0.04 0.89 0.00 0.00 0.18 0.18 0.00 0.18 0.18 Sat Flow, veh/h 1767 5233 0 1767 5233 0 0 2622 899 0 3618 1542 Grp Volume(v), veh/h 244 2957 0 115 1868 0 0 303 291 0 537 173 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 0 1763 1666 0 1763 1542 Q Serve(g_s), s 9.7 38.9 0.0 4.8 16.7 0.0 0.0 37.6 38.3 0.0 32.5 21.3 Cycle Q Clear(g_c), s 9.7 38.9 0.0 4.8 16.7 0.0 0.0 37.6 38.3 0.0 32.5 21.3 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.54 0.00 1.00 Lane Grp Cap(c), veh/h 277 3551 126 3409 0 312 295 0 625 362 V/C Ratio(X)0.88 0.83 0.92 0.55 0.00 0.97 0.99 0.00 0.86 0.48 Avail Cap(c_a), veh/h 477 3551 126 3409 0 312 295 0 625 362 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.44 0.44 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.5 3.5 0.0 38.7 4.7 0.0 0.0 89.9 90.2 0.0 87.8 72.8 Incr Delay (d2), s/veh 4.6 1.1 0.0 55.1 0.6 0.0 0.0 42.7 48.2 0.0 11.7 1.2 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(50%),veh/ln 9.6 4.3 0.0 6.3 4.1 0.0 0.0 21.0 20.6 0.0 16.0 18.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.1 4.6 0.0 93.7 5.3 0.0 0.0 132.6 138.4 0.0 99.6 74.0 LnGrp LOS C A F A A F F A F E Approach Vol, veh/h 3201 1983 594 710 Approach Delay, s/veh 6.1 10.4 135.4 93.3 Approach LOS A B F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.2 154.8 46.0 13.0 161.0 46.0 Change Period (Y+Rc), s 6.8 6.8 7.0 6.8 6.8 7.0 Max Green Setting (Gmax), s 37.2 123.2 39.0 6.2 154.2 39.0 Max Q Clear Time (g_c+I1), s 11.7 18.7 40.3 6.8 40.9 34.5 Green Ext Time (p_c), s 0.7 22.5 0.0 0.0 72.0 1.9 Intersection Summary HCM 6th Ctrl Delay 28.8 HCM 6th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 284 Future Total Conditions 285 Timings Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBU WBL WBT WBR NBL NBT SBU SBL SBT Lane Configurations Traffic Volume (vph)260 750 2 72 621 31 119 159 11 43 220 Future Volume (vph)260 750 2 72 621 31 119 159 11 43 220 Turn Type Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt pm+pt NA Protected Phases 1 6 5 5 2 7 4 3 3 8 Permitted Phases 2 2 2 4 8 8 Detector Phase 1 6 5 5 2 2 7 4 3 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 5.0 7.0 7.0 5.0 7.0 5.0 5.0 15.0 Minimum Split (s)11.9 33.0 11.1 11.1 33.0 33.0 11.4 30.9 11.4 11.4 30.9 Total Split (s)38.0 137.0 16.0 16.0 115.0 115.0 19.0 48.0 19.0 19.0 48.0 Total Split (%)17.3% 62.3%7.3%7.3% 52.3% 52.3%8.6% 21.8%8.6%8.6% 21.8% Yellow Time (s)3.4 4.0 3.4 3.4 4.0 4.0 3.7 4.0 3.7 3.7 4.0 All-Red Time (s)3.5 3.0 2.7 2.7 3.0 3.0 2.7 2.9 2.7 2.7 2.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 6.9 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None None C-Max C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 4 (2%), Referenced to phase 2:WBTL and 6:EBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive 286 Queues Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)326 1012 79 668 33 128 196 58 383 v/c Ratio 0.81 0.45 0.23 0.33 0.04 0.85 0.40 0.26 0.81 Control Delay 110.7 18.8 9.6 19.8 0.1 96.9 79.0 71.4 94.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 110.7 18.8 9.6 19.8 0.1 96.9 79.0 71.4 94.3 Queue Length 50th (ft)242 350 22 174 0 171 143 69 253 Queue Length 95th (ft)296 454 50 277 m0 m#218 m175 114 308 Internal Link Dist (ft)183 1153 582 200 Turn Bay Length (ft)250 75 100 220 150 Base Capacity (vph)487 2261 370 2030 934 151 652 242 660 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.45 0.21 0.33 0.04 0.85 0.30 0.24 0.58 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 287 HCM Signalized Intersection Capacity Analysis Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU Lane Configurations Traffic Volume (vph)43 260 750 192 2 72 621 31 119 159 23 11 Future Volume (vph)43 260 750 192 2 72 621 31 119 159 23 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3433 3410 1768 3539 1543 1769 3464 Flt Permitted 0.95 1.00 0.27 1.00 1.00 0.19 1.00 Satd. Flow (perm)3433 3410 505 3539 1543 350 3464 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)46 280 806 206 2 77 668 33 128 171 25 12 RTOR Reduction (vph)0 0 8 0 0 0 0 14 0 5 0 0 Lane Group Flow (vph)0 326 1004 0 0 79 668 19 128 191 0 0 Confl. Peds. (#/hr)5 7 7 5 4 2 Confl. Bikes (#/hr)1 2 Turn Type Prot Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt Protected Phases 1 1 6 5 5 2 7 4 3 Permitted Phases 2 2 2 4 8 Actuated Green, G (s)25.7 145.4 133.7 126.3 126.3 43.3 30.8 Effective Green, g (s)25.7 145.4 133.7 126.3 126.3 43.3 30.8 Actuated g/C Ratio 0.12 0.66 0.61 0.57 0.57 0.20 0.14 Clearance Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 Vehicle Extension (s)2.6 1.0 2.0 1.0 1.0 2.0 3.5 Lane Grp Cap (vph)401 2253 349 2031 885 149 484 v/s Ratio Prot c0.09 c0.29 0.01 0.19 c0.05 0.06 v/s Ratio Perm 0.13 0.01 c0.12 v/c Ratio 0.81 0.45 0.23 0.33 0.02 0.86 0.39 Uniform Delay, d1 94.8 17.9 17.8 24.6 20.2 79.3 86.1 Progression Factor 1.00 1.00 0.72 0.75 1.00 0.93 0.93 Incremental Delay, d2 11.7 0.6 0.1 0.4 0.0 23.2 0.4 Delay (s)106.5 18.6 13.0 18.9 20.2 97.0 80.8 Level of Service F B B B C F F Approach Delay (s)40.0 18.4 87.2 Approach LOS D B F Intersection Summary HCM 2000 Control Delay 48.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s)220.0 Sum of lost time (s)27.2 Intersection Capacity Utilization 73.2%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group 288 HCM Signalized Intersection Capacity Analysis Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement SBL SBT SBR Lane Configurations Traffic Volume (vph)43 220 136 Future Volume (vph)43 220 136 Ideal Flow (vphpl)1900 1900 1900 Total Lost time (s)6.4 6.9 Lane Util. Factor 1.00 0.95 Frpb, ped/bikes 1.00 0.99 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.94 Flt Protected 0.95 1.00 Satd. Flow (prot)1766 3308 Flt Permitted 0.58 1.00 Satd. Flow (perm)1081 3308 Peak-hour factor, PHF 0.93 0.93 0.93 Adj. Flow (vph)46 237 146 RTOR Reduction (vph)0 45 0 Lane Group Flow (vph)58 338 0 Confl. Peds. (#/hr)2 4 Confl. Bikes (#/hr) Turn Type pm+pt NA Protected Phases 3 8 Permitted Phases 8 Actuated Green, G (s)38.3 28.3 Effective Green, g (s)38.3 28.3 Actuated g/C Ratio 0.17 0.13 Clearance Time (s)6.4 6.9 Vehicle Extension (s)2.0 3.5 Lane Grp Cap (vph)219 425 v/s Ratio Prot 0.01 0.10 v/s Ratio Perm 0.03 v/c Ratio 0.26 0.79 Uniform Delay, d1 77.6 93.0 Progression Factor 1.00 1.00 Incremental Delay, d2 0.2 10.1 Delay (s)77.8 103.2 Level of Service E F Approach Delay (s)99.8 Approach LOS F Intersection Summary 289 Timings Optimized Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)416 224 113 2866 58 1711 Future Volume (vph)416 224 113 2866 58 1711 Turn Type NA NA pm+pt NA pm+pt NA Protected Phases 8 4 1 6 5 2 Permitted Phases 6 2 Detector Phase 8 4 1 6 5 2 Switch Phase Minimum Initial (s)12.0 12.0 5.0 7.0 5.0 7.0 Minimum Split (s)40.9 40.9 11.4 45.0 11.4 45.0 Total Split (s)64.0 64.0 21.0 142.0 14.0 135.0 Total Split (%)29.1% 29.1%9.5% 64.5%6.4% 61.4% Yellow Time (s)4.0 4.0 4.4 4.4 4.4 4.4 All-Red Time (s)4.9 4.9 2.0 3.6 2.0 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.9 8.9 6.4 8.0 6.4 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 25 (11%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive 290 Queues Optimized Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph)467 235 115 2996 59 1996 v/c Ratio 0.82 0.41 0.64 0.86 0.61 0.60 Control Delay 82.5 83.7 31.2 44.8 54.4 30.1 Queue Delay 0.0 0.0 0.0 3.2 0.0 0.0 Total Delay 82.5 83.7 31.2 48.0 54.4 30.1 Queue Length 50th (ft)351 164 51 1593 58 557 Queue Length 95th (ft)407 206 m75 1657 m97 729 Internal Link Dist (ft)1153 161 1517 1718 Turn Bay Length (ft)140 160 Base Capacity (vph)867 871 208 3479 104 3324 Starvation Cap Reductn 0 0 0 385 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.27 0.55 0.97 0.57 0.60 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 291 HCM 6th Signalized Intersection Summary Optimized Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 416 42 0 224 6 113 2866 71 58 1711 245 Future Volume (veh/h)0 416 42 0 224 6 113 2866 71 58 1711 245 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.86 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1856 1856 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 424 0 0 229 6 115 2924 72 59 1746 250 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %0 3 3 0 3 3 3 3 3 3 3 3 Cap, veh/h 0 510 0 506 13 229 3697 90 123 3227 459 Arrive On Green 0.00 0.14 0.00 0.00 0.14 0.14 0.04 0.97 0.97 0.03 0.96 0.96 Sat Flow, veh/h 0 3711 0 0 3586 91 1767 5083 124 1767 4469 635 Grp Volume(v), veh/h 0 424 0 0 115 120 115 1934 1062 59 1316 680 Grp Sat Flow(s),veh/h/ln 0 1763 0 0 1763 1821 1767 1689 1830 1767 1689 1727 Q Serve(g_s), s 0.0 25.7 0.0 0.0 13.1 13.3 3.9 17.3 18.3 2.0 7.0 7.2 Cycle Q Clear(g_c), s 0.0 25.7 0.0 0.0 13.1 13.3 3.9 17.3 18.3 2.0 7.0 7.2 Prop In Lane 0.00 0.00 0.00 0.05 1.00 0.07 1.00 0.37 Lane Grp Cap(c), veh/h 0 510 0 255 264 229 2456 1331 123 2439 1247 V/C Ratio(X)0.00 0.83 0.00 0.45 0.46 0.50 0.79 0.80 0.48 0.54 0.54 Avail Cap(c_a), veh/h 0 883 0 441 456 298 2456 1331 145 2439 1247 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)0.00 0.89 0.00 0.00 1.00 1.00 0.50 0.50 0.50 0.66 0.66 0.66 Uniform Delay (d), s/veh 0.0 91.5 0.0 0.0 86.1 86.1 7.6 1.3 1.3 10.0 1.3 1.3 Incr Delay (d2), s/veh 0.0 3.2 0.0 0.0 1.2 1.2 0.3 1.3 2.6 0.7 0.6 1.1 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(50%),veh/ln 0.0 12.1 0.0 0.0 6.2 6.4 1.5 2.2 2.9 0.8 1.6 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 94.7 0.0 0.0 87.3 87.4 7.9 2.6 3.9 10.7 1.9 2.5 LnGrp LOS A F A F F A A A B A A Approach Vol, veh/h 424 235 3111 2055 Approach Delay, s/veh 94.7 87.3 3.2 2.4 Approach LOS F F A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 166.9 40.7 11.3 168.0 40.7 Change Period (Y+Rc), s 6.4 8.0 * 8.9 6.4 8.0 * 8.9 Max Green Setting (Gmax), s 14.6 127.0 * 55 7.6 134.0 * 55 Max Q Clear Time (g_c+I1), s 5.9 9.2 15.3 4.0 20.3 27.7 Green Ext Time (p_c), s 0.1 7.6 1.4 0.0 19.0 3.0 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 292 Timings Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)416 224 113 2866 58 1711 Future Volume (vph)416 224 113 2866 58 1711 Turn Type NA NA pm+pt NA pm+pt NA Protected Phases 8 4 1 6 5 2 Permitted Phases 6 2 Detector Phase 8 4 1 6 5 2 Switch Phase Minimum Initial (s)12.0 12.0 5.0 7.0 5.0 7.0 Minimum Split (s)40.9 40.9 11.4 45.0 11.4 45.0 Total Split (s)43.0 43.0 21.0 163.0 14.0 156.0 Total Split (%)19.5% 19.5%9.5% 74.1%6.4% 70.9% Yellow Time (s)4.0 4.0 4.4 4.4 4.4 4.4 All-Red Time (s)4.9 4.9 2.0 3.6 2.0 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.9 8.9 6.4 8.0 6.4 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 25 (11%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive 293 Queues Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph)467 235 115 2996 59 1996 v/c Ratio 0.89 0.45 0.68 0.84 0.68 0.58 Control Delay 96.2 87.4 35.1 27.4 71.6 16.7 Queue Delay 0.0 0.0 0.0 1.8 0.0 0.0 Total Delay 96.2 87.4 35.1 29.2 71.6 16.7 Queue Length 50th (ft)354 165 26 1425 55 366 Queue Length 95th (ft)#442 217 m57 m1445 m98 501 Internal Link Dist (ft)1153 161 1517 1718 Turn Bay Length (ft)140 160 Base Capacity (vph)537 539 209 3570 94 3444 Starvation Cap Reductn 0 0 0 394 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.87 0.44 0.55 0.94 0.63 0.58 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 294 HCM 6th Signalized Intersection Summary Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 416 42 0 224 6 113 2866 71 58 1711 245 Future Volume (veh/h)0 416 42 0 224 6 113 2866 71 58 1711 245 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.86 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1856 1856 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 424 0 0 229 6 115 2924 72 59 1746 250 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %0 3 3 0 3 3 3 3 3 3 3 3 Cap, veh/h 0 507 0 503 13 229 3701 90 123 3231 459 Arrive On Green 0.00 0.14 0.00 0.00 0.14 0.14 0.04 0.97 0.97 0.03 0.96 0.96 Sat Flow, veh/h 0 3711 0 0 3586 91 1767 5083 124 1767 4469 635 Grp Volume(v), veh/h 0 424 0 0 115 120 115 1934 1062 59 1316 680 Grp Sat Flow(s),veh/h/ln 0 1763 0 0 1763 1821 1767 1689 1830 1767 1689 1727 Q Serve(g_s), s 0.0 25.7 0.0 0.0 13.1 13.3 3.9 16.7 17.7 1.9 6.8 7.0 Cycle Q Clear(g_c), s 0.0 25.7 0.0 0.0 13.1 13.3 3.9 16.7 17.7 1.9 6.8 7.0 Prop In Lane 0.00 0.00 0.00 0.05 1.00 0.07 1.00 0.37 Lane Grp Cap(c), veh/h 0 507 0 254 262 229 2459 1333 123 2442 1249 V/C Ratio(X)0.00 0.84 0.00 0.45 0.46 0.50 0.79 0.80 0.48 0.54 0.54 Avail Cap(c_a), veh/h 0 546 0 273 282 298 2459 1333 145 2442 1249 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)0.00 0.90 0.00 0.00 1.00 1.00 0.50 0.50 0.50 0.71 0.71 0.71 Uniform Delay (d), s/veh 0.0 91.6 0.0 0.0 86.2 86.3 7.5 1.2 1.2 9.7 1.3 1.3 Incr Delay (d2), s/veh 0.0 9.4 0.0 0.0 1.3 1.2 0.3 1.3 2.6 0.8 0.6 1.2 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(50%),veh/ln 0.0 12.6 0.0 0.0 6.2 6.4 1.5 2.1 2.8 0.8 1.6 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 101.0 0.0 0.0 87.5 87.6 7.8 2.5 3.8 10.5 1.9 2.5 LnGrp LOS A F A F F A A A B A A Approach Vol, veh/h 424 235 3111 2055 Approach Delay, s/veh 101.0 87.5 3.2 2.4 Approach LOS F F A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 167.1 40.6 11.3 168.2 40.6 Change Period (Y+Rc), s 6.4 8.0 * 8.9 6.4 8.0 * 8.9 Max Green Setting (Gmax), s 14.6 148.0 * 34 7.6 155.0 * 34 Max Q Clear Time (g_c+I1), s 5.9 9.0 15.3 3.9 19.7 27.7 Green Ext Time (p_c), s 0.1 7.6 1.2 0.0 19.0 1.4 Intersection Summary HCM 6th Ctrl Delay 13.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 295 Timings Future Total Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Ø9 Lane Configurations Traffic Volume (vph)120 1443 62 686 84 201 386 96 198 Future Volume (vph)120 1443 62 686 84 201 386 96 198 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 7 4 3 8 9 Permitted Phases 6 2 4 4 8 Detector Phase 1 6 5 2 7 4 4 3 8 Switch Phase Minimum Initial (s)5.0 16.0 5.0 16.0 10.0 7.0 7.0 5.0 7.0 1.0 Minimum Split (s)11.4 22.4 11.4 22.4 16.4 13.4 13.4 11.4 13.4 34.0 Total Split (s)13.0 82.0 13.0 82.0 20.0 36.0 36.0 15.0 31.0 34.0 Total Split (%)7.2% 45.6%7.2% 45.6% 11.1% 20.0% 20.0%8.3% 17.2%19% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.4 2.4 2.4 2.4 2.4 0.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None None Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 123 (68%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 3: SW 72nd Street/Sunset Drive & SW 67th Avenue 296 Queues Future Total Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)133 1663 69 811 93 223 429 107 290 v/c Ratio 0.39 0.94 0.57 0.47 0.36 0.49 0.65 0.34 0.67 Control Delay 20.3 52.4 46.4 31.6 45.3 64.1 15.0 44.9 69.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.3 52.4 46.4 31.6 45.3 64.1 15.0 44.9 69.5 Queue Length 50th (ft)66 919 33 316 78 235 59 91 312 Queue Length 95th (ft)109 #1204 90 415 123 328 189 139 424 Internal Link Dist (ft)432 2067 467 423 Turn Bay Length (ft)150 135 200 125 Base Capacity (vph)340 1777 122 1721 278 451 662 315 435 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.94 0.57 0.47 0.33 0.49 0.65 0.34 0.67 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 297 HCM Signalized Intersection Capacity Analysis Future Total Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)120 1443 54 62 686 44 84 201 386 96 198 63 Future Volume (vph)120 1443 54 62 686 44 84 201 386 96 198 63 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 1.00 0.85 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3517 1770 3502 1770 1863 1583 1770 1790 Flt Permitted 0.25 1.00 0.05 1.00 0.31 1.00 1.00 0.44 1.00 Satd. Flow (perm)469 3517 84 3502 583 1863 1583 818 1790 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)133 1603 60 69 762 49 93 223 429 107 220 70 RTOR Reduction (vph)0 1 0 0 2 0 0 0 279 0 5 0 Lane Group Flow (vph)133 1662 0 69 809 0 93 223 150 107 285 0 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 3 1 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 Actuated Green, G (s)101.4 90.8 96.4 88.3 55.8 43.6 43.6 55.2 43.3 Effective Green, g (s)101.4 90.8 96.4 88.3 55.8 43.6 43.6 55.2 43.3 Actuated g/C Ratio 0.56 0.50 0.54 0.49 0.31 0.24 0.24 0.31 0.24 Clearance Time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Vehicle Extension (s)2.0 1.0 2.0 1.0 2.0 3.5 3.5 2.0 3.5 Lane Grp Cap (vph)340 1774 120 1717 261 451 383 313 430 v/s Ratio Prot 0.02 c0.47 c0.03 0.23 c0.02 0.12 0.02 c0.16 v/s Ratio Perm 0.20 0.28 0.09 0.09 0.08 v/c Ratio 0.39 0.94 0.57 0.47 0.36 0.49 0.39 0.34 0.66 Uniform Delay, d1 20.7 41.9 38.2 30.4 46.5 58.7 57.1 46.5 61.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 10.9 4.1 0.9 0.3 1.0 0.8 0.2 4.0 Delay (s)20.9 52.8 42.3 31.3 46.8 59.7 57.9 46.8 65.7 Level of Service C D D C D E E D E Approach Delay (s)50.4 32.2 57.0 60.6 Approach LOS D C E E Intersection Summary HCM 2000 Control Delay 48.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s)180.0 Sum of lost time (s)27.6 Intersection Capacity Utilization 89.7%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group 298 Timings Optimized Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)194 2931 37 1685 44 142 113 182 155 Future Volume (vph)194 2931 37 1685 44 142 113 182 155 Turn Type pm+pt NA Perm NA Perm NA Perm NA pm+ov Protected Phases 1 6 2 4 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 2 2 4 4 8 8 1 Switch Phase Minimum Initial (s)5.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 5.0 Minimum Split (s)13.0 40.1 40.1 40.1 38.3 38.3 15.3 15.3 13.0 Total Split (s)30.0 146.0 116.0 116.0 74.0 74.0 74.0 74.0 30.0 Total Split (%)13.6% 66.4% 52.7% 52.7% 33.6% 33.6% 33.6% 33.6% 13.6% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.4 All-Red Time (s)3.6 3.7 3.7 3.7 4.3 4.3 4.3 4.3 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.0 8.1 8.1 8.1 8.3 8.3 8.3 8.3 8.0 Lead/Lag Lead Lag Lag Lead Lead-Lag Optimize? Recall Mode None C-Max C-Max C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 188 (85%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 4: SW 62nd Avenue & US-1/South Dixie Highway 299 Queues Optimized Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)202 3071 39 1836 46 190 118 206 145 v/c Ratio 0.70 0.79 1.18 0.59 0.55 0.71 1.15 0.79 0.31 Control Delay 48.2 17.4 249.7 28.6 109.3 101.8 198.2 97.6 30.5 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.2 1.5 0.0 0.0 Total Delay 48.2 17.5 249.7 28.6 109.3 102.0 199.7 97.6 30.5 Queue Length 50th (ft)141 854 ~56 577 63 267 ~205 311 135 Queue Length 95th (ft)255 1147 m#148 826 113 345 #300 406 188 Internal Link Dist (ft)913 1517 241 281 Turn Bay Length (ft)150 125 100 140 Base Capacity (vph)296 3896 33 3131 164 531 205 518 473 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 112 0 0 0 52 20 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.81 1.18 0.59 0.28 0.40 0.64 0.40 0.31 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 300 HCM 6th Signalized Intersection Summary Optimized Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)194 2931 17 37 1685 78 44 142 40 113 182 155 Future Volume (veh/h)194 2931 17 37 1685 78 44 142 40 113 182 155 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 202 3053 0 39 1755 0 46 148 42 118 190 161 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, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 264 3611 74 3165 158 294 84 173 395 414 Arrive On Green 0.07 0.95 0.00 0.83 0.83 0.00 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1767 5233 0 75 5233 0 1020 1384 393 1182 1856 1566 Grp Volume(v), veh/h 202 3053 0 39 1755 0 46 0 190 118 190 161 Grp Sat Flow(s),veh/h/ln 1767 1689 0 75 1689 0 1020 0 1777 1182 1856 1566 Q Serve(g_s), s 9.2 34.7 0.0 99.0 23.9 0.0 9.1 0.0 20.7 21.5 19.8 18.5 Cycle Q Clear(g_c), s 9.2 34.7 0.0 114.3 23.9 0.0 28.9 0.0 20.7 42.2 19.8 18.5 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 264 3611 74 3165 158 0 378 173 395 414 V/C Ratio(X)0.76 0.85 0.53 0.55 0.29 0.00 0.50 0.68 0.48 0.39 Avail Cap(c_a), veh/h 349 3611 74 3165 246 0 531 274 554 549 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.77 0.77 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 2.5 0.0 23.2 9.0 0.0 88.6 0.0 76.4 95.0 76.0 66.4 Incr Delay (d2), s/veh 4.8 2.6 0.0 19.1 0.5 0.0 1.2 0.0 1.3 5.6 1.1 0.7 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(50%),veh/ln 4.0 3.9 0.0 2.0 7.2 0.0 2.5 0.0 9.8 7.0 9.7 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.4 5.2 0.0 42.3 9.5 0.0 89.9 0.0 77.6 100.6 77.1 67.1 LnGrp LOS C A D A F A E F E E Approach Vol, veh/h 3255 1794 236 469 Approach Delay, s/veh 6.2 10.3 80.0 79.6 Approach LOS A B E E Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 19.4 145.6 55.1 164.9 55.1 Change Period (Y+Rc), s 8.0 * 8.1 8.3 * 8.1 8.3 Max Green Setting (Gmax), s 22.0 * 1.1E2 65.7 * 1.4E2 65.7 Max Q Clear Time (g_c+I1), s 11.2 116.3 30.9 36.7 44.2 Green Ext Time (p_c), s 0.2 0.0 1.7 26.3 2.5 Intersection Summary HCM 6th Ctrl Delay 16.5 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 301 Timings Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)194 2931 37 1685 44 142 113 182 155 Future Volume (vph)194 2931 37 1685 44 142 113 182 155 Turn Type pm+pt NA Perm NA Perm NA Perm NA pm+ov Protected Phases 1 6 2 4 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 2 2 4 4 8 8 1 Switch Phase Minimum Initial (s)5.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 5.0 Minimum Split (s)13.0 40.1 40.1 40.1 38.3 38.3 15.3 15.3 13.0 Total Split (s)21.0 179.0 158.0 158.0 41.0 41.0 41.0 41.0 21.0 Total Split (%)9.5% 81.4% 71.8% 71.8% 18.6% 18.6% 18.6% 18.6%9.5% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.4 All-Red Time (s)3.6 3.7 3.7 3.7 4.3 4.3 4.3 4.3 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.0 8.1 8.1 8.1 8.3 8.3 8.3 8.3 8.0 Lead/Lag Lead Lag Lag Lead Lead-Lag Optimize? Recall Mode None C-Max C-Max C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 188 (85%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 4: SW 62nd Avenue & US-1/South Dixie Highway 302 Queues Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)202 3071 39 1836 46 190 118 206 145 v/c Ratio 0.95 0.79 1.15 0.54 0.57 0.71 1.18 0.80 0.37 Control Delay 78.4 16.0 229.1 25.1 116.0 102.1 204.9 95.9 49.3 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.4 16.0 229.1 25.1 116.0 102.1 204.9 95.9 49.3 Queue Length 50th (ft)129 865 ~63 664 63 261 ~205 318 166 Queue Length 95th (ft)#179 883 m#145 586 #126 366 #365 #450 241 Internal Link Dist (ft)913 1517 241 281 Turn Bay Length (ft)150 125 100 140 Base Capacity (vph)213 3907 34 3406 80 268 100 258 390 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 97 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.95 0.81 1.15 0.54 0.57 0.71 1.18 0.80 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 303 HCM 6th Signalized Intersection Summary Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)194 2931 17 37 1685 78 44 142 40 113 182 155 Future Volume (veh/h)194 2931 17 37 1685 78 44 142 40 113 182 155 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 202 3053 0 39 1755 0 46 148 42 118 190 161 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, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 285 3935 85 3534 85 206 58 88 276 300 Arrive On Green 0.06 1.00 0.00 0.93 0.93 0.00 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1767 5233 0 75 5233 0 1019 1383 393 1181 1856 1563 Grp Volume(v), veh/h 202 3053 0 39 1755 0 46 0 190 118 190 161 Grp Sat Flow(s),veh/h/ln 1767 1689 0 75 1689 0 1019 0 1776 1181 1856 1563 Q Serve(g_s), s 7.3 0.0 0.0 27.3 10.2 0.0 9.9 0.0 22.4 10.3 21.4 20.4 Cycle Q Clear(g_c), s 7.3 0.0 0.0 27.3 10.2 0.0 31.2 0.0 22.4 32.7 21.4 20.4 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 285 3935 85 3534 85 0 264 88 276 300 V/C Ratio(X)0.71 0.78 0.46 0.50 0.54 0.00 0.72 1.34 0.69 0.54 Avail Cap(c_a), veh/h 314 3935 85 3534 85 0 264 88 276 300 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.79 0.79 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.0 0.0 0.0 3.4 2.8 0.0 103.6 0.0 89.3 106.8 88.8 80.2 Incr Delay (d2), s/veh 5.1 1.6 0.0 13.5 0.4 0.0 7.6 0.0 9.5 213.0 7.4 2.2 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(50%),veh/ln 3.2 0.6 0.0 0.5 2.5 0.0 2.8 0.0 11.1 10.3 11.0 8.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.0 1.6 0.0 16.9 3.2 0.0 111.3 0.0 98.8 319.8 96.2 82.4 LnGrp LOS B A B A F A F F F F Approach Vol, veh/h 3255 1794 236 469 Approach Delay, s/veh 2.3 3.5 101.3 147.7 Approach LOS A A F F Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 17.4 161.6 41.0 179.0 41.0 Change Period (Y+Rc), s 8.0 * 8.1 8.3 * 8.1 8.3 Max Green Setting (Gmax), s 13.0 * 1.5E2 32.7 * 1.7E2 32.7 Max Q Clear Time (g_c+I1), s 9.3 29.3 33.2 2.0 34.7 Green Ext Time (p_c), s 0.1 10.9 0.0 27.0 0.0 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 304 Timings Future Total Conditions 5: SW 62nd Avenue & SW 70th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)16 79 55 29 43 233 178 144 300 Future Volume (vph)16 79 55 29 43 233 178 144 300 Turn Type Perm NA Perm NA Perm NA Perm pm+pt NA Protected Phases 8 4 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 8 8 4 4 6 6 6 5 2 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 16.0 16.0 16.0 5.0 16.0 Minimum Split (s)32.0 32.0 32.0 32.0 32.0 32.0 32.0 10.7 32.0 Total Split (s)29.0 29.0 29.0 29.0 41.0 41.0 41.0 14.0 55.0 Total Split (%)34.5% 34.5% 34.5% 34.5% 48.8% 48.8% 48.8% 16.7% 65.5% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.7 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.7 6.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None None None None Max Max Max None Max Intersection Summary Cycle Length: 84 Actuated Cycle Length: 72.9 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Splits and Phases: 5: SW 62nd Avenue & SW 70th Street 305 Queues Future Total Conditions 5: SW 62nd Avenue & SW 70th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)17 92 58 75 45 245 187 152 357 v/c Ratio 0.09 0.33 0.31 0.26 0.08 0.24 0.20 0.20 0.27 Control Delay 25.5 27.9 30.4 15.5 12.4 12.2 3.1 5.8 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.5 27.9 30.4 15.5 12.4 12.2 3.1 5.8 5.9 Queue Length 50th (ft)7 35 23 12 9 51 0 16 42 Queue Length 95th (ft)22 71 53 43 37 148 39 65 149 Internal Link Dist (ft)329 336 123 1869 Turn Bay Length (ft)80 145 75 110 Base Capacity (vph)423 592 410 568 558 1020 928 796 1336 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.16 0.14 0.13 0.08 0.24 0.20 0.19 0.27 Intersection Summary 306 HCM 6th Signalized Intersection Summary Future Total Conditions 5: SW 62nd Avenue & SW 70th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)16 79 9 55 29 42 43 233 178 144 300 39 Future Volume (veh/h)16 79 9 55 29 42 43 233 178 144 300 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.97 0.94 0.97 0.96 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 17 83 9 58 31 44 45 245 187 152 316 41 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 255 265 29 246 110 156 635 982 829 648 1083 140 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.53 0.53 0.53 0.07 0.67 0.67 Sat Flow, veh/h 1276 1634 177 1258 677 961 1014 1856 1567 1767 1609 209 Grp Volume(v), veh/h 17 0 92 58 0 75 45 245 187 152 0 357 Grp Sat Flow(s),veh/h/ln 1276 0 1811 1258 0 1639 1014 1856 1567 1767 0 1817 Q Serve(g_s), s 0.9 0.0 3.3 3.1 0.0 2.9 1.6 5.2 4.6 2.6 0.0 5.8 Cycle Q Clear(g_c), s 3.8 0.0 3.3 6.4 0.0 2.9 1.6 5.2 4.6 2.6 0.0 5.8 Prop In Lane 1.00 0.10 1.00 0.59 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 255 0 294 246 0 266 635 982 829 648 0 1223 V/C Ratio(X)0.07 0.00 0.31 0.24 0.00 0.28 0.07 0.25 0.23 0.23 0.00 0.29 Avail Cap(c_a), veh/h 451 0 572 440 0 518 635 982 829 734 0 1223 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.4 0.0 26.9 29.7 0.0 26.8 8.4 9.3 9.2 6.1 0.0 4.8 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.4 0.0 0.4 0.2 0.6 0.6 0.1 0.0 0.6 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(50%),veh/ln 0.3 0.0 1.4 0.9 0.0 1.1 0.4 2.0 1.6 0.8 0.0 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.5 0.0 27.4 30.1 0.0 27.2 8.7 9.9 9.8 6.2 0.0 5.5 LnGrp LOS C A C C A C A A A A A A Approach Vol, veh/h 109 133 477 509 Approach Delay, s/veh 27.5 28.5 9.7 5.7 Approach LOS C C A A Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 55.0 17.8 10.5 44.5 17.8 Change Period (Y+Rc), s 6.0 6.0 * 5.7 6.0 6.0 Max Green Setting (Gmax), s 49.0 23.0 * 8.3 35.0 23.0 Max Q Clear Time (g_c+I1), s 7.8 8.4 4.6 7.2 5.8 Green Ext Time (p_c), s 0.8 0.4 0.1 0.6 0.3 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 307 Timings Optimized Future Total Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Ø9 Lane Configurations Traffic Volume (vph)51 637 144 30 181 51 209 109 378 42 Future Volume (vph)51 637 144 30 181 51 209 109 378 42 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 9 Permitted Phases 8 8 4 6 2 2 Detector Phase 8 8 1 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s)7.0 7.0 4.0 7.0 7.0 4.0 16.0 16.0 16.0 16.0 20.0 Minimum Split (s)28.2 28.2 10.0 28.2 28.2 10.0 28.3 22.3 22.3 22.3 22.0 Total Split (s)33.0 33.0 10.0 33.0 33.0 10.0 40.0 30.0 30.0 30.0 22.0 Total Split (%)34.7% 34.7% 10.5% 34.7% 34.7% 10.5% 42.1% 31.6% 31.6% 31.6%23% Yellow Time (s)4.0 4.0 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 2.0 All-Red Time (s)2.2 2.2 2.3 2.2 2.2 2.3 2.3 2.3 2.3 2.3 0.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max C-Max C-Max C-Max None Intersection Summary Cycle Length: 95 Actuated Cycle Length: 95 Offset: 34 (36%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 105 Control Type: Actuated-Coordinated Splits and Phases: 6: SW 62nd Avenue & SW 64th Street 308 Queues Optimized Future Total Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)55 692 157 33 267 55 281 118 411 46 v/c Ratio 0.10 0.72 0.17 0.16 0.29 0.33 0.43 0.43 0.89 0.10 Control Delay 12.5 23.3 3.2 14.8 13.2 25.8 24.7 36.0 57.0 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.5 23.3 3.2 14.8 13.2 25.8 24.7 36.0 57.0 0.4 Queue Length 50th (ft)16 308 10 10 81 22 121 60 239 0 Queue Length 95th (ft)37 448 34 29 131 48 194 114 #407 0 Internal Link Dist (ft)502 696 1869 415 Turn Bay Length (ft)120 190 150 190 115 160 Base Capacity (vph)547 956 910 205 923 166 650 272 464 483 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.72 0.17 0.16 0.29 0.33 0.43 0.43 0.89 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 309 HCM Signalized Intersection Capacity Analysis Optimized Future Total Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)51 637 144 30 181 64 51 209 50 109 378 42 Future Volume (vph)51 637 144 30 181 64 51 209 50 109 378 42 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)1770 1863 1548 1768 1779 1770 1809 1770 1863 1549 Flt Permitted 0.57 1.00 1.00 0.22 1.00 0.16 1.00 0.59 1.00 1.00 Satd. Flow (perm)1066 1863 1548 401 1779 291 1809 1094 1863 1549 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)55 692 157 33 197 70 55 227 54 118 411 46 RTOR Reduction (vph)0 0 49 0 9 0 0 9 0 0 0 35 Lane Group Flow (vph)55 692 108 33 258 0 55 272 0 118 411 11 Confl. Peds. (#/hr)3 3 Confl. Bikes (#/hr)2 3 1 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 Permitted Phases 8 8 4 6 2 2 Actuated Green, G (s)48.8 48.8 52.8 48.8 48.8 33.7 33.7 23.7 23.7 23.7 Effective Green, g (s)48.8 48.8 52.8 48.8 48.8 33.7 33.7 23.7 23.7 23.7 Actuated g/C Ratio 0.51 0.51 0.56 0.51 0.51 0.35 0.35 0.25 0.25 0.25 Clearance Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Vehicle Extension (s)8.0 8.0 2.0 8.0 8.0 2.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph)547 956 860 205 913 165 641 272 464 386 v/s Ratio Prot c0.37 0.01 0.14 0.01 c0.15 c0.22 v/s Ratio Perm 0.05 0.06 0.08 0.10 0.11 0.01 v/c Ratio 0.10 0.72 0.13 0.16 0.28 0.33 0.42 0.43 0.89 0.03 Uniform Delay, d1 11.8 17.9 10.1 12.2 13.1 22.8 23.3 30.0 34.3 27.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 4.8 0.0 1.6 0.7 0.4 2.1 5.0 21.3 0.1 Delay (s)12.2 22.6 10.1 13.8 13.9 23.3 25.3 35.0 55.6 27.1 Level of Service B C B B B C C C E C Approach Delay (s)19.8 13.9 25.0 49.1 Approach LOS B B C D Intersection Summary HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s)95.0 Sum of lost time (s)20.5 Intersection Capacity Utilization 85.4%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group 310 Timings Future Total Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Ø9 Lane Configurations Traffic Volume (vph)51 637 144 30 181 51 209 109 378 42 Future Volume (vph)51 637 144 30 181 51 209 109 378 42 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 9 Permitted Phases 8 8 4 6 2 2 Detector Phase 8 8 1 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s)7.0 7.0 4.0 7.0 7.0 4.0 16.0 16.0 16.0 16.0 20.0 Minimum Split (s)28.2 28.2 10.0 28.2 28.2 10.0 28.3 22.3 22.3 22.3 22.0 Total Split (s)38.0 38.0 10.0 38.0 38.0 10.0 35.0 25.0 25.0 25.0 22.0 Total Split (%)40.0% 40.0% 10.5% 40.0% 40.0% 10.5% 36.8% 26.3% 26.3% 26.3%23% Yellow Time (s)4.0 4.0 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 2.0 All-Red Time (s)2.2 2.2 2.3 2.2 2.2 2.3 2.3 2.3 2.3 2.3 0.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max C-Max C-Max C-Max None Intersection Summary Cycle Length: 95 Actuated Cycle Length: 95 Offset: 34 (36%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 105 Control Type: Actuated-Coordinated Splits and Phases: 6: SW 62nd Avenue & SW 64th Street 311 Queues Future Total Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)55 692 157 33 267 55 281 118 411 46 v/c Ratio 0.09 0.66 0.16 0.12 0.26 0.36 0.51 0.55 1.12 0.11 Control Delay 10.0 18.0 2.2 11.1 10.5 30.5 29.8 45.2 121.7 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.0 18.0 2.2 11.1 10.5 30.5 29.8 45.2 121.7 0.6 Queue Length 50th (ft)14 269 7 9 70 24 132 65 ~288 0 Queue Length 95th (ft)32 392 26 24 114 52 212 123 #469 0 Internal Link Dist (ft)502 696 1869 415 Turn Bay Length (ft)120 190 150 190 115 160 Base Capacity (vph)616 1055 989 269 1016 154 555 215 366 408 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.66 0.16 0.12 0.26 0.36 0.51 0.55 1.12 0.11 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 312 HCM Signalized Intersection Capacity Analysis Future Total Conditions 6: SW 62nd Avenue & SW 64th Street A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)51 637 144 30 181 64 51 209 50 109 378 42 Future Volume (vph)51 637 144 30 181 64 51 209 50 109 378 42 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)1770 1863 1549 1768 1779 1770 1809 1770 1863 1549 Flt Permitted 0.58 1.00 1.00 0.26 1.00 0.16 1.00 0.59 1.00 1.00 Satd. Flow (perm)1088 1863 1549 476 1779 302 1809 1094 1863 1549 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)55 692 157 33 197 70 55 227 54 118 411 46 RTOR Reduction (vph)0 0 47 0 9 0 0 9 0 0 0 37 Lane Group Flow (vph)55 692 110 33 258 0 55 272 0 118 411 9 Confl. Peds. (#/hr)3 3 Confl. Bikes (#/hr)2 3 1 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 Permitted Phases 8 8 4 6 2 2 Actuated Green, G (s)53.8 53.8 57.8 53.8 53.8 28.7 28.7 18.7 18.7 18.7 Effective Green, g (s)53.8 53.8 57.8 53.8 53.8 28.7 28.7 18.7 18.7 18.7 Actuated g/C Ratio 0.57 0.57 0.61 0.57 0.57 0.30 0.30 0.20 0.20 0.20 Clearance Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Vehicle Extension (s)8.0 8.0 2.0 8.0 8.0 2.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph)616 1055 942 269 1007 153 546 215 366 304 v/s Ratio Prot c0.37 0.00 0.15 0.02 c0.15 c0.22 v/s Ratio Perm 0.05 0.07 0.07 0.09 0.11 0.01 v/c Ratio 0.09 0.66 0.12 0.12 0.26 0.36 0.50 0.55 1.12 0.03 Uniform Delay, d1 9.4 14.2 7.8 9.6 10.5 26.2 27.2 34.4 38.1 30.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 3.1 0.0 0.9 0.6 0.5 3.2 9.7 84.7 0.2 Delay (s)9.7 17.3 7.9 10.5 11.0 26.7 30.5 44.1 122.8 31.0 Level of Service A B A B B C C D F C Approach Delay (s)15.2 11.0 29.8 99.3 Approach LOS B B C F Intersection Summary HCM 2000 Control Delay 39.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s)95.0 Sum of lost time (s)20.5 Intersection Capacity Utilization 85.4%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group 313 Timings Optimized Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Configurations Traffic Volume (vph)232 2787 108 1774 411 505 171 Future Volume (vph)232 2787 108 1774 411 505 171 Turn Type pm+pt NA pm+pt NA NA NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 8 Detector Phase 1 6 5 2 4 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 5.0 Minimum Split (s)11.8 43.8 11.8 43.8 44.0 44.0 11.8 Total Split (s)37.0 143.0 13.0 119.0 64.0 64.0 37.0 Total Split (%)16.8% 65.0%5.9% 54.1% 29.1% 29.1% 16.8% Yellow Time (s)4.8 4.8 4.8 4.8 4.0 4.0 4.8 All-Red Time (s)2.0 2.0 2.0 2.0 3.0 3.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.8 6.8 6.8 6.8 7.0 7.0 6.8 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 73 (33%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 7: US-1/South Dixie Highway & SR 959/Red Road 314 Queues Optimized Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph)247 3115 115 2011 594 537 182 v/c Ratio 0.83 1.01 0.65 0.72 0.84 0.75 0.33 Control Delay 108.2 32.0 73.7 39.0 92.2 88.4 42.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 108.2 32.0 73.7 39.0 92.2 88.4 42.8 Queue Length 50th (ft)253 ~1739 113 800 427 390 163 Queue Length 95th (ft)m342 #1379 #300 919 482 442 222 Internal Link Dist (ft)1718 574 857 357 Turn Bay Length (ft)200 300 80 Base Capacity (vph)309 3096 177 2788 882 908 564 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 1.01 0.65 0.72 0.67 0.59 0.32 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 315 HCM 6th Signalized Intersection Summary Optimized Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)232 2787 141 108 1774 117 0 411 148 0 505 171 Future Volume (veh/h)232 2787 141 108 1774 117 0 411 148 0 505 171 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 247 2965 0 115 1887 0 0 437 157 0 537 182 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 0 3 3 0 3 3 Cap, veh/h 269 3447 118 3288 0 500 178 0 697 399 Arrive On Green 0.08 0.91 0.00 0.04 0.86 0.00 0.00 0.20 0.20 0.00 0.20 0.20 Sat Flow, veh/h 1767 5233 0 1767 5233 0 0 2623 899 0 3618 1543 Grp Volume(v), veh/h 247 2965 0 115 1887 0 0 303 291 0 537 182 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 0 1763 1667 0 1763 1543 Q Serve(g_s), s 10.4 55.2 0.0 5.9 22.2 0.0 0.0 36.6 37.3 0.0 31.7 21.9 Cycle Q Clear(g_c), s 10.4 55.2 0.0 5.9 22.2 0.0 0.0 36.6 37.3 0.0 31.7 21.9 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.54 0.00 1.00 Lane Grp Cap(c), veh/h 269 3447 118 3288 0 349 330 0 697 399 V/C Ratio(X)0.92 0.86 0.98 0.57 0.00 0.87 0.88 0.00 0.77 0.46 Avail Cap(c_a), veh/h 406 3447 118 3288 0 457 432 0 913 493 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.39 0.39 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.8 6.0 0.0 47.8 6.8 0.0 0.0 85.5 85.8 0.0 83.5 68.8 Incr Delay (d2), s/veh 9.2 1.2 0.0 75.9 0.7 0.0 0.0 14.0 16.3 0.0 3.3 1.0 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(50%),veh/ln 9.7 9.1 0.0 9.1 5.8 0.0 0.0 18.2 17.8 0.0 14.9 19.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.9 7.2 0.0 123.7 7.5 0.0 0.0 99.5 102.1 0.0 86.8 69.8 LnGrp LOS C A F A A F F A F E Approach Vol, veh/h 3212 2002 594 719 Approach Delay, s/veh 9.2 14.2 100.7 82.5 Approach LOS A B F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.9 149.6 50.5 13.0 156.5 50.5 Change Period (Y+Rc), s 6.8 6.8 7.0 6.8 6.8 7.0 Max Green Setting (Gmax), s 30.2 112.2 57.0 6.2 136.2 57.0 Max Q Clear Time (g_c+I1), s 12.4 24.2 39.3 7.9 57.2 33.7 Green Ext Time (p_c), s 0.7 22.6 4.2 0.0 57.1 5.3 Intersection Summary HCM 6th Ctrl Delay 27.2 HCM 6th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 316 Timings Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Configurations Traffic Volume (vph)232 2787 108 1774 411 505 171 Future Volume (vph)232 2787 108 1774 411 505 171 Turn Type pm+pt NA pm+pt NA NA NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 8 Detector Phase 1 6 5 2 4 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 5.0 Minimum Split (s)11.8 43.8 11.8 43.8 44.0 44.0 11.8 Total Split (s)44.0 161.0 13.0 130.0 46.0 46.0 44.0 Total Split (%)20.0% 73.2%5.9% 59.1% 20.9% 20.9% 20.0% Yellow Time (s)4.8 4.8 4.8 4.8 4.0 4.0 4.8 All-Red Time (s)2.0 2.0 2.0 2.0 3.0 3.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.8 6.8 6.8 6.8 7.0 7.0 6.8 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 73 (33%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 7: US-1/South Dixie Highway & SR 959/Red Road 317 Queues Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph)247 3115 115 2011 594 537 182 v/c Ratio 0.85 0.89 1.40 0.67 0.98 0.86 0.37 Control Delay 113.1 5.4 279.3 31.8 116.0 102.5 49.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 113.1 5.4 279.3 31.8 116.0 102.5 49.5 Queue Length 50th (ft)282 96 ~173 709 446 405 176 Queue Length 95th (ft)m344 142 #336 819 #581 #484 242 Internal Link Dist (ft)1718 574 857 357 Turn Bay Length (ft)200 300 80 Base Capacity (vph)352 3504 82 2984 608 621 551 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.89 1.40 0.67 0.98 0.86 0.33 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 318 HCM 6th Signalized Intersection Summary Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)232 2787 141 108 1774 117 0 411 148 0 505 171 Future Volume (veh/h)232 2787 141 108 1774 117 0 411 148 0 505 171 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 247 2965 0 115 1887 0 0 437 157 0 537 182 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 0 3 3 0 3 3 Cap, veh/h 275 3551 125 3406 0 448 159 0 625 363 Arrive On Green 0.08 0.93 0.00 0.04 0.89 0.00 0.00 0.18 0.18 0.00 0.18 0.18 Sat Flow, veh/h 1767 5233 0 1767 5233 0 0 2622 899 0 3618 1542 Grp Volume(v), veh/h 247 2965 0 115 1887 0 0 303 291 0 537 182 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 0 1763 1666 0 1763 1542 Q Serve(g_s), s 9.8 39.4 0.0 4.8 17.2 0.0 0.0 37.6 38.3 0.0 32.5 22.6 Cycle Q Clear(g_c), s 9.8 39.4 0.0 4.8 17.2 0.0 0.0 37.6 38.3 0.0 32.5 22.6 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.54 0.00 1.00 Lane Grp Cap(c), veh/h 275 3551 125 3406 0 312 295 0 625 363 V/C Ratio(X)0.90 0.84 0.92 0.55 0.00 0.97 0.99 0.00 0.86 0.50 Avail Cap(c_a), veh/h 473 3551 125 3406 0 312 295 0 625 363 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.43 0.43 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 21.0 3.6 0.0 39.3 4.7 0.0 0.0 89.9 90.2 0.0 87.8 73.2 Incr Delay (d2), s/veh 5.6 1.1 0.0 56.2 0.7 0.0 0.0 42.7 48.2 0.0 11.7 1.3 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(50%),veh/ln 9.8 4.3 0.0 6.3 4.2 0.0 0.0 21.0 20.6 0.0 16.0 19.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.6 4.7 0.0 95.5 5.4 0.0 0.0 132.6 138.4 0.0 99.6 74.5 LnGrp LOS C A F A A F F A F E Approach Vol, veh/h 3212 2002 594 719 Approach Delay, s/veh 6.3 10.6 135.4 93.2 Approach LOS A B F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.3 154.7 46.0 13.0 161.0 46.0 Change Period (Y+Rc), s 6.8 6.8 7.0 6.8 6.8 7.0 Max Green Setting (Gmax), s 37.2 123.2 39.0 6.2 154.2 39.0 Max Q Clear Time (g_c+I1), s 11.8 19.2 40.3 6.8 41.4 34.5 Green Ext Time (p_c), s 0.7 23.0 0.0 0.0 72.2 2.0 Intersection Summary HCM 6th Ctrl Delay 29.0 HCM 6th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 319 HCM 6th TWSC Future Total Conditions 8: SW 62nd Avenue & East Project Driveway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 34 0 461 349 29 Future Vol, veh/h 0 34 0 461 349 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length -0 ---- Veh in Median Storage, # 0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 37 0 501 379 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 206 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 4.9 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.9 ---- Pot Cap-1 Maneuver 0 778 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver - 778 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 9.9 0 0 HCM LOS A Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 778 -- HCM Lane V/C Ratio - 0.048 -- HCM Control Delay (s)- 9.9 -- HCM Lane LOS -A -- HCM 95th %tile Q(veh)- 0.1 -- 320 HCM 6th TWSC Future Total Conditions 9: SW 72nd Street/Sunset Drive & South Project Driveway A.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 1584 800 90 0 12 Future Vol, veh/h 0 1584 800 90 0 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length --- 50 -0 Veh in Median Storage, # -0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 1722 870 98 0 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 - 435 Stage 1 ------ Stage 2 ------ Critical Hdwy ----- 4.9 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy ----- 3.9 Pot Cap-1 Maneuver 0 ---0 640 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver ----- 640 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 10.7 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h)--- 640 HCM Lane V/C Ratio --- 0.02 HCM Control Delay (s)--- 10.7 HCM Lane LOS ---B HCM 95th %tile Q(veh)--- 0.1 321 P.M. Peak Hour 322 Existing Conditions 323 Timings Existing Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBU WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)125 524 11 69 1048 26 194 187 58 171 Future Volume (vph)125 524 11 69 1048 26 194 187 58 171 Turn Type Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 5 2 7 4 3 8 Permitted Phases 2 2 2 4 8 Detector Phase 1 6 5 5 2 2 7 4 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 5.0 7.0 7.0 5.0 7.0 5.0 15.0 Minimum Split (s)11.9 33.0 11.1 11.1 33.0 33.0 11.4 30.9 11.4 30.9 Total Split (s)23.0 133.0 22.0 22.0 132.0 132.0 22.0 43.0 22.0 43.0 Total Split (%)10.5% 60.5% 10.0% 10.0% 60.0% 60.0% 10.0% 19.5% 10.0% 19.5% Yellow Time (s)3.4 4.0 3.4 3.4 4.0 4.0 3.7 4.0 3.7 4.0 All-Red Time (s)3.5 3.0 2.7 2.7 3.0 3.0 2.7 2.9 2.7 2.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 6.9 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None None C-Max C-Max None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 64 (29%), Referenced to phase 2:WBTL and 6:EBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive 324 Queues Existing Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)219 641 83 1092 27 202 224 60 481 v/c Ratio 0.85 0.30 0.17 0.53 0.03 1.25 0.37 0.24 0.99dr Control Delay 126.4 19.5 10.5 22.9 0.1 189.8 58.7 65.6 93.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 126.4 19.5 10.5 22.9 0.1 189.8 58.7 65.6 93.1 Queue Length 50th (ft)164 220 32 416 0 ~310 152 68 302 Queue Length 95th (ft)#246 271 m46 442 m0 m#434 m193 116 374 Internal Link Dist (ft)414 1153 582 380 Turn Bay Length (ft)250 75 100 220 150 Base Capacity (vph)262 2155 561 2057 927 161 609 295 591 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.30 0.15 0.53 0.03 1.25 0.37 0.20 0.81 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane. 325 HCM Signalized Intersection Capacity Analysis Existing Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph)85 125 524 91 11 69 1048 26 194 187 28 58 Future Volume (vph)85 125 524 91 11 69 1048 26 194 187 28 58 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 0.98 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot)3433 3443 1764 3539 1537 1770 3463 1768 Flt Permitted 0.95 1.00 0.40 1.00 1.00 0.11 1.00 0.60 Satd. Flow (perm)3433 3443 743 3539 1537 209 3463 1123 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)89 130 546 95 11 72 1092 27 202 195 29 60 RTOR Reduction (vph)0 0 6 0 0 0 0 11 0 5 0 0 Lane Group Flow (vph)0 219 635 0 0 83 1092 16 202 219 0 60 Confl. Peds. (#/hr)7 9 9 7 4 1 1 Confl. Bikes (#/hr)2 1 Turn Type Prot Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt Protected Phases 1 1 6 5 5 2 7 4 3 Permitted Phases 2 2 2 4 8 Actuated Green, G (s)16.6 137.4 135.8 127.9 127.9 53.7 38.1 42.9 Effective Green, g (s)16.6 137.4 135.8 127.9 127.9 53.7 38.1 42.9 Actuated g/C Ratio 0.08 0.62 0.62 0.58 0.58 0.24 0.17 0.19 Clearance Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 Vehicle Extension (s)2.6 1.0 2.0 1.0 1.0 2.0 3.5 2.0 Lane Grp Cap (vph)259 2150 495 2057 893 161 599 248 v/s Ratio Prot c0.06 0.18 0.01 c0.31 c0.09 0.06 0.01 v/s Ratio Perm 0.10 0.01 c0.22 0.04 v/c Ratio 0.85 0.30 0.17 0.53 0.02 1.25 0.37 0.24 Uniform Delay, d1 100.4 19.0 16.9 27.9 19.5 73.2 80.3 73.8 Progression Factor 1.00 1.00 0.82 0.77 1.00 0.76 0.73 1.00 Incremental Delay, d2 21.4 0.4 0.1 0.9 0.0 146.5 0.3 0.2 Delay (s)121.8 19.4 13.8 22.5 19.5 201.9 59.2 74.0 Level of Service F B B C B F E E Approach Delay (s)45.5 21.8 126.9 Approach LOS D C F Intersection Summary HCM 2000 Control Delay 57.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s)220.0 Sum of lost time (s)27.2 Intersection Capacity Utilization 83.5%ICU Level of Service E Analysis Period (min)15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group 326 HCM Signalized Intersection Capacity Analysis Existing Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement SBT SBR Lane Configurations Traffic Volume (vph)171 291 Future Volume (vph)171 291 Ideal Flow (vphpl)1900 1900 Total Lost time (s)6.9 Lane Util. Factor 0.95 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot)3153 Flt Permitted 1.00 Satd. Flow (perm)3153 Peak-hour factor, PHF 0.96 0.96 Adj. Flow (vph)178 303 RTOR Reduction (vph)75 0 Lane Group Flow (vph)406 0 Confl. Peds. (#/hr)4 Confl. Bikes (#/hr)2 Turn Type NA Protected Phases 8 Permitted Phases Actuated Green, G (s)32.7 Effective Green, g (s)32.7 Actuated g/C Ratio 0.15 Clearance Time (s)6.9 Vehicle Extension (s)3.5 Lane Grp Cap (vph)468 v/s Ratio Prot 0.13 v/s Ratio Perm v/c Ratio 0.99dr Uniform Delay, d1 91.5 Progression Factor 1.00 Incremental Delay, d2 15.9 Delay (s)107.4 Level of Service F Approach Delay (s)103.7 Approach LOS F Intersection Summary 327 Timings Existing Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)361 305 84 1633 69 2616 Future Volume (vph)361 305 84 1633 69 2616 Turn Type NA NA pm+pt NA pm+pt NA Protected Phases 8 4 1 6 5 2 Permitted Phases 6 2 Detector Phase 8 4 1 6 5 2 Switch Phase Minimum Initial (s)12.0 12.0 5.0 7.0 5.0 7.0 Minimum Split (s)40.9 40.9 11.4 45.0 11.4 45.0 Total Split (s)43.0 43.0 14.0 161.0 16.0 163.0 Total Split (%)19.5% 19.5%6.4% 73.2%7.3% 74.1% Yellow Time (s)4.0 4.0 4.4 4.4 4.4 4.4 All-Red Time (s)4.9 4.9 2.0 3.6 2.0 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.9 8.9 6.4 8.0 6.4 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 65 (30%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive 328 Queues Existing Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph)466 323 87 1778 71 3036 v/c Ratio 0.89 0.61 0.89 0.50 0.39 0.87 Control Delay 97.4 92.4 116.7 11.6 6.2 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 97.4 92.4 116.7 11.6 6.2 14.2 Queue Length 50th (ft)350 233 87 250 11 1324 Queue Length 95th (ft)#440 295 m#205 260 m13 m700 Internal Link Dist (ft)1153 161 1517 1718 Turn Bay Length (ft)140 160 Base Capacity (vph)533 539 98 3554 207 3471 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.87 0.60 0.89 0.50 0.34 0.87 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 329 HCM 6th Signalized Intersection Summary Existing Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 361 91 0 305 9 84 1633 91 69 2616 329 Future Volume (veh/h)0 361 91 0 305 9 84 1633 91 69 2616 329 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.87 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1856 1856 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 372 0 0 314 9 87 1684 94 71 2697 339 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %0 3 3 0 3 3 3 3 3 3 3 3 Cap, veh/h 0 502 0 496 14 120 3576 199 261 3332 400 Arrive On Green 0.00 0.14 0.00 0.00 0.14 0.14 0.03 0.97 0.97 0.03 0.97 0.97 Sat Flow, veh/h 0 3711 0 0 3576 99 1767 4903 273 1767 4570 548 Grp Volume(v), veh/h 0 372 0 0 158 165 87 1159 619 71 1959 1077 Grp Sat Flow(s),veh/h/ln 0 1763 0 0 1763 1820 1767 1689 1799 1767 1689 1742 Q Serve(g_s), s 0.0 22.3 0.0 0.0 18.6 18.8 2.9 4.2 4.2 2.3 16.9 23.1 Cycle Q Clear(g_c), s 0.0 22.3 0.0 0.0 18.6 18.8 2.9 4.2 4.2 2.3 16.9 23.1 Prop In Lane 0.00 0.00 0.00 0.05 1.00 0.15 1.00 0.31 Lane Grp Cap(c), veh/h 0 502 0 251 259 120 2463 1312 261 2462 1270 V/C Ratio(X)0.00 0.74 0.00 0.63 0.64 0.72 0.47 0.47 0.27 0.80 0.85 Avail Cap(c_a), veh/h 0 546 0 273 282 141 2463 1312 298 2462 1270 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)0.00 0.97 0.00 0.00 1.00 1.00 0.85 0.85 0.85 0.45 0.45 0.45 Uniform Delay (d), s/veh 0.0 90.5 0.0 0.0 88.9 89.0 27.8 1.0 1.0 7.1 1.2 1.3 Incr Delay (d2), s/veh 0.0 4.8 0.0 0.0 4.1 4.1 9.2 0.6 1.0 0.1 1.3 3.4 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(50%),veh/ln 0.0 10.6 0.0 0.0 8.9 9.3 3.9 1.1 1.4 0.9 2.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 95.2 0.0 0.0 93.0 93.1 37.0 1.5 2.0 7.2 2.4 4.6 LnGrp LOS A F A F F D A A A A A Approach Vol, veh/h 372 323 1865 3107 Approach Delay, s/veh 95.2 93.0 3.3 3.3 Approach LOS F F A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.4 168.4 40.2 11.3 168.5 40.2 Change Period (Y+Rc), s 6.4 8.0 * 8.9 6.4 8.0 * 8.9 Max Green Setting (Gmax), s 7.6 155.0 * 34 9.6 153.0 * 34 Max Q Clear Time (g_c+I1), s 4.9 25.1 20.8 4.3 6.2 24.3 Green Ext Time (p_c), s 0.0 20.7 1.5 0.0 6.1 1.7 Intersection Summary HCM 6th Ctrl Delay 14.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 330 Timings Existing Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)89 647 165 1513 114 206 78 33 255 Future Volume (vph)89 647 165 1513 114 206 78 33 255 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 Detector Phase 1 6 5 2 7 4 4 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)11.4 27.4 11.4 27.4 11.4 28.4 28.4 11.4 28.4 Total Split (s)15.0 90.0 15.0 90.0 15.0 40.0 40.0 15.0 40.0 Total Split (%)9.4% 56.3%9.4% 56.3%9.4% 25.0% 25.0%9.4% 25.0% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 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 0.0 Total Lost Time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 70 (44%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 3: SW 72nd Street/Sunset Drive & SW 67th Avenue 331 Queues Existing Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)96 819 177 1679 123 222 84 35 355 v/c Ratio 0.73 0.45 0.50 0.90 0.81 0.52 0.19 0.14 0.96 Control Delay 58.4 23.9 18.6 42.2 81.0 59.9 4.6 41.3 97.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.4 23.9 18.6 42.2 81.0 59.9 4.6 41.3 97.8 Queue Length 50th (ft)48 270 76 832 97 208 0 26 362 Queue Length 95th (ft)#132 326 114 954 #187 304 26 56 #564 Internal Link Dist (ft)432 2067 467 423 Turn Bay Length (ft)150 135 200 125 Base Capacity (vph)141 1810 357 1856 151 426 439 272 379 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.45 0.50 0.90 0.81 0.52 0.19 0.13 0.94 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 332 HCM 6th Signalized Intersection Summary Existing Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)89 647 114 165 1513 48 114 206 78 33 255 75 Future Volume (veh/h)89 647 114 165 1513 48 114 206 78 33 255 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 96 696 123 177 1627 52 123 222 84 35 274 81 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 166 1565 276 418 1880 60 153 443 373 244 288 85 Arrive On Green 0.05 0.70 0.70 0.07 0.72 0.72 0.05 0.24 0.24 0.02 0.21 0.21 Sat Flow, veh/h 1767 2993 529 1767 3487 111 1767 1856 1565 1767 1374 406 Grp Volume(v), veh/h 96 410 409 177 820 859 123 222 84 35 0 355 Grp Sat Flow(s),veh/h/ln 1767 1763 1759 1767 1763 1835 1767 1856 1565 1767 0 1780 Q Serve(g_s), s 4.1 16.4 16.4 7.7 55.3 56.1 8.6 16.6 6.9 2.5 0.0 31.5 Cycle Q Clear(g_c), s 4.1 16.4 16.4 7.7 55.3 56.1 8.6 16.6 6.9 2.5 0.0 31.5 Prop In Lane 1.00 0.30 1.00 0.06 1.00 1.00 1.00 0.23 Lane Grp Cap(c), veh/h 166 922 920 418 950 990 153 443 373 244 0 373 V/C Ratio(X)0.58 0.44 0.44 0.42 0.86 0.87 0.80 0.50 0.22 0.14 0.00 0.95 Avail Cap(c_a), veh/h 195 922 920 418 950 990 153 443 373 295 0 374 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.2 14.1 14.1 16.8 18.2 18.4 50.5 52.7 49.0 48.3 0.0 62.4 Incr Delay (d2), s/veh 1.2 1.6 1.6 0.3 10.2 10.2 24.4 0.7 0.2 0.1 0.0 34.0 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(50%),veh/ln 1.7 6.1 6.1 3.1 21.5 22.7 5.0 7.9 2.8 1.1 0.0 17.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.4 15.7 15.7 17.0 28.5 28.6 74.9 53.3 49.2 48.4 0.0 96.4 LnGrp LOS C B B B C C E D D D A F Approach Vol, veh/h 915 1856 429 390 Approach Delay, s/veh 17.2 27.4 58.7 92.1 Approach LOS B C E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.4 92.7 10.3 44.6 15.0 90.1 15.0 39.9 Change Period (Y+Rc), s 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Max Green Setting (Gmax), s 8.6 83.6 8.6 33.6 8.6 83.6 8.6 33.6 Max Q Clear Time (g_c+I1), s 6.1 58.1 4.5 18.6 9.7 18.4 10.6 33.5 Green Ext Time (p_c), s 0.0 5.1 0.0 1.1 0.0 1.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 35.6 HCM 6th LOS D 333 Timings Existing Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)102 1699 55 2778 65 145 82 112 292 Future Volume (vph)102 1699 55 2778 65 145 82 112 292 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 4 4 8 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 5.0 Minimum Split (s)13.0 40.1 12.6 40.1 38.3 38.3 26.3 26.3 13.0 Total Split (s)15.0 162.0 18.0 165.0 40.0 40.0 40.0 40.0 15.0 Total Split (%)6.8% 73.6%8.2% 75.0% 18.2% 18.2% 18.2% 18.2%6.8% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.4 All-Red Time (s)3.6 3.7 3.2 3.7 4.3 4.3 4.3 4.3 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.0 8.1 7.6 8.1 8.3 8.3 8.3 8.3 8.0 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 84 (38%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated Splits and Phases: 4: SW 62nd Avenue & US-1/South Dixie Highway 334 Queues Existing Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)105 1783 57 2925 67 190 85 217 199 v/c Ratio 1.19 0.49 0.32 0.82 1.03 0.73 0.90 0.87 0.59 Control Delay 201.2 14.0 5.5 6.6 204.2 104.9 163.2 122.5 83.9 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Total Delay 201.2 14.0 5.5 6.7 204.2 104.9 163.2 122.5 83.9 Queue Length 50th (ft)~132 391 8 181 ~103 262 126 314 251 Queue Length 95th (ft)#287 426 m9 186 #229 368 m#225 m#468 m349 Internal Link Dist (ft)913 1517 241 281 Turn Bay Length (ft)150 125 100 140 Base Capacity (vph)88 3610 214 3578 65 260 94 249 337 Starvation Cap Reductn 0 0 0 67 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.19 0.49 0.27 0.83 1.03 0.73 0.90 0.87 0.59 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 335 HCM 6th Signalized Intersection Summary Existing Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)102 1699 30 55 2778 59 65 145 40 82 112 292 Future Volume (veh/h)102 1699 30 55 2778 59 65 145 40 82 112 292 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 105 1752 0 57 2864 0 67 149 41 85 254 208 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 134 3672 263 3645 42 201 55 82 267 264 Arrive On Green 0.03 0.96 0.00 0.03 0.96 0.00 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1767 5233 0 1767 5233 0 1111 1396 384 1178 1856 1553 Grp Volume(v), veh/h 105 1752 0 57 2864 0 67 0 190 85 254 208 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 1111 0 1781 1178 1856 1553 Q Serve(g_s), s 3.6 5.1 0.0 1.9 21.5 0.0 1.8 0.0 22.5 9.2 29.9 28.3 Cycle Q Clear(g_c), s 3.6 5.1 0.0 1.9 21.5 0.0 31.7 0.0 22.5 31.7 29.9 28.3 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 134 3672 263 3645 42 0 257 82 267 264 V/C Ratio(X)0.78 0.48 0.22 0.79 1.60 0.00 0.74 1.04 0.95 0.79 Avail Cap(c_a), veh/h 145 3672 307 3645 42 0 257 82 267 264 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.36 0.36 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.4 1.2 0.0 7.6 1.8 0.0 109.8 0.0 90.2 107.2 93.4 87.6 Incr Delay (d2), s/veh 20.0 0.4 0.0 0.1 0.6 0.0 354.5 0.0 11.3 109.7 41.6 15.1 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(50%),veh/ln 5.0 1.3 0.0 0.8 2.5 0.0 6.6 0.0 11.3 7.3 17.6 12.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.4 1.6 0.0 7.6 2.4 0.0 464.3 0.0 101.5 216.9 135.0 102.7 LnGrp LOS D A A A F A F F F F Approach Vol, veh/h 1857 2921 257 547 Approach Delay, s/veh 4.2 2.5 196.1 135.4 Approach LOS A A F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.6 166.4 40.0 12.4 167.6 40.0 Change Period (Y+Rc), s 8.0 * 8.1 8.3 * 7.6 * 8.1 8.3 Max Green Setting (Gmax), s 7.0 * 1.6E2 31.7 * 10 * 1.5E2 31.7 Max Q Clear Time (g_c+I1), s 5.6 23.5 33.7 3.9 7.1 33.7 Green Ext Time (p_c), s 0.0 21.6 0.0 0.0 7.0 0.0 Intersection Summary HCM 6th Ctrl Delay 25.0 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 336 Timings Existing Conditions 5: SW 62nd Avenue & SW 70th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)40 24 112 4 13 258 95 51 249 Future Volume (vph)40 24 112 4 13 258 95 51 249 Turn Type Perm NA Perm NA Perm NA Perm pm+pt NA Protected Phases 8 4 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 8 8 4 4 6 6 6 5 2 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 16.0 16.0 16.0 5.0 16.0 Minimum Split (s)32.0 32.0 32.0 32.0 32.0 32.0 32.0 10.7 32.0 Total Split (s)29.0 29.0 29.0 29.0 41.0 41.0 41.0 14.0 55.0 Total Split (%)34.5% 34.5% 34.5% 34.5% 48.8% 48.8% 48.8% 16.7% 65.5% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.7 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.7 6.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max None C-Max Intersection Summary Cycle Length: 84 Actuated Cycle Length: 84 Offset: 16.5 (20%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 5: SW 62nd Avenue & SW 70th Street 337 Queues Existing Conditions 5: SW 62nd Avenue & SW 70th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)42 72 118 148 14 272 100 54 271 v/c Ratio 0.24 0.26 0.61 0.42 0.02 0.24 0.10 0.07 0.21 Control Delay 32.9 16.0 46.1 9.6 9.9 9.7 2.2 4.8 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.9 16.0 46.1 9.6 9.9 9.7 2.2 4.8 5.3 Queue Length 50th (ft)20 12 59 2 3 65 0 7 40 Queue Length 95th (ft)46 44 105 48 13 132 20 22 86 Internal Link Dist (ft)329 336 123 1869 Turn Bay Length (ft)80 145 75 110 Base Capacity (vph)323 479 353 526 682 1153 991 768 1298 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.15 0.33 0.28 0.02 0.24 0.10 0.07 0.21 Intersection Summary 338 HCM 6th Signalized Intersection Summary Existing Conditions 5: SW 62nd Avenue & SW 70th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)40 24 45 112 4 137 13 258 95 51 249 9 Future Volume (veh/h)40 24 45 112 4 137 13 258 95 51 249 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.98 0.95 0.98 0.97 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 42 25 47 118 4 144 14 272 100 54 262 9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 198 100 189 268 7 270 706 1052 867 700 1207 41 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.57 0.57 0.57 0.04 0.68 0.68 Sat Flow, veh/h 1211 558 1049 1291 42 1499 1095 1856 1531 1767 1783 61 Grp Volume(v), veh/h 42 0 72 118 0 148 14 272 100 54 0 271 Grp Sat Flow(s),veh/h/ln 1211 0 1606 1291 0 1540 1095 1856 1531 1767 0 1844 Q Serve(g_s), s 2.7 0.0 3.2 7.3 0.0 7.3 0.5 6.3 2.5 1.0 0.0 4.7 Cycle Q Clear(g_c), s 10.1 0.0 3.2 10.5 0.0 7.3 0.5 6.3 2.5 1.0 0.0 4.7 Prop In Lane 1.00 0.65 1.00 0.97 1.00 1.00 1.00 0.03 Lane Grp Cap(c), veh/h 198 0 289 268 0 277 706 1052 867 700 0 1249 V/C Ratio(X)0.21 0.00 0.25 0.44 0.00 0.53 0.02 0.26 0.12 0.08 0.00 0.22 Avail Cap(c_a), veh/h 312 0 440 390 0 422 706 1052 867 800 0 1249 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.96 0.00 0.96 Uniform Delay (d), s/veh 35.8 0.0 29.6 34.1 0.0 31.3 8.0 9.2 8.4 6.3 0.0 5.1 Incr Delay (d2), s/veh 0.4 0.0 0.3 0.8 0.0 1.2 0.1 0.6 0.3 0.0 0.0 0.4 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(50%),veh/ln 0.8 0.0 1.3 2.3 0.0 2.8 0.1 2.5 0.8 0.3 0.0 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.2 0.0 29.9 34.9 0.0 32.4 8.0 9.8 8.7 6.3 0.0 5.5 LnGrp LOS D A C C A C A A A A A A Approach Vol, veh/h 114 266 386 325 Approach Delay, s/veh 32.2 33.5 9.5 5.6 Approach LOS C C A A Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 62.9 21.1 9.3 53.6 21.1 Change Period (Y+Rc), s 6.0 6.0 * 5.7 6.0 6.0 Max Green Setting (Gmax), s 49.0 23.0 * 8.3 35.0 23.0 Max Q Clear Time (g_c+I1), s 6.7 12.5 3.0 8.3 12.1 Green Ext Time (p_c), s 0.6 0.7 0.0 0.6 0.3 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 339 Timings Existing Conditions 6: SW 62nd Avenue & SW 64th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)15 132 50 82 516 138 294 23 206 72 Future Volume (vph)15 132 50 82 516 138 294 23 206 72 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 Permitted Phases 8 8 4 6 2 2 Detector Phase 8 8 1 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s)7.0 7.0 4.0 7.0 7.0 4.0 7.0 7.0 7.0 7.0 Minimum Split (s)28.2 28.2 10.0 28.2 28.2 10.0 28.3 28.3 28.3 28.3 Total Split (s)40.0 40.0 10.0 40.0 40.0 10.0 35.0 25.0 25.0 25.0 Total Split (%)53.3% 53.3% 13.3% 53.3% 53.3% 13.3% 46.7% 33.3% 33.3% 33.3% Yellow Time (s)4.0 4.0 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 All-Red Time (s)2.2 2.2 2.3 2.2 2.2 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 60 (80%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 6: SW 62nd Avenue & SW 64th Street 340 Queues Existing Conditions 6: SW 62nd Avenue & SW 64th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)16 140 53 87 587 147 350 24 219 77 v/c Ratio 0.11 0.19 0.07 0.18 0.82 0.33 0.44 0.08 0.41 0.14 Control Delay 14.5 14.4 2.5 14.3 29.8 16.8 17.6 22.7 25.8 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.5 14.4 2.5 14.3 29.8 16.8 17.6 22.7 25.8 1.7 Queue Length 50th (ft)4 40 0 25 226 42 110 9 87 0 Queue Length 95th (ft)16 70 13 50 328 84 193 27 150 9 Internal Link Dist (ft)502 696 1869 415 Turn Bay Length (ft)120 190 150 190 115 160 Base Capacity (vph)169 831 741 551 825 443 804 293 534 537 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.17 0.07 0.16 0.71 0.33 0.44 0.08 0.41 0.14 Intersection Summary 341 HCM 6th Signalized Intersection Summary Existing Conditions 6: SW 62nd Avenue & SW 64th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)15 132 50 82 516 36 138 294 35 23 206 72 Future Volume (veh/h)15 132 50 82 516 36 138 294 35 23 206 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 16 140 53 87 549 38 147 313 37 24 219 77 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 155 686 649 470 633 44 460 755 89 433 613 505 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.07 0.62 0.62 0.44 0.44 0.44 Sat Flow, veh/h 822 1856 1529 1175 1712 118 1767 1628 192 1021 1856 1531 Grp Volume(v), veh/h 16 140 53 87 0 587 147 0 350 24 219 77 Grp Sat Flow(s),veh/h/ln 822 1856 1529 1175 0 1830 1767 0 1820 1021 1856 1531 Q Serve(g_s), s 1.4 3.9 1.6 4.1 0.0 22.3 4.0 0.0 7.4 1.0 5.9 2.3 Cycle Q Clear(g_c), s 23.7 3.9 1.6 7.9 0.0 22.3 4.0 0.0 7.4 1.0 5.9 2.3 Prop In Lane 1.00 1.00 1.00 0.06 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 155 686 649 470 0 677 460 0 844 433 613 505 V/C Ratio(X)0.10 0.20 0.08 0.19 0.00 0.87 0.32 0.00 0.41 0.06 0.36 0.15 Avail Cap(c_a), veh/h 222 836 773 565 0 825 460 0 844 433 613 505 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 0.98 0.00 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.9 16.1 12.9 18.8 0.0 21.9 14.5 0.0 9.1 14.4 15.7 14.7 Incr Delay (d2), s/veh 0.3 0.2 0.1 0.2 0.0 8.7 0.1 0.0 1.5 0.2 1.6 0.6 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(50%),veh/ln 0.3 1.6 0.5 1.1 0.0 10.5 1.5 0.0 2.8 0.3 2.5 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.3 16.3 13.0 19.0 0.0 30.6 14.7 0.0 10.6 14.6 17.4 15.4 LnGrp LOS C B B B A C B A B B B B Approach Vol, veh/h 209 674 497 320 Approach Delay, s/veh 16.7 29.1 11.8 16.7 Approach LOS B C B B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 10.0 31.1 33.9 41.1 33.9 Change Period (Y+Rc), s 6.0 * 6.3 * 6.2 * 6.3 * 6.2 Max Green Setting (Gmax), s 4.0 * 19 * 34 * 29 * 34 Max Q Clear Time (g_c+I1), s 6.0 7.9 24.3 9.4 25.7 Green Ext Time (p_c), s 0.0 0.4 3.4 0.7 0.7 Intersection Summary HCM 6th Ctrl Delay 20.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 342 Timings Existing Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Configurations Traffic Volume (vph)160 1691 131 2503 525 426 414 Future Volume (vph)160 1691 131 2503 525 426 414 Turn Type pm+pt NA pm+pt NA NA NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 8 Detector Phase 1 6 5 2 4 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 5.0 Minimum Split (s)11.8 43.8 11.8 43.8 44.0 44.0 11.8 Total Split (s)15.0 140.0 29.0 154.0 51.0 51.0 15.0 Total Split (%)6.8% 63.6% 13.2% 70.0% 23.2% 23.2%6.8% Yellow Time (s)4.8 4.8 4.8 4.8 4.0 4.0 4.8 All-Red Time (s)2.0 2.0 2.0 2.0 3.0 3.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.8 6.8 6.8 6.8 7.0 7.0 6.8 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 47 (21%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 7: US-1/South Dixie Highway & SR 959/Red Road 343 Queues Existing Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph)165 1845 135 2648 671 439 427 v/c Ratio 1.67 0.57 0.69 0.79 0.98 0.63 1.06 Control Delay 373.7 25.7 35.2 27.7 113.6 85.0 122.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 373.7 25.7 35.2 27.7 113.6 85.0 122.6 Queue Length 50th (ft)~297 438 53 952 510 312 ~597 Queue Length 95th (ft)#481 504 127 986 #650 379 #772 Internal Link Dist (ft)1718 574 857 357 Turn Bay Length (ft)200 300 80 Base Capacity (vph)99 3245 269 3355 685 701 404 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.67 0.57 0.50 0.79 0.98 0.63 1.06 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 344 HCM 6th Signalized Intersection Summary Existing Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Existing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)160 1691 99 131 2503 66 0 525 126 0 426 414 Future Volume (veh/h)160 1691 99 131 2503 66 0 525 126 0 426 414 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 165 1743 0 135 2580 0 0 541 130 0 439 427 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %3 3 3 3 3 3 0 3 3 0 3 3 Cap, veh/h 158 3400 260 3389 0 560 134 0 705 368 Arrive On Green 0.05 0.89 0.00 0.05 0.89 0.00 0.00 0.20 0.20 0.00 0.20 0.20 Sat Flow, veh/h 1767 5233 0 1767 5233 0 0 2894 670 0 3618 1549 Grp Volume(v), veh/h 165 1743 0 135 2580 0 0 339 332 0 439 427 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 0 1763 1709 0 1763 1549 Q Serve(g_s), s 8.2 15.0 0.0 5.5 38.2 0.0 0.0 42.0 42.4 0.0 25.0 44.0 Cycle Q Clear(g_c), s 8.2 15.0 0.0 5.5 38.2 0.0 0.0 42.0 42.4 0.0 25.0 44.0 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.39 0.00 1.00 Lane Grp Cap(c), veh/h 158 3400 260 3389 0 353 342 0 705 368 V/C Ratio(X)1.04 0.51 0.52 0.76 0.00 0.96 0.97 0.00 0.62 1.16 Avail Cap(c_a), veh/h 158 3400 377 3389 0 353 342 0 705 368 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.86 0.86 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 44.0 4.7 0.0 11.2 6.1 0.0 0.0 87.2 87.3 0.0 80.4 84.0 Incr Delay (d2), s/veh 78.3 0.5 0.0 1.6 1.7 0.0 0.0 38.1 40.7 0.0 1.8 97.7 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(50%),veh/ln 12.5 3.8 0.0 2.3 8.2 0.0 0.0 23.1 22.8 0.0 11.7 49.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 122.2 5.2 0.0 12.8 7.8 0.0 0.0 125.3 128.0 0.0 82.3 181.6 LnGrp LOS F A B A A F F A F F Approach Vol, veh/h 1908 2715 671 866 Approach Delay, s/veh 15.3 8.0 126.6 131.3 Approach LOS B A F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 154.0 51.0 14.5 154.5 51.0 Change Period (Y+Rc), s 6.8 6.8 7.0 6.8 6.8 7.0 Max Green Setting (Gmax), s 8.2 147.2 44.0 22.2 133.2 44.0 Max Q Clear Time (g_c+I1), s 10.2 40.2 44.4 7.5 17.0 46.0 Green Ext Time (p_c), s 0.0 50.6 0.0 0.3 19.3 0.0 Intersection Summary HCM 6th Ctrl Delay 40.5 HCM 6th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 345 Future Background Conditions 346 Timings Future Background Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBU WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)144 585 11 71 1126 27 199 191 59 183 Future Volume (vph)144 585 11 71 1126 27 199 191 59 183 Turn Type Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 5 2 7 4 3 8 Permitted Phases 2 2 2 4 8 Detector Phase 1 6 5 5 2 2 7 4 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 5.0 7.0 7.0 5.0 7.0 5.0 15.0 Minimum Split (s)11.9 33.0 11.1 11.1 33.0 33.0 11.4 30.9 11.4 30.9 Total Split (s)23.0 133.0 22.0 22.0 132.0 132.0 22.0 43.0 22.0 43.0 Total Split (%)10.5% 60.5% 10.0% 10.0% 60.0% 60.0% 10.0% 19.5% 10.0% 19.5% Yellow Time (s)3.4 4.0 3.4 3.4 4.0 4.0 3.7 4.0 3.7 4.0 All-Red Time (s)3.5 3.0 2.7 2.7 3.0 3.0 2.7 2.9 2.7 2.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 6.9 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None None C-Max C-Max None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 64 (29%), Referenced to phase 2:WBTL and 6:EBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive 347 Queues Future Background Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)241 706 85 1173 28 207 229 61 514 v/c Ratio 0.93 0.33 0.19 0.58 0.03 1.30 0.36 0.24 1.05dr Control Delay 137.8 20.8 11.7 25.8 0.1 207.7 57.6 64.6 99.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 137.8 20.8 11.7 25.8 0.1 207.7 57.6 64.6 99.5 Queue Length 50th (ft)183 254 35 464 0 ~333 156 68 338 Queue Length 95th (ft)#285 304 m48 m473 m1 m#455 m196 117 #437 Internal Link Dist (ft)414 1153 582 380 Turn Bay Length (ft)250 75 100 220 150 Base Capacity (vph)259 2127 518 2026 914 159 632 302 580 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.93 0.33 0.16 0.58 0.03 1.30 0.36 0.20 0.89 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane. 348 HCM Signalized Intersection Capacity Analysis Future Background Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph)87 144 585 93 11 71 1126 27 199 191 29 59 Future Volume (vph)87 144 585 93 11 71 1126 27 199 191 29 59 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 0.98 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot)3433 3450 1765 3539 1537 1770 3462 1768 Flt Permitted 0.95 1.00 0.37 1.00 1.00 0.10 1.00 0.60 Satd. Flow (perm)3433 3450 680 3539 1537 188 3462 1109 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)91 150 609 97 11 74 1173 28 207 199 30 61 RTOR Reduction (vph)0 0 5 0 0 0 0 12 0 5 0 0 Lane Group Flow (vph)0 241 701 0 0 85 1173 16 207 224 0 61 Confl. Peds. (#/hr)7 9 9 7 4 1 1 Confl. Bikes (#/hr)2 1 Turn Type Prot Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt Protected Phases 1 1 6 5 5 2 7 4 3 Permitted Phases 2 2 2 4 8 Actuated Green, G (s)16.6 135.4 134.0 126.0 126.0 55.5 39.9 44.9 Effective Green, g (s)16.6 135.4 134.0 126.0 126.0 55.5 39.9 44.9 Actuated g/C Ratio 0.08 0.62 0.61 0.57 0.57 0.25 0.18 0.20 Clearance Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 Vehicle Extension (s)2.6 1.0 2.0 1.0 1.0 2.0 3.5 2.0 Lane Grp Cap (vph)259 2123 453 2026 880 159 627 257 v/s Ratio Prot c0.07 0.20 0.01 c0.33 c0.09 0.06 0.01 v/s Ratio Perm 0.11 0.01 c0.24 0.04 v/c Ratio 0.93 0.33 0.19 0.58 0.02 1.30 0.36 0.24 Uniform Delay, d1 101.1 20.4 17.7 30.0 20.3 71.4 78.8 72.2 Progression Factor 1.00 1.00 0.87 0.81 1.00 0.80 0.73 1.00 Incremental Delay, d2 37.5 0.4 0.1 1.0 0.0 165.0 0.3 0.2 Delay (s)138.7 20.8 15.6 25.5 20.3 221.9 57.9 72.3 Level of Service F C B C C F E E Approach Delay (s)50.8 24.7 135.8 Approach LOS D C F Intersection Summary HCM 2000 Control Delay 62.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s)220.0 Sum of lost time (s)27.2 Intersection Capacity Utilization 87.3%ICU Level of Service E Analysis Period (min)15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group 349 HCM Signalized Intersection Capacity Analysis Future Background Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement SBT SBR Lane Configurations Traffic Volume (vph)183 310 Future Volume (vph)183 310 Ideal Flow (vphpl)1900 1900 Total Lost time (s)6.9 Lane Util. Factor 0.95 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot)3154 Flt Permitted 1.00 Satd. Flow (perm)3154 Peak-hour factor, PHF 0.96 0.96 Adj. Flow (vph)191 323 RTOR Reduction (vph)63 0 Lane Group Flow (vph)451 0 Confl. Peds. (#/hr)4 Confl. Bikes (#/hr)2 Turn Type NA Protected Phases 8 Permitted Phases Actuated Green, G (s)34.6 Effective Green, g (s)34.6 Actuated g/C Ratio 0.16 Clearance Time (s)6.9 Vehicle Extension (s)3.5 Lane Grp Cap (vph)496 v/s Ratio Prot 0.14 v/s Ratio Perm v/c Ratio 1.05dr Uniform Delay, d1 91.1 Progression Factor 1.00 Incremental Delay, d2 20.7 Delay (s)111.8 Level of Service F Approach Delay (s)107.6 Approach LOS F Intersection Summary 350 Timings Future Background Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)397 320 118 1695 98 2692 Future Volume (vph)397 320 118 1695 98 2692 Turn Type NA NA pm+pt NA pm+pt NA Protected Phases 8 4 1 6 5 2 Permitted Phases 6 2 Detector Phase 8 4 1 6 5 2 Switch Phase Minimum Initial (s)12.0 12.0 5.0 7.0 5.0 7.0 Minimum Split (s)40.9 40.9 11.4 45.0 11.4 45.0 Total Split (s)43.0 43.0 14.0 161.0 16.0 163.0 Total Split (%)19.5% 19.5%6.4% 73.2%7.3% 74.1% Yellow Time (s)4.0 4.0 4.4 4.4 4.4 4.4 All-Red Time (s)4.9 4.9 2.0 3.6 2.0 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.9 8.9 6.4 8.0 6.4 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 65 (30%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive 351 Queues Future Background Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph)510 339 122 1843 101 3122 v/c Ratio 0.96 0.63 1.27 0.52 0.57 0.90 Control Delay 106.1 92.8 225.4 12.2 17.1 14.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 106.1 92.8 225.4 12.2 17.1 14.7 Queue Length 50th (ft)388 246 ~175 261 15 1408 Queue Length 95th (ft)#510 310 m#334 271 m18 m651 Internal Link Dist (ft)1153 161 1517 1718 Turn Bay Length (ft)140 160 Base Capacity (vph)533 540 96 3520 194 3466 Starvation Cap Reductn 0 0 0 0 0 2 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.96 0.63 1.27 0.52 0.52 0.90 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 352 HCM 6th Signalized Intersection Summary Future Background Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 397 98 0 320 9 118 1695 93 98 2692 337 Future Volume (veh/h)0 397 98 0 320 9 118 1695 93 98 2692 337 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.87 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1856 1856 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 409 0 0 330 9 122 1747 96 101 2775 347 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %0 3 3 0 3 3 3 3 3 3 3 3 Cap, veh/h 0 506 0 501 14 130 3560 195 252 3274 391 Arrive On Green 0.00 0.14 0.00 0.00 0.14 0.14 0.05 0.96 0.96 0.03 0.95 0.95 Sat Flow, veh/h 0 3711 0 0 3582 95 1767 4908 269 1767 4573 546 Grp Volume(v), veh/h 0 409 0 0 166 173 122 1201 642 101 2015 1107 Grp Sat Flow(s),veh/h/ln 0 1763 0 0 1763 1821 1767 1689 1800 1767 1689 1742 Q Serve(g_s), s 0.0 24.7 0.0 0.0 19.6 19.8 6.5 5.2 5.2 3.5 30.3 43.1 Cycle Q Clear(g_c), s 0.0 24.7 0.0 0.0 19.6 19.8 6.5 5.2 5.2 3.5 30.3 43.1 Prop In Lane 0.00 0.00 0.00 0.05 1.00 0.15 1.00 0.31 Lane Grp Cap(c), veh/h 0 506 0 253 261 130 2450 1306 252 2418 1247 V/C Ratio(X)0.00 0.81 0.00 0.66 0.66 0.94 0.49 0.49 0.40 0.83 0.89 Avail Cap(c_a), veh/h 0 546 0 273 282 130 2450 1306 284 2418 1247 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)0.00 0.96 0.00 0.00 1.00 1.00 0.82 0.82 0.82 0.39 0.39 0.39 Uniform Delay (d), s/veh 0.0 91.3 0.0 0.0 89.1 89.2 54.6 1.2 1.2 7.8 2.2 2.5 Incr Delay (d2), s/veh 0.0 8.0 0.0 0.0 5.1 5.1 53.0 0.6 1.1 0.1 1.4 4.1 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(50%),veh/ln 0.0 12.0 0.0 0.0 9.4 9.8 8.9 1.3 1.6 1.4 3.2 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 99.3 0.0 0.0 94.1 94.3 107.6 1.7 2.2 7.9 3.6 6.6 LnGrp LOS A F A F F F A A A A A Approach Vol, veh/h 409 339 1965 3223 Approach Delay, s/veh 99.3 94.2 8.5 4.8 Approach LOS F F A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.0 165.5 40.5 11.9 167.6 40.5 Change Period (Y+Rc), s 6.4 8.0 * 8.9 6.4 8.0 * 8.9 Max Green Setting (Gmax), s 7.6 155.0 * 34 9.6 153.0 * 34 Max Q Clear Time (g_c+I1), s 8.5 45.1 21.8 5.5 7.2 26.7 Green Ext Time (p_c), s 0.0 22.6 1.5 0.0 6.4 1.5 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 353 Timings Future Background Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)91 727 169 1614 117 211 80 34 261 Future Volume (vph)91 727 169 1614 117 211 80 34 261 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 Detector Phase 1 6 5 2 7 4 4 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)11.4 27.4 11.4 27.4 11.4 28.4 28.4 11.4 28.4 Total Split (s)15.0 90.0 15.0 90.0 15.0 40.0 40.0 15.0 40.0 Total Split (%)9.4% 56.3%9.4% 56.3%9.4% 25.0% 25.0%9.4% 25.0% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 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 0.0 Total Lost Time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 70 (44%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: SW 72nd Street/Sunset Drive & SW 67th Avenue 354 Queues Future Background Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)98 908 182 1788 126 227 86 37 364 v/c Ratio 0.74 0.50 0.57 0.97 0.85 0.53 0.19 0.15 0.97 Control Delay 60.4 25.3 21.4 50.8 86.6 60.1 4.8 41.4 100.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.4 25.3 21.4 50.8 86.6 60.1 4.8 41.4 100.1 Queue Length 50th (ft)50 312 78 942 99 213 0 28 374 Queue Length 95th (ft)#139 372 117 #1133 #202 313 27 58 #586 Internal Link Dist (ft)432 2067 467 423 Turn Bay Length (ft)150 135 200 125 Base Capacity (vph)140 1804 319 1848 149 429 442 270 379 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.50 0.57 0.97 0.85 0.53 0.19 0.14 0.96 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 355 HCM 6th Signalized Intersection Summary Future Background Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)91 727 117 169 1614 49 117 211 80 34 261 77 Future Volume (veh/h)91 727 117 169 1614 49 117 211 80 34 261 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 98 782 126 182 1735 53 126 227 86 37 281 83 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 143 1588 256 386 1880 57 147 443 373 241 289 85 Arrive On Green 0.05 0.69 0.69 0.07 0.72 0.72 0.05 0.24 0.24 0.03 0.21 0.21 Sat Flow, veh/h 1767 3039 490 1767 3493 106 1767 1856 1565 1767 1374 406 Grp Volume(v), veh/h 98 453 455 182 872 916 126 227 86 37 0 364 Grp Sat Flow(s),veh/h/ln 1767 1763 1766 1767 1763 1836 1767 1856 1565 1767 0 1780 Q Serve(g_s), s 4.2 19.1 19.1 7.9 65.9 67.3 8.6 17.0 7.1 2.6 0.0 32.5 Cycle Q Clear(g_c), s 4.2 19.1 19.1 7.9 65.9 67.3 8.6 17.0 7.1 2.6 0.0 32.5 Prop In Lane 1.00 0.28 1.00 0.06 1.00 1.00 1.00 0.23 Lane Grp Cap(c), veh/h 143 921 923 386 949 988 147 443 373 241 0 374 V/C Ratio(X)0.68 0.49 0.49 0.47 0.92 0.93 0.86 0.51 0.23 0.15 0.00 0.97 Avail Cap(c_a), veh/h 171 921 923 386 949 988 147 443 373 291 0 374 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.7 14.6 14.6 17.3 19.9 20.1 51.3 52.9 49.1 48.3 0.0 62.8 Incr Delay (d2), s/veh 5.7 1.9 1.9 0.3 15.3 15.6 35.1 0.8 0.2 0.1 0.0 39.4 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(50%),veh/ln 2.2 7.2 7.2 3.2 26.5 28.2 5.5 8.1 2.8 1.2 0.0 18.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.4 16.4 16.4 17.7 35.1 35.7 86.4 53.6 49.3 48.4 0.0 102.2 LnGrp LOS D B B B D D F D D D A F Approach Vol, veh/h 1006 1970 439 401 Approach Delay, s/veh 18.8 33.8 62.2 97.2 Approach LOS B C E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.5 92.5 10.4 44.6 15.0 90.0 15.0 40.0 Change Period (Y+Rc), s 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Max Green Setting (Gmax), s 8.6 83.6 8.6 33.6 8.6 83.6 8.6 33.6 Max Q Clear Time (g_c+I1), s 6.2 69.3 4.6 19.0 9.9 21.1 10.6 34.5 Green Ext Time (p_c), s 0.0 4.8 0.0 1.1 0.0 2.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 39.8 HCM 6th LOS D 356 Timings Future Background Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)104 1794 56 2863 67 148 84 123 299 Future Volume (vph)104 1794 56 2863 67 148 84 123 299 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 4 4 8 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 5.0 Minimum Split (s)13.0 40.1 12.6 40.1 38.3 38.3 26.3 26.3 13.0 Total Split (s)15.0 162.0 18.0 165.0 40.0 40.0 40.0 40.0 15.0 Total Split (%)6.8% 73.6%8.2% 75.0% 18.2% 18.2% 18.2% 18.2%6.8% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.4 All-Red Time (s)3.6 3.7 3.2 3.7 4.3 4.3 4.3 4.3 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.0 8.1 7.6 8.1 8.3 8.3 8.3 8.3 8.0 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 84 (38%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated Splits and Phases: 4: SW 62nd Avenue & US-1/South Dixie Highway 357 Queues Future Background Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)107 1881 58 3014 69 195 87 226 209 v/c Ratio 1.22 0.52 0.35 0.84 1.21 0.75 0.97 0.91 0.62 Control Delay 208.7 14.5 6.3 7.2 255.8 106.3 178.5 129.2 86.6 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Total Delay 208.7 14.5 6.3 7.3 255.8 106.3 178.5 129.2 86.6 Queue Length 50th (ft)~138 426 8 189 ~120 270 131 332 269 Queue Length 95th (ft)#293 462 m11 232 #249 376 m#230 m#472 m354 Internal Link Dist (ft)913 1517 241 281 Turn Bay Length (ft)150 125 100 140 Base Capacity (vph)88 3610 198 3579 57 260 90 248 337 Starvation Cap Reductn 0 0 0 66 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.22 0.52 0.29 0.86 1.21 0.75 0.97 0.91 0.62 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 358 HCM 6th Signalized Intersection Summary Future Background Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)104 1794 31 56 2863 60 67 148 41 84 123 299 Future Volume (veh/h)104 1794 31 56 2863 60 67 148 41 84 123 299 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 107 1849 0 58 2952 0 69 153 42 87 263 218 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 128 3671 245 3643 36 201 55 78 267 264 Arrive On Green 0.03 0.96 0.00 0.03 0.96 0.00 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1767 5233 0 1767 5233 0 1103 1397 384 1173 1856 1553 Grp Volume(v), veh/h 107 1849 0 58 2952 0 69 0 195 87 263 218 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 1103 0 1781 1173 1856 1553 Q Serve(g_s), s 3.7 5.6 0.0 1.9 24.7 0.0 0.6 0.0 23.2 8.5 31.1 29.8 Cycle Q Clear(g_c), s 3.7 5.6 0.0 1.9 24.7 0.0 31.7 0.0 23.2 31.7 31.1 29.8 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 128 3671 245 3643 36 0 257 78 267 264 V/C Ratio(X)0.83 0.50 0.24 0.81 1.93 0.00 0.76 1.11 0.98 0.82 Avail Cap(c_a), veh/h 139 3671 289 3643 36 0 257 78 267 264 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.31 0.31 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.7 1.2 0.0 7.6 1.9 0.0 110.0 0.0 90.5 107.5 93.9 88.2 Incr Delay (d2), s/veh 29.1 0.5 0.0 0.1 0.6 0.0 505.1 0.0 12.8 135.2 50.4 19.1 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(50%),veh/ln 5.4 1.4 0.0 0.8 2.6 0.0 7.1 0.0 11.7 7.5 18.9 13.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.8 1.7 0.0 7.7 2.5 0.0 615.1 0.0 103.3 242.8 144.3 107.3 LnGrp LOS E A A A F A F F F F Approach Vol, veh/h 1956 3010 264 568 Approach Delay, s/veh 5.0 2.6 237.1 145.2 Approach LOS A A F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.7 166.3 40.0 12.5 167.5 40.0 Change Period (Y+Rc), s 8.0 * 8.1 8.3 * 7.6 * 8.1 8.3 Max Green Setting (Gmax), s 7.0 * 1.6E2 31.7 * 10 * 1.5E2 31.7 Max Q Clear Time (g_c+I1), s 5.7 26.7 33.7 3.9 7.6 33.7 Green Ext Time (p_c), s 0.0 23.9 0.0 0.0 7.6 0.0 Intersection Summary HCM 6th Ctrl Delay 28.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 359 Timings Future Background Conditions 5: SW 62nd Avenue & SW 70th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)41 25 115 4 13 264 97 52 263 Future Volume (vph)41 25 115 4 13 264 97 52 263 Turn Type Perm NA Perm NA Perm NA Perm pm+pt NA Protected Phases 8 4 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 8 8 4 4 6 6 6 5 2 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 16.0 16.0 16.0 5.0 16.0 Minimum Split (s)32.0 32.0 32.0 32.0 32.0 32.0 32.0 10.7 32.0 Total Split (s)29.0 29.0 29.0 29.0 41.0 41.0 41.0 14.0 55.0 Total Split (%)34.5% 34.5% 34.5% 34.5% 48.8% 48.8% 48.8% 16.7% 65.5% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.7 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.7 6.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max None C-Max Intersection Summary Cycle Length: 84 Actuated Cycle Length: 84 Offset: 16.5 (20%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 5: SW 62nd Avenue & SW 70th Street 360 Queues Future Background Conditions 5: SW 62nd Avenue & SW 70th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)43 74 121 151 14 278 102 55 286 v/c Ratio 0.24 0.26 0.62 0.42 0.02 0.24 0.10 0.07 0.22 Control Delay 32.8 15.9 46.2 9.5 10.0 9.9 2.3 4.9 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.8 15.9 46.2 9.5 10.0 9.9 2.3 4.9 5.4 Queue Length 50th (ft)20 12 61 2 3 67 0 7 44 Queue Length 95th (ft)47 45 106 48 13 136 21 22 92 Internal Link Dist (ft)329 336 123 1869 Turn Bay Length (ft)80 145 75 110 Base Capacity (vph)318 480 353 528 669 1149 988 762 1294 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.15 0.34 0.29 0.02 0.24 0.10 0.07 0.22 Intersection Summary 361 HCM 6th Signalized Intersection Summary Future Background Conditions 5: SW 62nd Avenue & SW 70th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)41 25 46 115 4 140 13 264 97 52 263 9 Future Volume (veh/h)41 25 46 115 4 140 13 264 97 52 263 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.98 0.95 0.98 0.98 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 43 26 48 121 4 147 14 278 102 55 277 9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 199 103 191 270 7 274 694 1046 863 692 1205 39 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.56 0.56 0.56 0.04 0.67 0.67 Sat Flow, veh/h 1208 565 1043 1289 41 1500 1080 1856 1530 1767 1787 58 Grp Volume(v), veh/h 43 0 74 121 0 151 14 278 102 55 0 286 Grp Sat Flow(s),veh/h/ln 1208 0 1608 1289 0 1541 1080 1856 1530 1767 0 1845 Q Serve(g_s), s 2.8 0.0 3.3 7.5 0.0 7.5 0.5 6.5 2.6 1.0 0.0 5.0 Cycle Q Clear(g_c), s 10.3 0.0 3.3 10.8 0.0 7.5 0.5 6.5 2.6 1.0 0.0 5.0 Prop In Lane 1.00 0.65 1.00 0.97 1.00 1.00 1.00 0.03 Lane Grp Cap(c), veh/h 199 0 294 270 0 281 694 1046 863 692 0 1244 V/C Ratio(X)0.22 0.00 0.25 0.45 0.00 0.54 0.02 0.27 0.12 0.08 0.00 0.23 Avail Cap(c_a), veh/h 309 0 440 388 0 422 694 1046 863 791 0 1244 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.96 0.00 0.96 Uniform Delay (d), s/veh 35.8 0.0 29.4 34.0 0.0 31.1 8.1 9.4 8.6 6.4 0.0 5.3 Incr Delay (d2), s/veh 0.4 0.0 0.3 0.9 0.0 1.2 0.1 0.6 0.3 0.0 0.0 0.4 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(50%),veh/ln 0.8 0.0 1.3 2.3 0.0 2.8 0.1 2.6 0.9 0.3 0.0 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.2 0.0 29.7 34.9 0.0 32.3 8.2 10.0 8.8 6.4 0.0 5.7 LnGrp LOS D A C C A C A B A A A A Approach Vol, veh/h 117 272 394 341 Approach Delay, s/veh 32.1 33.4 9.7 5.8 Approach LOS C C A A Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 62.7 21.3 9.3 53.3 21.3 Change Period (Y+Rc), s 6.0 6.0 * 5.7 6.0 6.0 Max Green Setting (Gmax), s 49.0 23.0 * 8.3 35.0 23.0 Max Q Clear Time (g_c+I1), s 7.0 12.8 3.0 8.5 12.3 Green Ext Time (p_c), s 0.6 0.8 0.0 0.6 0.3 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 362 Timings Future Background Conditions 6: SW 62nd Avenue & SW 64th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)15 137 51 92 529 141 301 38 211 74 Future Volume (vph)15 137 51 92 529 141 301 38 211 74 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 Permitted Phases 8 8 4 6 2 2 Detector Phase 8 8 1 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s)7.0 7.0 4.0 7.0 7.0 4.0 7.0 7.0 7.0 7.0 Minimum Split (s)28.2 28.2 10.0 28.2 28.2 10.0 28.3 28.3 28.3 28.3 Total Split (s)40.0 40.0 10.0 40.0 40.0 10.0 35.0 25.0 25.0 25.0 Total Split (%)53.3% 53.3% 13.3% 53.3% 53.3% 13.3% 46.7% 33.3% 33.3% 33.3% Yellow Time (s)4.0 4.0 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 All-Red Time (s)2.2 2.2 2.3 2.2 2.2 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 60 (80%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 6: SW 62nd Avenue & SW 64th Street 363 Queues Future Background Conditions 6: SW 62nd Avenue & SW 64th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)16 146 54 98 622 150 358 40 224 79 v/c Ratio 0.12 0.20 0.07 0.20 0.84 0.36 0.46 0.14 0.43 0.15 Control Delay 14.7 14.0 2.4 14.3 30.8 17.7 18.4 23.7 26.5 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.7 14.0 2.4 14.3 30.8 17.7 18.4 23.7 26.5 1.9 Queue Length 50th (ft)4 40 0 27 234 44 118 15 89 0 Queue Length 95th (ft)16 73 13 55 358 85 198 39 154 10 Internal Link Dist (ft)502 696 1869 415 Turn Bay Length (ft)120 190 150 190 115 160 Base Capacity (vph)152 831 756 548 822 420 779 282 516 523 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.18 0.07 0.18 0.76 0.36 0.46 0.14 0.43 0.15 Intersection Summary 364 HCM 6th Signalized Intersection Summary Future Background Conditions 6: SW 62nd Avenue & SW 64th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)15 137 51 92 529 55 141 301 36 38 211 74 Future Volume (veh/h)15 137 51 92 529 55 141 301 36 38 211 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 16 146 54 98 563 59 150 320 38 40 224 79 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 152 720 678 488 639 67 433 724 86 412 579 477 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.07 0.59 0.59 0.41 0.41 0.41 Sat Flow, veh/h 796 1856 1530 1168 1646 173 1767 1627 193 1013 1856 1531 Grp Volume(v), veh/h 16 146 54 98 0 622 150 0 358 40 224 79 Grp Sat Flow(s),veh/h/ln 796 1856 1530 1168 0 1819 1767 0 1820 1013 1856 1531 Q Serve(g_s), s 1.4 3.9 1.5 4.6 0.0 23.8 4.0 0.0 8.1 1.8 6.3 2.4 Cycle Q Clear(g_c), s 25.3 3.9 1.5 8.5 0.0 23.8 4.0 0.0 8.1 1.8 6.3 2.4 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 152 720 678 488 0 706 433 0 810 412 579 477 V/C Ratio(X)0.11 0.20 0.08 0.20 0.00 0.88 0.35 0.00 0.44 0.10 0.39 0.17 Avail Cap(c_a), veh/h 202 836 773 561 0 820 433 0 810 412 579 477 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 0.98 0.00 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.1 15.2 12.1 18.1 0.0 21.3 15.8 0.0 10.2 15.6 17.0 15.8 Incr Delay (d2), s/veh 0.4 0.2 0.1 0.2 0.0 10.2 0.2 0.0 1.7 0.5 2.0 0.7 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(50%),veh/ln 0.3 1.6 0.5 1.2 0.0 11.3 1.6 0.0 3.1 0.5 2.7 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.4 15.4 12.2 18.3 0.0 31.5 16.0 0.0 11.9 16.1 18.9 16.6 LnGrp LOS C B B B A C B A B B B B Approach Vol, veh/h 216 720 508 343 Approach Delay, s/veh 15.9 29.7 13.1 18.0 Approach LOS B C B B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 10.0 29.7 35.3 39.7 35.3 Change Period (Y+Rc), s 6.0 * 6.3 * 6.2 * 6.3 * 6.2 Max Green Setting (Gmax), s 4.0 * 19 * 34 * 29 * 34 Max Q Clear Time (g_c+I1), s 6.0 8.3 25.8 10.1 27.3 Green Ext Time (p_c), s 0.0 0.4 3.3 0.7 0.6 Intersection Summary HCM 6th Ctrl Delay 21.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 365 Timings Future Background Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Configurations Traffic Volume (vph)164 1754 134 2603 537 437 424 Future Volume (vph)164 1754 134 2603 537 437 424 Turn Type pm+pt NA pm+pt NA NA NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 8 Detector Phase 1 6 5 2 4 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 5.0 Minimum Split (s)11.8 43.8 11.8 43.8 44.0 44.0 11.8 Total Split (s)15.0 140.0 29.0 154.0 51.0 51.0 15.0 Total Split (%)6.8% 63.6% 13.2% 70.0% 23.2% 23.2%6.8% Yellow Time (s)4.8 4.8 4.8 4.8 4.0 4.0 4.8 All-Red Time (s)2.0 2.0 2.0 2.0 3.0 3.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.8 6.8 6.8 6.8 7.0 7.0 6.8 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 47 (21%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 7: US-1/South Dixie Highway & SR 959/Red Road 366 Queues Future Background Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph)169 1912 138 2775 687 451 437 v/c Ratio 1.71 0.59 0.72 0.83 1.00 0.64 1.08 Control Delay 390.0 27.7 44.3 29.8 118.7 85.7 129.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 390.0 27.7 44.3 29.8 118.7 85.7 129.2 Queue Length 50th (ft)~309 471 66 1056 ~527 321 ~554 Queue Length 95th (ft)#500 536 150 1089 #676 390 #799 Internal Link Dist (ft)1718 574 857 357 Turn Bay Length (ft)200 300 80 Base Capacity (vph)99 3222 258 3351 685 701 404 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.71 0.59 0.53 0.83 1.00 0.64 1.08 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 367 HCM 6th Signalized Intersection Summary Future Background Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Background.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)164 1754 101 134 2603 88 0 537 129 0 437 424 Future Volume (veh/h)164 1754 101 134 2603 88 0 537 129 0 437 424 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 169 1808 0 138 2684 0 0 554 133 0 451 437 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %3 3 3 3 3 3 0 3 3 0 3 3 Cap, veh/h 150 3397 250 3389 0 560 134 0 705 368 Arrive On Green 0.05 0.89 0.00 0.05 0.89 0.00 0.00 0.20 0.20 0.00 0.20 0.20 Sat Flow, veh/h 1767 5233 0 1767 5233 0 0 2895 670 0 3618 1549 Grp Volume(v), veh/h 169 1808 0 138 2684 0 0 348 339 0 451 437 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 0 1763 1709 0 1763 1549 Q Serve(g_s), s 8.2 16.2 0.0 5.6 43.5 0.0 0.0 43.2 43.6 0.0 25.8 44.0 Cycle Q Clear(g_c), s 8.2 16.2 0.0 5.6 43.5 0.0 0.0 43.2 43.6 0.0 25.8 44.0 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.39 0.00 1.00 Lane Grp Cap(c), veh/h 150 3397 250 3389 0 353 342 0 705 368 V/C Ratio(X)1.13 0.53 0.55 0.79 0.00 0.99 0.99 0.00 0.64 1.19 Avail Cap(c_a), veh/h 150 3397 365 3389 0 353 342 0 705 368 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.84 0.84 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 48.4 4.8 0.0 11.5 6.4 0.0 0.0 87.7 87.8 0.0 80.7 84.0 Incr Delay (d2), s/veh 106.4 0.5 0.0 1.9 2.0 0.0 0.0 44.1 46.7 0.0 2.1 108.0 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(50%),veh/ln 13.0 4.0 0.0 2.4 9.4 0.0 0.0 24.2 23.9 0.0 12.1 50.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 154.8 5.3 0.0 13.4 8.4 0.0 0.0 131.8 134.5 0.0 82.8 191.9 LnGrp LOS F A B A A F F A F F Approach Vol, veh/h 1977 2822 687 888 Approach Delay, s/veh 18.1 8.6 133.2 136.5 Approach LOS B A F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 154.0 51.0 14.7 154.3 51.0 Change Period (Y+Rc), s 6.8 6.8 7.0 6.8 6.8 7.0 Max Green Setting (Gmax), s 8.2 147.2 44.0 22.2 133.2 44.0 Max Q Clear Time (g_c+I1), s 10.2 45.5 45.6 7.6 18.2 46.0 Green Ext Time (p_c), s 0.0 54.5 0.0 0.3 21.0 0.0 Intersection Summary HCM 6th Ctrl Delay 42.8 HCM 6th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 368 Future Total Conditions 369 Timings Optimized Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBU WBL WBT WBR NBL NBT SBU SBL SBT Lane Configurations Traffic Volume (vph)144 585 11 71 1140 27 210 191 25 65 228 Future Volume (vph)144 585 11 71 1140 27 210 191 25 65 228 Turn Type Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt pm+pt NA Protected Phases 1 6 5 5 2 7 4 3 3 8 Permitted Phases 2 2 2 4 8 8 Detector Phase 1 6 5 5 2 2 7 4 3 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 5.0 7.0 7.0 5.0 7.0 5.0 5.0 15.0 Minimum Split (s)11.9 33.0 11.1 11.1 33.0 33.0 11.4 30.9 11.4 11.4 30.9 Total Split (s)25.0 103.0 22.0 22.0 100.0 100.0 52.0 43.0 52.0 52.0 43.0 Total Split (%)11.4% 46.8% 10.0% 10.0% 45.5% 45.5% 23.6% 19.5% 23.6% 23.6% 19.5% Yellow Time (s)3.4 4.0 3.4 3.4 4.0 4.0 3.7 4.0 3.7 3.7 4.0 All-Red Time (s)3.5 3.0 2.7 2.7 3.0 3.0 2.7 2.9 2.7 2.7 2.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 6.9 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None None C-Max C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 64 (29%), Referenced to phase 2:WBTL and 6:EBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive 370 Queues Optimized Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)255 706 85 1188 28 219 229 94 561 v/c Ratio 0.81 0.39 0.22 0.71 0.04 0.78 0.26 0.32 0.87 Control Delay 116.2 32.9 20.6 43.0 0.1 66.7 59.5 52.5 83.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 116.2 32.9 20.6 43.0 0.1 66.7 59.5 52.5 83.8 Queue Length 50th (ft)188 315 45 605 0 281 155 95 339 Queue Length 95th (ft)#284 427 m73 m671 m0 m356 m194 136 414 Internal Link Dist (ft)183 1153 582 200 Turn Bay Length (ft)250 75 100 220 150 Base Capacity (vph)316 1823 440 1677 771 389 882 518 664 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.39 0.19 0.71 0.04 0.56 0.26 0.18 0.84 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 371 HCM Signalized Intersection Capacity Analysis Optimized Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU Lane Configurations Traffic Volume (vph)101 144 585 93 11 71 1140 27 210 191 29 25 Future Volume (vph)101 144 585 93 11 71 1140 27 210 191 29 25 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3433 3450 1766 3539 1537 1770 3463 Flt Permitted 0.95 1.00 0.35 1.00 1.00 0.09 1.00 Satd. Flow (perm)3433 3450 655 3539 1537 169 3463 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)105 150 609 97 11 74 1188 28 219 199 30 26 RTOR Reduction (vph)0 0 5 0 0 0 0 15 0 4 0 0 Lane Group Flow (vph)0 255 701 0 0 85 1188 13 219 225 0 0 Confl. Peds. (#/hr)7 9 9 7 4 1 Confl. Bikes (#/hr)2 1 Turn Type Prot Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt Protected Phases 1 1 6 5 5 2 7 4 3 Permitted Phases 2 2 2 4 8 Actuated Green, G (s)20.1 116.0 113.5 104.3 104.3 74.8 55.8 Effective Green, g (s)20.1 116.0 113.5 104.3 104.3 74.8 55.8 Actuated g/C Ratio 0.09 0.53 0.52 0.47 0.47 0.34 0.25 Clearance Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 Vehicle Extension (s)2.6 1.0 2.0 1.0 1.0 2.0 3.5 Lane Grp Cap (vph)313 1819 384 1677 728 280 878 v/s Ratio Prot c0.07 0.20 0.01 c0.34 c0.11 0.06 v/s Ratio Perm 0.10 0.01 0.16 v/c Ratio 0.81 0.39 0.22 0.71 0.02 0.78 0.26 Uniform Delay, d1 98.1 30.9 27.3 45.8 30.7 66.1 65.5 Progression Factor 1.00 1.00 0.91 0.85 1.00 0.77 0.94 Incremental Delay, d2 14.7 0.6 0.1 2.3 0.0 11.5 0.2 Delay (s)112.8 31.5 24.9 41.2 30.7 62.2 61.8 Level of Service F C C D C E E Approach Delay (s)53.0 39.9 62.0 Approach LOS D D E Intersection Summary HCM 2000 Control Delay 57.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s)220.0 Sum of lost time (s)27.2 Intersection Capacity Utilization 89.8%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group 372 HCM Signalized Intersection Capacity Analysis Optimized Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Movement SBL SBT SBR Lane Configurations Traffic Volume (vph)65 228 310 Future Volume (vph)65 228 310 Ideal Flow (vphpl)1900 1900 1900 Total Lost time (s)6.4 6.9 Lane Util. Factor 1.00 0.95 Frpb, ped/bikes 1.00 0.99 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.91 Flt Protected 0.95 1.00 Satd. Flow (prot)1768 3186 Flt Permitted 0.61 1.00 Satd. Flow (perm)1133 3186 Peak-hour factor, PHF 0.96 0.96 0.96 Adj. Flow (vph)68 238 323 RTOR Reduction (vph)0 99 0 Lane Group Flow (vph)94 462 0 Confl. Peds. (#/hr)1 4 Confl. Bikes (#/hr)2 Turn Type pm+pt NA Protected Phases 3 8 Permitted Phases 8 Actuated Green, G (s)50.4 37.8 Effective Green, g (s)50.4 37.8 Actuated g/C Ratio 0.23 0.17 Clearance Time (s)6.4 6.9 Vehicle Extension (s)2.0 3.5 Lane Grp Cap (vph)295 547 v/s Ratio Prot 0.02 c0.14 v/s Ratio Perm 0.05 v/c Ratio 0.32 0.84 Uniform Delay, d1 69.0 88.2 Progression Factor 1.00 1.00 Incremental Delay, d2 0.2 11.7 Delay (s)69.3 99.9 Level of Service E F Approach Delay (s)95.5 Approach LOS F Intersection Summary 373 Timings Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBU WBL WBT WBR NBL NBT SBU SBL SBT Lane Configurations Traffic Volume (vph)144 585 11 71 1140 27 210 191 25 65 228 Future Volume (vph)144 585 11 71 1140 27 210 191 25 65 228 Turn Type Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt pm+pt NA Protected Phases 1 6 5 5 2 7 4 3 3 8 Permitted Phases 2 2 2 4 8 8 Detector Phase 1 6 5 5 2 2 7 4 3 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 5.0 7.0 7.0 5.0 7.0 5.0 5.0 15.0 Minimum Split (s)11.9 33.0 11.1 11.1 33.0 33.0 11.4 30.9 11.4 11.4 30.9 Total Split (s)23.0 133.0 22.0 22.0 132.0 132.0 22.0 43.0 22.0 22.0 43.0 Total Split (%)10.5% 60.5% 10.0% 10.0% 60.0% 60.0% 10.0% 19.5% 10.0% 10.0% 19.5% Yellow Time (s)3.4 4.0 3.4 3.4 4.0 4.0 3.7 4.0 3.7 3.7 4.0 All-Red Time (s)3.5 3.0 2.7 2.7 3.0 3.0 2.7 2.9 2.7 2.7 2.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 6.4 6.9 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None None C-Max C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 64 (29%), Referenced to phase 2:WBTL and 6:EBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive 374 Queues Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)255 706 85 1188 28 219 229 94 561 v/c Ratio 1.02 0.34 0.19 0.59 0.03 1.38 0.37 0.34 1.04dr Control Delay 156.6 21.4 11.9 26.3 0.1 233.1 58.9 66.6 108.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 156.6 21.4 11.9 26.3 0.1 233.1 58.9 66.6 108.6 Queue Length 50th (ft)~200 254 35 473 0 ~374 167 107 387 Queue Length 95th (ft)#308 304 m47 m478 m1 m#487 m194 168 #519 Internal Link Dist (ft)183 1153 582 200 Turn Bay Length (ft)250 75 100 220 150 Base Capacity (vph)251 2103 512 2010 908 159 614 296 579 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.02 0.34 0.17 0.59 0.03 1.38 0.37 0.32 0.97 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane. 375 HCM Signalized Intersection Capacity Analysis Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU Lane Configurations Traffic Volume (vph)101 144 585 93 11 71 1140 27 210 191 29 25 Future Volume (vph)101 144 585 93 11 71 1140 27 210 191 29 25 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3433 3450 1765 3539 1537 1770 3462 Flt Permitted 0.95 1.00 0.36 1.00 1.00 0.10 1.00 Satd. Flow (perm)3433 3450 674 3539 1537 192 3462 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)105 150 609 97 11 74 1188 28 219 199 30 26 RTOR Reduction (vph)0 0 5 0 0 0 0 12 0 5 0 0 Lane Group Flow (vph)0 255 701 0 0 85 1188 16 219 224 0 0 Confl. Peds. (#/hr)7 9 9 7 4 1 Confl. Bikes (#/hr)2 1 Turn Type Prot Prot NA pm+pt pm+pt NA Perm pm+pt NA pm+pt Protected Phases 1 1 6 5 5 2 7 4 3 Permitted Phases 2 2 2 4 8 Actuated Green, G (s)16.1 133.8 133.1 125.0 125.0 54.4 38.8 Effective Green, g (s)16.1 133.8 133.1 125.0 125.0 54.4 38.8 Actuated g/C Ratio 0.07 0.61 0.60 0.57 0.57 0.25 0.18 Clearance Time (s)6.9 7.0 6.1 7.0 7.0 6.4 6.9 Vehicle Extension (s)2.6 1.0 2.0 1.0 1.0 2.0 3.5 Lane Grp Cap (vph)251 2098 447 2010 873 159 610 v/s Ratio Prot c0.07 0.20 0.01 c0.34 c0.10 0.06 v/s Ratio Perm 0.11 0.01 c0.24 v/c Ratio 1.02 0.33 0.19 0.59 0.02 1.38 0.37 Uniform Delay, d1 102.0 21.2 18.1 30.9 20.7 72.5 79.8 Progression Factor 1.00 1.00 0.87 0.81 1.00 0.80 0.73 Incremental Delay, d2 61.0 0.4 0.1 1.1 0.0 194.9 0.3 Delay (s)162.9 21.6 15.9 26.1 20.8 252.7 58.8 Level of Service F C B C C F E Approach Delay (s)59.1 25.3 153.6 Approach LOS E C F Intersection Summary HCM 2000 Control Delay 69.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length (s)220.0 Sum of lost time (s)27.2 Intersection Capacity Utilization 89.8%ICU Level of Service E Analysis Period (min)15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group 376 HCM Signalized Intersection Capacity Analysis Future Total Conditions 1: SW 62nd Avenue & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement SBL SBT SBR Lane Configurations Traffic Volume (vph)65 228 310 Future Volume (vph)65 228 310 Ideal Flow (vphpl)1900 1900 1900 Total Lost time (s)6.4 6.9 Lane Util. Factor 1.00 0.95 Frpb, ped/bikes 1.00 0.99 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.91 Flt Protected 0.95 1.00 Satd. Flow (prot)1768 3186 Flt Permitted 0.55 1.00 Satd. Flow (perm)1026 3186 Peak-hour factor, PHF 0.96 0.96 0.96 Adj. Flow (vph)68 238 323 RTOR Reduction (vph)0 57 0 Lane Group Flow (vph)94 504 0 Confl. Peds. (#/hr)1 4 Confl. Bikes (#/hr)2 Turn Type pm+pt NA Protected Phases 3 8 Permitted Phases 8 Actuated Green, G (s)49.0 36.1 Effective Green, g (s)49.0 36.1 Actuated g/C Ratio 0.22 0.16 Clearance Time (s)6.4 6.9 Vehicle Extension (s)2.0 3.5 Lane Grp Cap (vph)272 522 v/s Ratio Prot 0.02 0.16 v/s Ratio Perm 0.06 v/c Ratio 0.35 1.04dr Uniform Delay, d1 70.2 91.3 Progression Factor 1.00 1.00 Incremental Delay, d2 0.3 30.7 Delay (s)70.5 122.0 Level of Service E F Approach Delay (s)114.6 Approach LOS F Intersection Summary 377 Timings Optimized Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)403 323 118 1718 98 2692 Future Volume (vph)403 323 118 1718 98 2692 Turn Type NA NA pm+pt NA pm+pt NA Protected Phases 8 4 1 6 5 2 Permitted Phases 6 2 Detector Phase 8 4 1 6 5 2 Switch Phase Minimum Initial (s)12.0 12.0 5.0 7.0 5.0 7.0 Minimum Split (s)40.9 40.9 11.4 45.0 11.4 45.0 Total Split (s)45.0 45.0 30.0 159.0 16.0 145.0 Total Split (%)20.5% 20.5% 13.6% 72.3%7.3% 65.9% Yellow Time (s)4.0 4.0 4.4 4.4 4.4 4.4 All-Red Time (s)4.9 4.9 2.0 3.6 2.0 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.9 8.9 6.4 8.0 6.4 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 65 (30%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive 378 Queues Optimized Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph)516 342 122 1867 101 3134 v/c Ratio 0.94 0.61 0.80 0.54 0.58 0.96 Control Delay 91.0 90.8 107.6 11.1 22.1 19.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 91.0 90.8 107.6 11.1 22.1 19.0 Queue Length 50th (ft)186 245 139 254 17 1472 Queue Length 95th (ft)#249 308 224 253 m22 #1793 Internal Link Dist (ft)1153 161 1517 1718 Turn Bay Length (ft)140 160 Base Capacity (vph)564 571 219 3486 189 3270 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.60 0.56 0.54 0.53 0.96 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 379 HCM 6th Signalized Intersection Summary Optimized Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 403 98 0 323 9 118 1718 93 98 2692 348 Future Volume (veh/h)0 403 98 0 323 9 118 1718 93 98 2692 348 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.87 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1856 1856 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 415 0 0 333 9 122 1771 96 101 2775 359 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %0 3 3 0 3 3 3 3 3 3 3 3 Cap, veh/h 0 507 0 502 14 137 3560 193 248 3229 398 Arrive On Green 0.00 0.14 0.00 0.00 0.14 0.14 0.05 0.96 0.96 0.03 0.94 0.94 Sat Flow, veh/h 0 3711 0 0 3583 94 1767 4912 266 1767 4554 562 Grp Volume(v), veh/h 0 415 0 0 168 174 122 1217 650 101 2023 1111 Grp Sat Flow(s),veh/h/ln 0 1763 0 0 1763 1822 1767 1689 1801 1767 1689 1739 Q Serve(g_s), s 0.0 25.1 0.0 0.0 19.8 19.9 6.9 5.5 5.5 3.6 36.9 53.4 Cycle Q Clear(g_c), s 0.0 25.1 0.0 0.0 19.8 19.9 6.9 5.5 5.5 3.6 36.9 53.4 Prop In Lane 0.00 0.00 0.00 0.05 1.00 0.15 1.00 0.32 Lane Grp Cap(c), veh/h 0 507 0 254 262 137 2448 1305 248 2395 1233 V/C Ratio(X)0.00 0.82 0.00 0.66 0.67 0.89 0.50 0.50 0.41 0.84 0.90 Avail Cap(c_a), veh/h 0 579 0 289 299 254 2448 1305 280 2395 1233 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)0.00 0.93 0.00 0.00 1.00 1.00 0.81 0.81 0.81 0.19 0.19 0.19 Uniform Delay (d), s/veh 0.0 91.4 0.0 0.0 89.1 89.2 58.5 1.2 1.2 8.2 2.9 3.3 Incr Delay (d2), s/veh 0.0 7.6 0.0 0.0 4.6 4.6 6.0 0.6 1.1 0.1 0.8 2.4 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(50%),veh/ln 0.0 12.2 0.0 0.0 9.5 9.9 7.1 1.4 1.6 1.4 3.6 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 99.0 0.0 0.0 93.7 93.8 64.5 1.8 2.3 8.2 3.6 5.7 LnGrp LOS A F A F F E A A A A A Approach Vol, veh/h 415 342 1989 3235 Approach Delay, s/veh 99.0 93.7 5.8 4.5 Approach LOS F F A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.5 164.0 40.6 12.0 167.4 40.6 Change Period (Y+Rc), s 6.4 8.0 * 8.9 6.4 8.0 * 8.9 Max Green Setting (Gmax), s 23.6 137.0 * 36 9.6 151.0 * 36 Max Q Clear Time (g_c+I1), s 8.9 55.4 21.9 5.6 7.5 27.1 Green Ext Time (p_c), s 0.1 22.3 1.6 0.0 6.6 1.8 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 380 Timings Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)403 323 118 1718 98 2692 Future Volume (vph)403 323 118 1718 98 2692 Turn Type NA NA pm+pt NA pm+pt NA Protected Phases 8 4 1 6 5 2 Permitted Phases 6 2 Detector Phase 8 4 1 6 5 2 Switch Phase Minimum Initial (s)12.0 12.0 5.0 7.0 5.0 7.0 Minimum Split (s)40.9 40.9 11.4 45.0 11.4 45.0 Total Split (s)43.0 43.0 14.0 161.0 16.0 163.0 Total Split (%)19.5% 19.5%6.4% 73.2%7.3% 74.1% Yellow Time (s)4.0 4.0 4.4 4.4 4.4 4.4 All-Red Time (s)4.9 4.9 2.0 3.6 2.0 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.9 8.9 6.4 8.0 6.4 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 65 (30%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive 381 Queues Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph)516 342 122 1867 101 3134 v/c Ratio 0.97 0.63 1.30 0.53 0.58 0.90 Control Delay 107.5 92.8 231.0 12.2 19.0 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 107.5 92.8 231.0 12.2 19.0 14.9 Queue Length 50th (ft)395 248 ~175 264 15 1421 Queue Length 95th (ft)#521 312 m#325 m270 m18 m665 Internal Link Dist (ft)1153 161 1517 1718 Turn Bay Length (ft)140 160 Base Capacity (vph)532 540 94 3515 190 3465 Starvation Cap Reductn 0 0 0 0 0 2 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.97 0.63 1.30 0.53 0.53 0.90 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 382 HCM 6th Signalized Intersection Summary Future Total Conditions 2: US-1/South Dixie Highway & SW 72nd Street/Sunset Drive P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 403 98 0 323 9 118 1718 93 98 2692 348 Future Volume (veh/h)0 403 98 0 323 9 118 1718 93 98 2692 348 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.87 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1856 1856 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 415 0 0 333 9 122 1771 96 101 2775 359 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %0 3 3 0 3 3 3 3 3 3 3 3 Cap, veh/h 0 507 0 502 14 129 3562 193 247 3260 402 Arrive On Green 0.00 0.14 0.00 0.00 0.14 0.14 0.05 0.96 0.96 0.03 0.95 0.95 Sat Flow, veh/h 0 3711 0 0 3583 94 1767 4912 266 1767 4554 562 Grp Volume(v), veh/h 0 415 0 0 168 174 122 1217 650 101 2023 1111 Grp Sat Flow(s),veh/h/ln 0 1763 0 0 1763 1822 1767 1689 1801 1767 1689 1739 Q Serve(g_s), s 0.0 25.1 0.0 0.0 19.8 20.0 6.7 5.4 5.4 3.5 31.1 45.0 Cycle Q Clear(g_c), s 0.0 25.1 0.0 0.0 19.8 20.0 6.7 5.4 5.4 3.5 31.1 45.0 Prop In Lane 0.00 0.00 0.00 0.05 1.00 0.15 1.00 0.32 Lane Grp Cap(c), veh/h 0 507 0 253 262 129 2449 1306 247 2417 1245 V/C Ratio(X)0.00 0.82 0.00 0.66 0.67 0.95 0.50 0.50 0.41 0.84 0.89 Avail Cap(c_a), veh/h 0 546 0 273 282 129 2449 1306 280 2417 1245 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)0.00 0.95 0.00 0.00 1.00 1.00 0.80 0.80 0.80 0.38 0.38 0.38 Uniform Delay (d), s/veh 0.0 91.4 0.0 0.0 89.1 89.2 55.9 1.2 1.2 7.8 2.2 2.6 Incr Delay (d2), s/veh 0.0 8.6 0.0 0.0 5.3 5.3 54.6 0.6 1.1 0.2 1.4 4.2 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(50%),veh/ln 0.0 12.2 0.0 0.0 9.5 9.9 8.9 1.3 1.6 1.4 3.2 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 100.0 0.0 0.0 94.4 94.5 110.5 1.7 2.3 8.0 3.7 6.8 LnGrp LOS A F A F F F A A A A A Approach Vol, veh/h 415 342 1989 3235 Approach Delay, s/veh 100.0 94.5 8.6 4.9 Approach LOS F F A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.0 165.5 40.5 11.9 167.6 40.5 Change Period (Y+Rc), s 6.4 8.0 * 8.9 6.4 8.0 * 8.9 Max Green Setting (Gmax), s 7.6 155.0 * 34 9.6 153.0 * 34 Max Q Clear Time (g_c+I1), s 8.7 47.0 22.0 5.5 7.4 27.1 Green Ext Time (p_c), s 0.0 22.9 1.5 0.0 6.6 1.5 Intersection Summary HCM 6th Ctrl Delay 17.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 383 Timings Optimized Future Total Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)91 731 175 1621 117 211 83 41 261 Future Volume (vph)91 731 175 1621 117 211 83 41 261 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 Detector Phase 1 6 5 2 7 4 4 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)11.4 27.4 11.4 27.4 11.4 28.4 28.4 11.4 28.4 Total Split (s)15.0 84.0 15.0 84.0 13.0 48.0 48.0 13.0 48.0 Total Split (%)9.4% 52.5%9.4% 52.5%8.1% 30.0% 30.0%8.1% 30.0% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 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 0.0 Total Lost Time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 70 (44%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: SW 72nd Street/Sunset Drive & SW 67th Avenue 384 Queues Optimized Future Total Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)98 912 188 1812 126 227 89 44 364 v/c Ratio 0.73 0.52 0.59 0.99 0.86 0.51 0.20 0.17 0.90 Control Delay 59.7 27.3 23.9 57.0 88.9 56.9 4.8 39.2 83.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.7 27.3 23.9 57.0 88.9 56.9 4.8 39.2 83.2 Queue Length 50th (ft)52 336 83 ~1057 98 210 0 33 362 Queue Length 95th (ft)#145 406 134 #1239 #193 292 30 62 478 Internal Link Dist (ft)432 2067 467 423 Turn Bay Length (ft)150 135 200 125 Base Capacity (vph)143 1766 320 1824 147 479 480 260 468 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.52 0.59 0.99 0.86 0.47 0.19 0.17 0.78 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 385 HCM 6th Signalized Intersection Summary Optimized Future Total Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)91 731 117 175 1621 64 117 211 83 41 261 77 Future Volume (veh/h)91 731 117 175 1621 64 117 211 83 41 261 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 98 786 126 188 1743 69 126 227 89 44 281 83 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 139 1597 256 387 1870 74 137 434 366 238 302 89 Arrive On Green 0.05 0.70 0.70 0.07 0.72 0.72 0.04 0.23 0.23 0.03 0.22 0.22 Sat Flow, veh/h 1767 3042 488 1767 3457 136 1767 1856 1564 1767 1374 406 Grp Volume(v), veh/h 98 455 457 188 884 928 126 227 89 44 0 364 Grp Sat Flow(s),veh/h/ln 1767 1763 1767 1767 1763 1831 1767 1856 1564 1767 0 1780 Q Serve(g_s), s 4.1 19.0 19.0 8.2 67.7 69.8 6.6 17.1 7.4 3.1 0.0 32.1 Cycle Q Clear(g_c), s 4.1 19.0 19.0 8.2 67.7 69.8 6.6 17.1 7.4 3.1 0.0 32.1 Prop In Lane 1.00 0.28 1.00 0.07 1.00 1.00 1.00 0.23 Lane Grp Cap(c), veh/h 139 926 928 387 953 990 137 434 366 238 0 391 V/C Ratio(X)0.71 0.49 0.49 0.49 0.93 0.94 0.92 0.52 0.24 0.18 0.00 0.93 Avail Cap(c_a), veh/h 167 926 928 387 953 990 137 482 407 263 0 463 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.4 14.3 14.3 17.2 19.8 20.1 57.5 53.5 49.8 47.2 0.0 61.2 Incr Delay (d2), s/veh 7.1 1.9 1.9 0.4 16.2 16.9 51.4 0.7 0.3 0.1 0.0 22.7 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(50%),veh/ln 2.3 7.1 7.1 3.3 27.2 29.2 4.0 8.1 3.0 1.4 0.0 17.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.5 16.2 16.2 17.6 36.0 37.0 108.8 54.2 50.0 47.3 0.0 83.9 LnGrp LOS D B B B D D F D D D A F Approach Vol, veh/h 1010 2000 442 408 Approach Delay, s/veh 18.8 34.7 68.9 80.0 Approach LOS B C E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.5 92.9 10.8 43.8 15.0 90.4 13.0 41.6 Change Period (Y+Rc), s 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Max Green Setting (Gmax), s 8.6 77.6 6.6 41.6 8.6 77.6 6.6 41.6 Max Q Clear Time (g_c+I1), s 6.1 71.8 5.1 19.1 10.2 21.0 8.6 34.1 Green Ext Time (p_c), s 0.0 3.0 0.0 1.2 0.0 2.2 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 39.3 HCM 6th LOS D 386 Timings Future Total Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)91 731 175 1621 117 211 83 41 261 Future Volume (vph)91 731 175 1621 117 211 83 41 261 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 Detector Phase 1 6 5 2 7 4 4 3 8 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)11.4 27.4 11.4 27.4 11.4 28.4 28.4 11.4 28.4 Total Split (s)15.0 90.0 15.0 90.0 15.0 40.0 40.0 15.0 40.0 Total Split (%)9.4% 56.3%9.4% 56.3%9.4% 25.0% 25.0%9.4% 25.0% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 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 0.0 Total Lost Time (s)6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 70 (44%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: SW 72nd Street/Sunset Drive & SW 67th Avenue 387 Queues Future Total Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)98 912 188 1812 126 227 89 44 364 v/c Ratio 0.74 0.51 0.59 0.98 0.85 0.53 0.20 0.17 0.97 Control Delay 60.4 25.3 22.3 53.8 87.1 60.5 5.4 41.9 100.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.4 25.3 22.3 53.8 87.1 60.5 5.4 41.9 100.1 Queue Length 50th (ft)50 313 81 970 99 214 0 33 374 Queue Length 95th (ft)#139 374 121 #1162 #202 313 32 66 #586 Internal Link Dist (ft)432 2067 467 423 Turn Bay Length (ft)150 135 200 125 Base Capacity (vph)140 1803 317 1845 148 426 439 269 379 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.51 0.59 0.98 0.85 0.53 0.20 0.16 0.96 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 388 HCM 6th Signalized Intersection Summary Future Total Conditions 3: SW 72nd Street/Sunset Drive & SW 67th Avenue P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)91 731 117 175 1621 64 117 211 83 41 261 77 Future Volume (veh/h)91 731 117 175 1621 64 117 211 83 41 261 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 98 786 126 188 1743 69 126 227 89 44 281 83 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 137 1589 255 384 1861 73 147 438 370 242 289 85 Arrive On Green 0.05 0.69 0.69 0.07 0.72 0.72 0.05 0.24 0.24 0.03 0.21 0.21 Sat Flow, veh/h 1767 3042 488 1767 3457 136 1767 1856 1565 1767 1374 406 Grp Volume(v), veh/h 98 455 457 188 884 928 126 227 89 44 0 364 Grp Sat Flow(s),veh/h/ln 1767 1763 1767 1767 1763 1831 1767 1856 1565 1767 0 1780 Q Serve(g_s), s 4.2 19.2 19.2 8.2 68.6 70.7 8.6 17.0 7.4 3.1 0.0 32.5 Cycle Q Clear(g_c), s 4.2 19.2 19.2 8.2 68.6 70.7 8.6 17.0 7.4 3.1 0.0 32.5 Prop In Lane 1.00 0.28 1.00 0.07 1.00 1.00 1.00 0.23 Lane Grp Cap(c), veh/h 137 921 923 384 949 985 147 438 370 242 0 374 V/C Ratio(X)0.71 0.49 0.49 0.49 0.93 0.94 0.86 0.52 0.24 0.18 0.00 0.97 Avail Cap(c_a), veh/h 165 921 923 384 949 985 147 438 370 288 0 374 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.8 14.6 14.6 17.4 20.3 20.6 51.4 53.2 49.5 48.2 0.0 62.8 Incr Delay (d2), s/veh 7.9 1.9 1.9 0.4 16.8 17.6 35.1 0.8 0.2 0.1 0.0 39.4 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(50%),veh/ln 2.3 7.2 7.2 3.3 27.8 29.8 5.5 8.1 3.0 1.4 0.0 18.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.7 16.5 16.5 17.8 37.1 38.2 86.5 54.0 49.7 48.4 0.0 102.2 LnGrp LOS D B B B D D F D D D A F Approach Vol, veh/h 1010 2000 442 408 Approach Delay, s/veh 19.1 35.8 62.4 96.4 Approach LOS B D E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.5 92.5 10.8 44.2 15.0 90.0 15.0 40.0 Change Period (Y+Rc), s 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Max Green Setting (Gmax), s 8.6 83.6 8.6 33.6 8.6 83.6 8.6 33.6 Max Q Clear Time (g_c+I1), s 6.2 72.7 5.1 19.0 10.2 21.2 10.6 34.5 Green Ext Time (p_c), s 0.0 4.4 0.0 1.1 0.0 2.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 40.9 HCM 6th LOS D 389 Timings Optimized Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)108 1794 56 2863 67 155 107 137 307 Future Volume (vph)108 1794 56 2863 67 155 107 137 307 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 4 4 8 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 5.0 Minimum Split (s)13.0 40.1 12.6 40.1 38.3 38.3 26.3 26.3 13.0 Total Split (s)15.0 132.0 18.0 135.0 70.0 70.0 70.0 70.0 15.0 Total Split (%)6.8% 60.0%8.2% 61.4% 31.8% 31.8% 31.8% 31.8%6.8% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.4 All-Red Time (s)3.6 3.7 3.2 3.7 4.3 4.3 4.3 4.3 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.0 8.1 7.6 8.1 8.3 8.3 8.3 8.3 8.0 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 84 (38%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated Splits and Phases: 4: SW 62nd Avenue & US-1/South Dixie Highway 390 Queues Optimized Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)111 1881 58 3014 69 202 110 239 218 v/c Ratio 0.56 0.54 0.36 0.96 0.93 0.68 0.98 0.84 0.47 Control Delay 67.2 17.7 11.0 23.0 172.9 94.2 157.2 97.4 54.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.2 17.7 11.0 23.0 172.9 94.2 157.2 97.4 54.8 Queue Length 50th (ft)105 463 16 377 100 273 165 349 268 Queue Length 95th (ft)189 601 m22 #1736 #188 354 m#225 m435 m330 Internal Link Dist (ft)913 1517 241 281 Turn Bay Length (ft)150 125 100 140 Base Capacity (vph)199 3496 191 3154 127 502 191 472 462 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.54 0.30 0.96 0.54 0.40 0.58 0.51 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 391 HCM 6th Signalized Intersection Summary Optimized Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)108 1794 31 56 2863 60 67 155 41 107 137 307 Future Volume (veh/h)108 1794 31 56 2863 60 67 155 41 107 137 307 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 111 1849 0 58 2952 0 69 160 42 110 272 228 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 110 3307 210 3249 122 305 80 168 401 387 Arrive On Green 0.04 0.87 0.00 0.03 0.85 0.00 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1767 5233 0 1767 5233 0 1094 1414 371 1169 1856 1559 Grp Volume(v), veh/h 111 1849 0 58 2952 0 69 0 202 110 272 228 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 1094 0 1785 1169 1856 1559 Q Serve(g_s), s 7.0 20.5 0.0 2.5 83.8 0.0 13.6 0.0 22.0 20.2 29.6 28.3 Cycle Q Clear(g_c), s 7.0 20.5 0.0 2.5 83.8 0.0 43.2 0.0 22.0 42.2 29.6 28.3 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 110 3307 210 3249 122 0 385 168 401 387 V/C Ratio(X)1.00 0.56 0.28 0.91 0.57 0.00 0.52 0.65 0.68 0.59 Avail Cap(c_a), veh/h 110 3307 255 3249 192 0 501 244 520 487 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.19 0.19 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.7 6.4 0.0 13.7 12.0 0.0 99.1 0.0 76.3 94.9 79.2 72.9 Incr Delay (d2), s/veh 86.9 0.7 0.0 0.0 1.0 0.0 4.9 0.0 1.3 5.1 2.7 1.7 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(50%),veh/ln 9.0 5.2 0.0 1.1 22.8 0.0 4.1 0.0 10.4 6.5 14.7 11.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 149.6 7.1 0.0 13.8 13.0 0.0 104.0 0.0 77.6 100.0 82.0 74.6 LnGrp LOS F A B B F A E F F E Approach Vol, veh/h 1960 3010 271 610 Approach Delay, s/veh 15.1 13.0 84.3 82.5 Approach LOS B B F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 149.2 55.8 12.5 151.7 55.8 Change Period (Y+Rc), s 8.0 * 8.1 8.3 * 7.6 * 8.1 8.3 Max Green Setting (Gmax), s 7.0 * 1.3E2 61.7 * 10 * 1.2E2 61.7 Max Q Clear Time (g_c+I1), s 9.0 85.8 45.2 4.5 22.5 44.2 Green Ext Time (p_c), s 0.0 19.1 1.5 0.0 7.6 3.3 Intersection Summary HCM 6th Ctrl Delay 24.3 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 392 Timings Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)108 1794 56 2863 67 155 107 137 307 Future Volume (vph)108 1794 56 2863 67 155 107 137 307 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 4 4 8 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 5.0 Minimum Split (s)13.0 40.1 12.6 40.1 38.3 38.3 26.3 26.3 13.0 Total Split (s)15.0 162.0 18.0 165.0 40.0 40.0 40.0 40.0 15.0 Total Split (%)6.8% 73.6%8.2% 75.0% 18.2% 18.2% 18.2% 18.2%6.8% Yellow Time (s)4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.4 All-Red Time (s)3.6 3.7 3.2 3.7 4.3 4.3 4.3 4.3 3.6 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)8.0 8.1 7.6 8.1 8.3 8.3 8.3 8.3 8.0 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 84 (38%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated Splits and Phases: 4: SW 62nd Avenue & US-1/South Dixie Highway 393 Queues Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)111 1881 58 3014 69 202 110 239 218 v/c Ratio 1.26 0.52 0.35 0.84 1.47 0.78 1.29 0.96 0.65 Control Delay 224.2 14.5 6.3 7.2 351.0 108.5 261.1 140.3 90.8 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Total Delay 224.2 14.5 6.3 7.3 351.0 108.5 261.1 140.3 90.8 Queue Length 50th (ft)~150 426 8 189 ~136 281 ~207 360 287 Queue Length 95th (ft)#308 462 m11 238 #265 #404 m#302 m#489 m357 Internal Link Dist (ft)913 1517 241 281 Turn Bay Length (ft)150 125 100 140 Base Capacity (vph)88 3610 198 3579 47 260 85 248 337 Starvation Cap Reductn 0 0 0 68 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.26 0.52 0.29 0.86 1.47 0.78 1.29 0.96 0.65 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 394 HCM 6th Signalized Intersection Summary Future Total Conditions 4: SW 62nd Avenue & US-1/South Dixie Highway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)108 1794 31 56 2863 60 67 155 41 107 137 307 Future Volume (veh/h)108 1794 31 56 2863 60 67 155 41 107 137 307 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 111 1849 0 58 2952 0 69 160 42 110 272 228 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 129 3671 245 3640 33 204 53 73 267 265 Arrive On Green 0.04 0.96 0.00 0.03 0.96 0.00 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1767 5233 0 1767 5233 0 1098 1412 371 1165 1856 1553 Grp Volume(v), veh/h 111 1849 0 58 2952 0 69 0 202 110 272 228 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 1098 0 1783 1165 1856 1553 Q Serve(g_s), s 3.8 5.6 0.0 1.9 25.3 0.0 0.0 0.0 24.1 7.6 31.7 31.4 Cycle Q Clear(g_c), s 3.8 5.6 0.0 1.9 25.3 0.0 31.7 0.0 24.1 31.7 31.7 31.4 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 129 3671 245 3640 33 0 257 73 267 265 V/C Ratio(X)0.86 0.50 0.24 0.81 2.11 0.00 0.79 1.50 1.02 0.86 Avail Cap(c_a), veh/h 139 3671 289 3640 33 0 257 73 267 265 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.30 0.30 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.0 1.2 0.0 7.6 1.9 0.0 110.0 0.0 90.9 107.9 94.2 88.7 Incr Delay (d2), s/veh 34.5 0.5 0.0 0.1 0.6 0.0 587.6 0.0 15.2 284.4 59.6 23.8 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(50%),veh/ln 5.8 1.4 0.0 0.8 2.7 0.0 7.2 0.0 12.3 10.0 19.9 14.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.5 1.7 0.0 7.7 2.6 0.0 697.6 0.0 106.1 392.3 153.7 112.5 LnGrp LOS E A A A F A F F F F Approach Vol, veh/h 1960 3010 271 610 Approach Delay, s/veh 5.5 2.7 256.7 181.3 Approach LOS A A F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.8 166.2 40.0 12.5 167.5 40.0 Change Period (Y+Rc), s 8.0 * 8.1 8.3 * 7.6 * 8.1 8.3 Max Green Setting (Gmax), s 7.0 * 1.6E2 31.7 * 10 * 1.5E2 31.7 Max Q Clear Time (g_c+I1), s 5.8 27.3 33.7 3.9 7.6 33.7 Green Ext Time (p_c), s 0.0 23.9 0.0 0.0 7.6 0.0 Intersection Summary HCM 6th Ctrl Delay 34.0 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 395 Timings Future Total Conditions 5: SW 62nd Avenue & SW 70th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)41 25 115 4 13 289 97 52 275 Future Volume (vph)41 25 115 4 13 289 97 52 275 Turn Type Perm NA Perm NA Perm NA Perm pm+pt NA Protected Phases 8 4 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 8 8 4 4 6 6 6 5 2 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 16.0 16.0 16.0 5.0 16.0 Minimum Split (s)32.0 32.0 32.0 32.0 32.0 32.0 32.0 10.7 32.0 Total Split (s)29.0 29.0 29.0 29.0 41.0 41.0 41.0 14.0 55.0 Total Split (%)34.5% 34.5% 34.5% 34.5% 48.8% 48.8% 48.8% 16.7% 65.5% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.7 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.7 6.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max None C-Max Intersection Summary Cycle Length: 84 Actuated Cycle Length: 84 Offset: 16.5 (20%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 5: SW 62nd Avenue & SW 70th Street 396 Queues Future Total Conditions 5: SW 62nd Avenue & SW 70th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)43 74 121 151 14 304 102 55 298 v/c Ratio 0.24 0.26 0.62 0.42 0.02 0.26 0.10 0.08 0.23 Control Delay 32.8 15.9 46.2 9.5 10.0 10.1 2.3 4.9 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.8 15.9 46.2 9.5 10.0 10.1 2.3 4.9 5.5 Queue Length 50th (ft)20 12 61 2 3 75 0 7 46 Queue Length 95th (ft)47 45 106 48 13 149 21 22 97 Internal Link Dist (ft)329 336 123 1869 Turn Bay Length (ft)80 145 75 110 Base Capacity (vph)318 480 353 528 663 1149 988 740 1294 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.15 0.34 0.29 0.02 0.26 0.10 0.07 0.23 Intersection Summary 397 HCM 6th Signalized Intersection Summary Future Total Conditions 5: SW 62nd Avenue & SW 70th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)41 25 46 115 4 140 13 289 97 52 275 9 Future Volume (veh/h)41 25 46 115 4 140 13 289 97 52 275 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.98 0.95 0.98 0.98 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 43 26 48 121 4 147 14 304 102 55 289 9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 199 103 191 270 7 274 688 1046 863 670 1207 38 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.56 0.56 0.56 0.04 0.67 0.67 Sat Flow, veh/h 1208 565 1043 1289 41 1500 1068 1856 1530 1767 1789 56 Grp Volume(v), veh/h 43 0 74 121 0 151 14 304 102 55 0 298 Grp Sat Flow(s),veh/h/ln 1208 0 1608 1289 0 1541 1068 1856 1530 1767 0 1845 Q Serve(g_s), s 2.8 0.0 3.3 7.5 0.0 7.5 0.5 7.2 2.6 1.0 0.0 5.3 Cycle Q Clear(g_c), s 10.3 0.0 3.3 10.8 0.0 7.5 0.5 7.2 2.6 1.0 0.0 5.3 Prop In Lane 1.00 0.65 1.00 0.97 1.00 1.00 1.00 0.03 Lane Grp Cap(c), veh/h 199 0 294 270 0 281 688 1046 863 670 0 1245 V/C Ratio(X)0.22 0.00 0.25 0.45 0.00 0.54 0.02 0.29 0.12 0.08 0.00 0.24 Avail Cap(c_a), veh/h 309 0 440 388 0 422 688 1046 863 769 0 1245 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.95 0.00 0.95 Uniform Delay (d), s/veh 35.8 0.0 29.4 34.0 0.0 31.1 8.1 9.6 8.6 6.4 0.0 5.3 Incr Delay (d2), s/veh 0.4 0.0 0.3 0.9 0.0 1.2 0.1 0.7 0.3 0.0 0.0 0.4 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(50%),veh/ln 0.8 0.0 1.3 2.3 0.0 2.8 0.1 2.9 0.9 0.3 0.0 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.2 0.0 29.7 34.9 0.0 32.3 8.2 10.3 8.8 6.5 0.0 5.7 LnGrp LOS D A C C A C A B A A A A Approach Vol, veh/h 117 272 420 353 Approach Delay, s/veh 32.1 33.4 9.9 5.9 Approach LOS C C A A Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 62.7 21.3 9.3 53.3 21.3 Change Period (Y+Rc), s 6.0 6.0 * 5.7 6.0 6.0 Max Green Setting (Gmax), s 49.0 23.0 * 8.3 35.0 23.0 Max Q Clear Time (g_c+I1), s 7.3 12.8 3.0 9.2 12.3 Green Ext Time (p_c), s 0.6 0.8 0.0 0.7 0.3 Intersection Summary HCM 6th Ctrl Delay 16.4 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 398 Timings Future Total Conditions 6: SW 62nd Avenue & SW 64th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)15 137 51 92 529 141 326 38 223 74 Future Volume (vph)15 137 51 92 529 141 326 38 223 74 Turn Type Perm NA pm+ov Perm NA pm+pt NA Perm NA Perm Protected Phases 8 1 4 1 6 2 Permitted Phases 8 8 4 6 2 2 Detector Phase 8 8 1 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s)7.0 7.0 4.0 7.0 7.0 4.0 7.0 7.0 7.0 7.0 Minimum Split (s)28.2 28.2 10.0 28.2 28.2 10.0 28.3 28.3 28.3 28.3 Total Split (s)40.0 40.0 10.0 40.0 40.0 10.0 35.0 25.0 25.0 25.0 Total Split (%)53.3% 53.3% 13.3% 53.3% 53.3% 13.3% 46.7% 33.3% 33.3% 33.3% Yellow Time (s)4.0 4.0 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 All-Red Time (s)2.2 2.2 2.3 2.2 2.2 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.2 6.2 6.0 6.2 6.2 6.0 6.3 6.3 6.3 6.3 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 60 (80%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 6: SW 62nd Avenue & SW 64th Street 399 Queues Future Total Conditions 6: SW 62nd Avenue & SW 64th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph)16 146 54 98 622 150 385 40 237 79 v/c Ratio 0.12 0.20 0.07 0.20 0.84 0.37 0.49 0.15 0.46 0.15 Control Delay 14.7 14.0 2.4 14.3 30.8 17.9 19.1 23.8 27.0 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.7 14.0 2.4 14.3 30.8 17.9 19.1 23.8 27.0 1.9 Queue Length 50th (ft)4 40 0 27 234 44 130 15 95 0 Queue Length 95th (ft)16 73 13 55 358 85 216 39 162 10 Internal Link Dist (ft)502 696 1869 415 Turn Bay Length (ft)120 190 150 190 115 160 Base Capacity (vph)152 831 756 548 822 408 780 275 516 523 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.18 0.07 0.18 0.76 0.37 0.49 0.15 0.46 0.15 Intersection Summary 400 HCM 6th Signalized Intersection Summary Future Total Conditions 6: SW 62nd Avenue & SW 64th Street P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)15 137 51 92 529 55 141 326 36 38 223 74 Future Volume (veh/h)15 137 51 92 529 55 141 326 36 38 223 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 16 146 54 98 563 59 150 347 38 40 237 79 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 152 720 678 488 639 67 424 731 80 404 579 477 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.07 0.59 0.59 0.41 0.41 0.41 Sat Flow, veh/h 796 1856 1530 1168 1646 173 1767 1643 180 989 1856 1531 Grp Volume(v), veh/h 16 146 54 98 0 622 150 0 385 40 237 79 Grp Sat Flow(s),veh/h/ln 796 1856 1530 1168 0 1819 1767 0 1823 989 1856 1531 Q Serve(g_s), s 1.4 3.9 1.5 4.6 0.0 23.8 4.0 0.0 9.0 1.9 6.8 2.4 Cycle Q Clear(g_c), s 25.3 3.9 1.5 8.5 0.0 23.8 4.0 0.0 9.0 1.9 6.8 2.4 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 152 720 678 488 0 706 424 0 811 404 579 477 V/C Ratio(X)0.11 0.20 0.08 0.20 0.00 0.88 0.35 0.00 0.47 0.10 0.41 0.17 Avail Cap(c_a), veh/h 202 836 773 561 0 820 424 0 811 404 579 477 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 0.97 0.00 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.1 15.2 12.1 18.1 0.0 21.3 15.9 0.0 10.3 15.7 17.1 15.8 Incr Delay (d2), s/veh 0.4 0.2 0.1 0.2 0.0 10.2 0.2 0.0 1.9 0.5 2.1 0.7 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(50%),veh/ln 0.3 1.6 0.5 1.2 0.0 11.3 1.6 0.0 3.3 0.5 2.9 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.4 15.4 12.2 18.3 0.0 31.5 16.1 0.0 12.2 16.1 19.2 16.6 LnGrp LOS C B B B A C B A B B B B Approach Vol, veh/h 216 720 535 356 Approach Delay, s/veh 15.9 29.7 13.3 18.3 Approach LOS B C B B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 10.0 29.7 35.3 39.7 35.3 Change Period (Y+Rc), s 6.0 * 6.3 * 6.2 * 6.3 * 6.2 Max Green Setting (Gmax), s 4.0 * 19 * 34 * 29 * 34 Max Q Clear Time (g_c+I1), s 6.0 8.8 25.8 11.0 27.3 Green Ext Time (p_c), s 0.0 0.5 3.3 0.8 0.6 Intersection Summary HCM 6th Ctrl Delay 21.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 401 Timings Optimized Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Configurations Traffic Volume (vph)171 1770 134 2610 537 437 428 Future Volume (vph)171 1770 134 2610 537 437 428 Turn Type pm+pt NA pm+pt NA NA NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 8 Detector Phase 1 6 5 2 4 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 5.0 Minimum Split (s)11.8 43.8 11.8 43.8 44.0 44.0 11.8 Total Split (s)40.0 123.0 29.0 112.0 68.0 68.0 40.0 Total Split (%)18.2% 55.9% 13.2% 50.9% 30.9% 30.9% 18.2% Yellow Time (s)4.8 4.8 4.8 4.8 4.0 4.0 4.8 All-Red Time (s)2.0 2.0 2.0 2.0 3.0 3.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.8 6.8 6.8 6.8 7.0 7.0 6.8 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 47 (21%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 7: US-1/South Dixie Highway & SR 959/Red Road 402 Queues Optimized Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph)176 1929 138 2782 687 451 441 v/c Ratio 0.81 0.64 0.72 0.98 0.86 0.55 0.82 Control Delay 84.0 40.3 56.1 57.8 89.8 75.9 70.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.0 40.3 56.1 57.8 89.8 75.9 70.4 Queue Length 50th (ft)216 566 89 1417 502 307 539 Queue Length 95th (ft)323 763 187 #1774 552 351 596 Internal Link Dist (ft)1718 574 857 357 Turn Bay Length (ft)200 300 80 Base Capacity (vph)294 3006 247 2837 946 971 606 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.64 0.56 0.98 0.73 0.46 0.73 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 403 HCM 6th Signalized Intersection Summary Optimized Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total Optimized.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)171 1770 101 134 2610 88 0 537 129 0 437 428 Future Volume (veh/h)171 1770 101 134 2610 88 0 537 129 0 437 428 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 176 1825 0 138 2691 0 0 554 133 0 451 441 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %3 3 3 3 3 3 0 3 3 0 3 3 Cap, veh/h 193 2992 225 2780 0 759 182 0 954 557 Arrive On Green 0.12 0.79 0.00 0.06 0.73 0.00 0.00 0.27 0.27 0.00 0.27 0.27 Sat Flow, veh/h 1767 5233 0 1767 5233 0 0 2898 671 0 3618 1555 Grp Volume(v), veh/h 176 1825 0 138 2691 0 0 347 340 0 451 441 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 0 1763 1713 0 1763 1555 Q Serve(g_s), s 16.7 32.6 0.0 7.7 107.5 0.0 0.0 39.4 39.7 0.0 23.5 56.0 Cycle Q Clear(g_c), s 16.7 32.6 0.0 7.7 107.5 0.0 0.0 39.4 39.7 0.0 23.5 56.0 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.39 0.00 1.00 Lane Grp Cap(c), veh/h 193 2992 225 2780 0 477 464 0 954 557 V/C Ratio(X)0.91 0.61 0.61 0.97 0.00 0.73 0.73 0.00 0.47 0.79 Avail Cap(c_a), veh/h 306 2992 323 2780 0 489 475 0 978 568 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.83 0.83 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 76.7 13.2 0.0 22.0 27.9 0.0 0.0 72.9 73.0 0.0 67.1 63.4 Incr Delay (d2), s/veh 18.5 0.8 0.0 2.7 11.1 0.0 0.0 5.5 5.9 0.0 0.4 7.6 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(50%),veh/ln 10.8 11.0 0.0 3.4 41.5 0.0 0.0 18.8 18.4 0.0 10.8 45.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 95.3 13.9 0.0 24.8 39.0 0.0 0.0 78.4 78.9 0.0 67.5 71.0 LnGrp LOS F B C D A E E A E E Approach Vol, veh/h 2001 2829 687 892 Approach Delay, s/veh 21.1 38.3 78.6 69.2 Approach LOS C D E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.9 127.5 66.5 16.7 136.7 66.5 Change Period (Y+Rc), s 6.8 6.8 7.0 6.8 6.8 7.0 Max Green Setting (Gmax), s 33.2 105.2 61.0 22.2 116.2 61.0 Max Q Clear Time (g_c+I1), s 18.7 109.5 41.7 9.7 34.6 58.0 Green Ext Time (p_c), s 0.4 0.0 5.1 0.3 20.9 1.6 Intersection Summary HCM 6th Ctrl Delay 41.5 HCM 6th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 404 Timings Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Configurations Traffic Volume (vph)171 1770 134 2610 537 437 428 Future Volume (vph)171 1770 134 2610 537 437 428 Turn Type pm+pt NA pm+pt NA NA NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 2 8 Detector Phase 1 6 5 2 4 8 1 Switch Phase Minimum Initial (s)5.0 7.0 5.0 7.0 7.0 7.0 5.0 Minimum Split (s)11.8 43.8 11.8 43.8 44.0 44.0 11.8 Total Split (s)15.0 140.0 29.0 154.0 51.0 51.0 15.0 Total Split (%)6.8% 63.6% 13.2% 70.0% 23.2% 23.2%6.8% Yellow Time (s)4.8 4.8 4.8 4.8 4.0 4.0 4.8 All-Red Time (s)2.0 2.0 2.0 2.0 3.0 3.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.8 6.8 6.8 6.8 7.0 7.0 6.8 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 47 (21%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 7: US-1/South Dixie Highway & SR 959/Red Road 405 Queues Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph)176 1929 138 2782 687 451 441 v/c Ratio 1.80 0.60 0.72 0.83 1.00 0.64 1.09 Control Delay 420.8 27.6 46.3 29.9 118.7 85.7 132.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 420.8 27.6 46.3 29.9 118.7 85.7 132.0 Queue Length 50th (ft)~331 471 70 1062 ~527 321 ~566 Queue Length 95th (ft)#524 535 155 1095 #676 390 #815 Internal Link Dist (ft)1718 574 857 357 Turn Bay Length (ft)200 300 80 Base Capacity (vph)98 3217 256 3351 685 701 404 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 4 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.80 0.60 0.54 0.83 1.00 0.64 1.09 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 406 HCM 6th Signalized Intersection Summary Future Total Conditions 7: US-1/South Dixie Highway & SR 959/Red Road P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)171 1770 101 134 2610 88 0 537 129 0 437 428 Future Volume (veh/h)171 1770 101 134 2610 88 0 537 129 0 437 428 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 176 1825 0 138 2691 0 0 554 133 0 451 441 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %3 3 3 3 3 3 0 3 3 0 3 3 Cap, veh/h 149 3397 247 3389 0 560 134 0 705 368 Arrive On Green 0.05 0.89 0.00 0.05 0.89 0.00 0.00 0.20 0.20 0.00 0.20 0.20 Sat Flow, veh/h 1767 5233 0 1767 5233 0 0 2895 670 0 3618 1549 Grp Volume(v), veh/h 176 1825 0 138 2691 0 0 348 339 0 451 441 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 0 0 1763 1709 0 1763 1549 Q Serve(g_s), s 8.2 16.5 0.0 5.6 43.8 0.0 0.0 43.2 43.6 0.0 25.8 44.0 Cycle Q Clear(g_c), s 8.2 16.5 0.0 5.6 43.8 0.0 0.0 43.2 43.6 0.0 25.8 44.0 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.39 0.00 1.00 Lane Grp Cap(c), veh/h 149 3397 247 3389 0 353 342 0 705 368 V/C Ratio(X)1.18 0.54 0.56 0.79 0.00 0.99 0.99 0.00 0.64 1.20 Avail Cap(c_a), veh/h 149 3397 362 3389 0 353 342 0 705 368 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.83 0.83 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 48.7 4.8 0.0 11.5 6.4 0.0 0.0 87.7 87.8 0.0 80.7 84.0 Incr Delay (d2), s/veh 124.0 0.5 0.0 2.0 2.0 0.0 0.0 44.1 46.7 0.0 2.1 112.2 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(50%),veh/ln 13.7 4.1 0.0 2.4 9.4 0.0 0.0 24.2 23.9 0.0 12.1 51.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 172.7 5.3 0.0 13.5 8.4 0.0 0.0 131.8 134.5 0.0 82.8 196.1 LnGrp LOS F A B A A F F A F F Approach Vol, veh/h 2001 2829 687 892 Approach Delay, s/veh 20.0 8.7 133.2 138.8 Approach LOS C A F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 154.0 51.0 14.7 154.3 51.0 Change Period (Y+Rc), s 6.8 6.8 7.0 6.8 6.8 7.0 Max Green Setting (Gmax), s 8.2 147.2 44.0 22.2 133.2 44.0 Max Q Clear Time (g_c+I1), s 10.2 45.8 45.6 7.6 18.5 46.0 Green Ext Time (p_c), s 0.0 54.7 0.0 0.3 21.4 0.0 Intersection Summary HCM 6th Ctrl Delay 43.7 HCM 6th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 407 HCM 6th TWSC Future Total Conditions 8: SW 62nd Avenue & East Project Driveway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 76 0 429 482 12 Future Vol, veh/h 0 76 0 429 482 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length -0 ---- Veh in Median Storage, # 0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 83 0 466 524 13 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 269 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 4.9 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.9 ---- Pot Cap-1 Maneuver 0 738 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver - 738 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 10.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 738 -- HCM Lane V/C Ratio - 0.112 -- HCM Control Delay (s)- 10.5 -- HCM Lane LOS -B -- HCM 95th %tile Q(veh)- 0.4 -- 408 HCM 6th TWSC Future Total Conditions 9: SW 72nd Street/Sunset Drive & South Project Driveway P.M. Peak Hour K:\FTL_TPTO\043540001 - Baptist Kindred SW 72nd St - Traffic\Calcs\Synchro\Future Total.syn Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 890 1733 39 0 28 Future Vol, veh/h 0 890 1733 39 0 28 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length --- 50 -0 Veh in Median Storage, # -0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 967 1884 42 0 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 - 942 Stage 1 ------ Stage 2 ------ Critical Hdwy ----- 4.9 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy ----- 3.9 Pot Cap-1 Maneuver 0 ---0 409 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver ----- 409 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 14.5 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h)--- 409 HCM Lane V/C Ratio --- 0.074 HCM Control Delay (s)--- 14.5 HCM Lane LOS ---B HCM 95th %tile Q(veh)--- 0.2 409 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet CS000 - Cover Sheet PROJECT SITE 500' Radius Residential Land Uses Commercial Land UseHealthcare Land Use Commercial Land Use Commercial Land Use AREA MAP 07/14/23 Building Data Area Hospital Beds Garage Stalls Area For Calculation of Parking 1 26,311 - 24,269 58 26,311 SF 2 35,398 50 28,902 86 35,398 - 7,029 (Arcade at Street) = 28,369 SF less Arcade 3 35,398 42 14,305 36 35,398 - 7,029 (Arcade at Street) = 28,369 SF less Arcade PH 3,247 - 3,247 SF 100,355 92 67,476 180 86,296 SF Surface Parking 3 500 SF/space Total Parking Provided 183 173 Spaces Req'd Parking 08/09/23 410 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet CS001 - Exterior Renderings Exterior Rendering #2 Exterior Rendering #1 07/14/23 GENERAL NOTE: Renderings are artistic representations of proposed scope of work. As such, see other sheets for specific details of proposed scope of work as the detail indicated will be more representative of final design. 08/09/23 411 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet CS002 - Exterior Renderings Exterior Rendering #4 Exterior Rendering #3 07/14/23 GENERAL NOTE: Renderings are artistic representations of proposed scope of work. As such, see other sheets for specific details of proposed scope of work as the detail indicated will be more representative of final design. 08/09/23 412 7 STORY PARKING GARAGE7 STORY BUILDINGCLPROP. INPATIENTREHABILITATIONFACILITY(THREE STORIESAND PENTHOUSE)FFE=13.5'100,355 SFPROP. PARKINGGARAGE(THREESTORIES)FFE= 13.5'DUMPSTERENCLOSUREARCADEGENERATORENCLOSURESUNSET DRIVESW 72ND STREETSW 62ND AVENUEOUTDOOR DININGTERRACESERVICE COURTSECONDARYENTRANCEOUTDOORTHERAPYCOURTYARDPRIMARY ENTRANCEARCADEVEHICULARDROP OFFCOVERED WALKWAY PARKINGGARAGEACCESSPARKINGGARAGEACCESSSERVICEENTRANCEARCADEARCADEARCADE LEGENDPROPERTY LINEPROPOSED ASPHALT PAVEMENTPROPOSED CONCRETE PAVEMENTPROPOSED CONCRETE PAVERSPROPOSED GRAVEL SURFACEPROPOSED DETECTABLE WARNINGEXISTING CONCRETE PAVEMENTPROPOSED WHEEL STOPPROPOSED SIGNEXISTING SIGNSITE PLANC300 © STE F A NO F. VIOLALI CENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFNORTHBAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE 413 PROP. INPATIENTREHABILITATIONFACILITY(THREE STORIESAND PENTHOUSE)FFE=13.5'100,355 SFPROP. PARKINGGARAGE(THREESTORIES)FFE= 13.5'DUMPSTERENCLOSUREGENERATORENCLOSUREARCADE7 STORY PARKING GARAGE7 STORY BUILDINGSW 62ND AVENUESUNSET DRIVESW 72ND STREET LEGENDPROPERTY LINEPROPOSED ASPHALT PAVEMENTPROPOSED ASPHALT RESTORATIONPROPOSED MILLING AND RESURFACINGPROPOSED CONCRETE PAVEMENTPROPOSED PAVERSPROPOSED DETECTABLE WARNINGEXISTING CONCRETE PAVEMENTPROPOSED GRADEMATCH EXISTING GRADEEXISTING GRADEDRAINAGE FLOWPROPOSED STORM SEWERPROPOSED EXFILTRATION TRENCHPROPOSED CATCH BASINPROPOSED MANHOLEPROPOSED UNDERGROUND EXFILTRATIONSYSTEMEXISTING STORM SEWEREXISTING CATCH BASINEXISTING MANHOLEPAVING, GRADING AND DRAINAGE PLANC400 © STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 NORTHBAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.12 18:30:50 -04'00'414 STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE PAVING GRADING AND DRAINAGE DETAILSC402 ©Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.12 18:05:50 -04'00'415 STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE PAVING GRADING AND DRAINAGE DETAILSC403 ©Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.12 18:06:40 -04'00'416 STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE PAVING GRADING AND DRAINAGE DETAILSC404 ©Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.12 18:07:35 -04'00'417 STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE CUPOLEX UNDERGROUND SYSTEM DETAILSC405 © 418 STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE CUPOLEX UNDERGROUND SYSTEM DETAILSC406 © 419 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE CUPOLEX UNDERGROUND SYSTEM DETAILSC407 © STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 420 STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE CUPOLEX UNDERGROUND SYSTEM DETAILSC408 © 421 SIGN QUANTITYLEGENDSIGN SYMBOLSIGN NUMBER &DIMENSIONSQUANTITYR1-130" X 30"3FDOT #FTP-20-0612" X 18"FDOT #FTP-22-0612" X 18"2R3-5R30" X 36"1STOPPARKING BYDISABLEDPERMITONLYTOW-AWAY ZONEAND FINEUP TO $250ONLYLEGENDPROPERTY LINEPROPOSED WHEEL STOPPROPOSED SIGNEXISTING SIGN7 STORY PARKING GARAGE7 STORY BUILDINGCLSUNSET DRIVESW 72ND STREETPROP. INPATIENTREHABILITATIONFACILITY(THREE STORIESAND PENTHOUSE)FFE=13.5'100,355 SFPROP. PARKINGGARAGE(THREESTORIES)FFE= 13.5'DUMPSTERENCLOSUREGENERATORENCLOSUREARCADESW 62ND AVENUEPAVEMENT MARKING AND SIGNAGE PLANC600 © STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 NORTHBAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.12 18:32:29 -04'00'422 STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE PAVEMENT MARKING AND SIGNAGE DETAILSC601 ©STOP BAR MARKING DETAILWHEELSTOP DETAILStefano ViolaDigitally signed by Stefano Viola Date: 2023.07.12 18:09:35 -04'00'423 COVERED PARKING STALL DETAILHANDICAPPED PAVEMENT SYMBOLPAVEMENT LINESACCESSIBLE PARKING PAVEMENT MARKINGSTRIPING DETAILFTP-20-06 HANDICAP SIGNSTOPSTOP SIGN DETAILSIGN ADJACENT TOPAVEMENT WITH CURBNOTE:R-1 STOP SIGN LOCATION DETAILR1-1STOP(30"x30")STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE PAVEMENT MARKING AND SIGNAGE DETAILSC602 ©Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.12 18:10:50 -04'00'424 UPUPFEFE STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 ©NORTHBAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE MANEUVERABILITY ANALYSIS GARAGE 1ST FLOOREX-01Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.14 08:55:46 -04'00'425 DNDNSTE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 ©NORTHBAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE MANEUVERABILITY ANALYSIS GARAGE 2ND FLOOREX-02Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.14 08:54:40 -04'00'426 STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 ©NORTHBAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE MANEUVERABILITY ANALYSIS GARAGE 3RD FLOOREX-03Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.14 08:53:44 -04'00'427 PROP. INPATIENTREHABILITATIONFACILITY(THREE STORIESAND PENTHOUSE)FFE=13.5'100,355 SFPROP. PARKINGGARAGE(THREESTORIES)FFE= 13.5'DUMPSTERENCLOSUREGENERATORENCLOSUREARCADE7 STORY PARKING GARAGE7 STORY BUILDINGCLSW 62ND AVENUESUNSET DRIVESW 72ND STREET STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 GARBAGE TRUCK MANEUVERABILITYEX-04©NORTHBAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.12 18:36:14 -04'00'428 PROP. INPATIENTREHABILITATIONFACILITY(THREE STORIESAND PENTHOUSE)FFE=13.5'100,355 SFPROP. PARKINGGARAGE(THREESTORIES)FFE= 13.5'DUMPSTERENCLOSUREGENERATORENCLOSUREARCADE7 STORY PARKING GARAGE7 STORY BUILDINGCLSW 62ND AVENUESUNSET DRIVESW 72ND STREET STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 MANEUVERABILITY ANALYSIS SURFACE PARKINGEX-05©NORTHBAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE Stefano ViolaDigitally signed by Stefano Viola Date: 2023.07.12 18:36:40 -04'00'429 7 STORY PARKING GARAGE7 STORY BUILDINGCLPROP. INPATIENTREHABILITATIONFACILITY(THREE STORIESAND PENTHOUSE)FFE=13.5'100,355 SFPROP. PARKINGGARAGE(THREESTORIES)FFE= 13.5'DUMPSTERENCLOSUREGENERATORENCLOSUREARCADESUNSET ROADSW 72ND STREET SW 62ND AVENUE© STE F A NO F. VIOLALICENSEFLORIDAPROFESSIONAL ENGI NEER No74655STATE OFDESIGN DEVELOPMENT SET 5/26/2023 BAPTIST HEALTH REHABILITATION (21136.00) PREPARED FOR ESA ARCHITECTURE SIGHT VISIBILITY TRIANGLESEX-06NORTHStefano ViolaDigitally signed by Stefano Viola Date: 2023.07.12 18:37:10 -04'00'430 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet A001 - First Floor - Building 07/14/23 UP FEC FECUP UP J I H 2'-0" 12'-0" 15'-0" 3'-0" 22'-0" 8'-0" 24'-0"18'-0"2'-0"8'-0"14'-0"32'-0"H.2 G.9 ELECTRICAL 1A-113 QUIET RM/ CHAPEL 1A-114 4'-0"8'-4"2'-0"2'-0"2'-0" 6'-4"5'-0"5'-0"2'-0"3'-0"3'-0" 2'-0"5'-0"1'-0"2'-0"3'-0"2'-6" 4'-10 1/8"3'-6"2'-6" 2'-6" 3'-0"1'-8 1/2"4'-4 5/16"32'-0"4'-4 5/16"1'-9 7/16"2'-6"2'-6"3'-0"5'-0" 1'-0" 2'-0" 3'-0"2'-6"4'-10 1/8"3'-6"1'-8 1/2"1'-9 7/16"5'-0"5'-0"2'-0" 3'-0"3'-0"2'-0"6'-0"4'-2 2'-4 1/2"5'-3"3'-0"2'-0"1'-0"1'-0"14'-11 7/8"3'-6"9'-0"3'-6"1'-5"6'-2"1'-5"3'-6"3'-2"3'-2"3'-2"1'-5 1/4"1'-11 11/16"3'-2" 3'-2"3'-2"2'-1"5'-0" 3'-1" 3'-2" 3'-1"1'-0"3'-10" 10" 4'-0" 24'-0" 6'-0" -3" 2'-0"2'-0" 4'-3" 2'-4 1/2" 4'-2" 2'-5" 4'-2" 2'-4 1/2" 4'-3" 4'-0" 2'-0"1'-0"STAIR B ST-B DINING 1A-120 OUTDOOR DINING 1A-119 CORR 1A-127 VEST 1A-118 M TLT 1A-117 VEST 1A-115 ELEV 2 EL-2 ELEV 3 EL-3 F TLT 1A-1161'-0"1'-0"1'-0" 4" 9 1/2" 1'-0" 1'-0"1'-0"1'-0"135°1'-0"1'-0"13'-0"8'-0"14'-8 1/2"1 8 ' - 3 " 2 6 ' - 6 " 1 4 ' - 9 " Face of Curb Property Line9'-9"4'-6"3'-6" 2'-6" 1'-6" 1'-6" 1'-6" 18" Minimum Setback from Property Line 18" Setback from Property Line Property Line Face of Curb Minimum Setback at South Property LineOverall Depth of ArcadeOverall Depth of ArcadeSetbackSetbackSetback From Curb8'-9"Setback From CurbMin. Clear Depth atColumnsMin. Clear Depth atSecondary EntranceOverall Depth atDining TerraceOverall Depth atSecondary EntranceMinimum Setback at East Property Line 7'-9"Setback From Curb8'-0" Setback From Curb 9'-3" Setback From Curb 1'-9" Setback 2'-1 1/2" Setback Overall Depth of Arcade Min. Clear Depth at Columns 8'-0" 13'-0" FE 24x3624x48 24x4824x48 24x48 24x48 24x4824x60 24x48 24x48 24x60524x48 24x48 24x48 24x48 24x6024x48 24x48 24x48 24x48 24x48 24x60 18x5424x6024x36 24x3621x36 24x4824x3624x3624x3624x36 24x36 21x36 21x6024x4221x36 21x36 21x36 21x36 24x48 24x4824x42 24x42 24x4824x4224x36 24x3624x36 24x48 W.D.R.DWFEC FEC FEC FECFECFECJ 1 2 3 4 5 6 7 8 9 10 I H G F E D C A G.8 I.2 G.1 6.5 DUMPSTERS GENERATOR 7.1 G7 GC GD G6G4G3G2G1G5 G6.5 GB.8 BENCHBENCHBENCHBENCHBENCHSTAFF PATIO SHUFFLE BOARD GRAVEL SAND PUTTING GREEN PAVERS TURF WALKTURF WALK WALK TURF TURF TURF WALK TURF WALK TURF TURF TURF WALK WALK TURF TURF TURF TURF WALK WALK WALK WALK TURF WALK TURF WALK WALK C6C5C4C3C2C1 WALK WALK TURF TURF G.3 H.2 7.4 B 7.9 9.3 G.9 EXIT STAIR A ELEV 1 STAIR C STAIR/ RAMP MATERIALS MGMT EQP STRG TSER/TEC TLT TLT MECHANICAL ELECTRICAL EMER ELECT OFFICE OFFICE OFFICE TRANS THER TLT PRIV THER PRIV THER SPCH THER SPCH THER COOK THER COMM RM WC ALCV VEST STAIR B QUIET RM/ CHAPEL ELECTRICAL GYM RECP LOBBY VEST DINING OUTDOOR DINING CORR CORR CORR CORR EXIT CORR OXYGEN FIRE PUMP SHOP EVS TLT BIO HAZARD WASH RM EVS OFF STF TLT LKRS FREEZER COOLER DRY STRG KITCHEN OFF NON FOOD STRG VEST STF LOUNGE TLT M TLT VEST ELEV 2 ELEV 3 MGR OFF ALCV F TLT EVS SERVERY52'-2"40'-2"90'-0"262'-0"229'-8"90'-0"137'-8"170'-0" BOARD ROOM COFFEE RECPT PHONE HOUSEKEEPING SOIL LINEN CLEAN LINEN OFFICE OPEN OFF ENG. OFFICE OFFICE OFFICE CORR 9.6 GB.9 THERAPY WORK EQ STRG SCALE: 3/32" = 1'-0" 1ST FLOOR ORIENTATION PLAN 0 4'8'16'32' GRAPHIC SCALE: 1/16" = 1'-0" Enlarged Plan At Arcade See Enlarged Plan 08/09/23 431 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet A002 - Second Floor - Building TV TV TV TVTV TV TV TV TVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTV TV TV TV TV TV CLK TV TV TV TV TV TVTV TV TV TV TV TVTVCLK CLK CLKCLKCLKCLKCLKCLKCLKCLKCLKCLKCLKCLKCLK CLKCLKCLK CLKCLK CLKCLK CLKCLK CLKCLK CLKCLK CLK CLKCLKCLK CLKCLKCLKCLK CLKCLKCLKCLKCLKCLKCLKCLKCLKDW Cooktop RDRD TV CLKCLKTV CLKFEC FEC FEC FEC FECFECFECFECFECJ 1 2 3 4 5 6 7 8 9 10 I H G F E D C A G.8 I.2 G.1 6.5 7.1 G7 GC GD G6G4G3G2G1G5 G6.5 GB.8 C6C5C4C3C2C1 G.3 H.2 7.4 B 7.9 9.3 G.9 TDR PAT RM 5 ISOL. PAT RM 6 PAT RM 7 PAT RM 8 PAT RM 9 PAT RM 10 PAT RM 12 PAT RM 13 PAT RM 14 PAT RM 15 PAT RM 16 PAT RM 17 TLT TLT TLT TLT TLT TLT TLT TLT TLT TLT TLT TLT TDREXIT STAIR A ELEV 1 STAIR C STAIR B ADL BEDROOM 2A-118 PAT RM 4 PAT RM 3 PAT RM 1 TLT TLT TLT PAT RM 11 TLT PAT RM 18 PAT RM 19 PAT RM 20 TLT TLT TLT 717 SF DAY RM 2A-131 PAT RM 21PAT RM 22PAT RM 23PAT RM 24PAT RM 25PAT RM 26PAT RM 27PAT RM 28PAT RM 29PAT RM 30PAT RM 31PAT RM 32PAT RM 33PAT RM 34 PAT RM 41 PAT RM 42 PAT RM 43 PAT RM 44 PAT RM 45 PAT RM 46 PAT RM 47 PAT RM 48 PAT RM 49 ISOL. PAT RM 50 TLTTLTTLTTLTTLTTLTTLTTLTTLTTLTTLTTLTTLTTLT TLT TLT TLT TLT TLT TLT TLT TLT TLT TLT PAT RM 36 PAT RM 37 PAT RM 38 PAT RM 39 PAT RM 40 TLT TLT TLT TLT TLT PAT RM 2 CORRIDOR 2A-160 CORRIDOR 2A-130 CORRIDOR 2B-218 ELEC P.O.C. 2A-124 NURSE STATION 2A-122 ADL KITCHEN 2A-121 ADL LIVING 2A-119 111 SF ADL BATHROOM 2A-117 ADL LAUNDRY 2A-120 STAFF LOUNGE 2A-128 (9) 4 TIER LOCKERS 151 SF NURSE WORK 2A-210 NOUR. 2A-207 (12) NURSE STATION 2A-202 EVS 2A-203 STAFF TLT 2A-206 (2) DICT. 2A-199 CLEAN SUPPLY 2A-198 SOIL HOLD 2A-197 STORAGE 2A-196 TREATMENT 2A-195 PASS 2A-201 PASS. 2A-204 COORIDOR 2A-103 ELEVATOR LOBBY 1 2A-101 ELEVATOR LOBBY 2 2A-102 CORRIDOR 2A-129 CORRIDOR 2A-127 COORIDOR 2A-193 PUBLIC TLT 2A-110 PUBLIC TLT 2A-111 EVS 2A-112 234 SF CLEAN SUPPLY 2A-109 190 SF SOIL HOLD 2A-108 196 SF STORAGE 2B-237 471 SF (8+) NURSE STATION 2B-243 PASS 2B-241 105 SF MEDS 2B-239 EQUIPMENT ALCOVE 2B-240 PASS 2B-244 124 SF NOUR. 2B-247 EVS 2B-245 STAFF TLT 2B-250 367 SF OPEN DAY ROOM 2B-251 NURSE WORK 2B-252 CORRIDOR 2B-217 CORRIDOR 2B-220 ELEV 2 ELEV 3 EQUIPMENT ALCOVE TLT 90'-4"262'-2"229'-8"90'-0"137'-8"170'-2" CM OFFICE (3) 2A-125 DIRECTOR OF NURSING 2A-126 9.6 GB.9 VALVE CLOSET 2A-194 TELE-MED 2A-221 EQUIPMENT STORAGE 2A-211 MEDS 2A-200 CORRIDOR 2A-213 THERAPY WORK PAT RM 35 TLT SCALE: 3/32" = 1'-0" 2ND FLOOR ORIENTATION PLAN 0 4'8'16'32' GRAPHIC SCALE: 1/16" = 1'-0" 07/14/2308/09/23 432 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet A003 - Third Floor - Building TV TV TV TV TV TV TV TV TV TV TV TV CLKCLKCLKCLKCLKCLKCLKCLKCLKCLKCLKCLKFEC FECFECFECFECFECO.S.O.S.O.S.O.S.O.S.O.S.O.S. O.S. RD RD RD RD RD RD J 1 2 3 4 5 6 7 8 9 10 I H G F E D C A G.8 I.2 G.1 6.5 7.1 G7G6G5G6.5 GB.8 G.3 H.2 7.4 B 7.9 9.3 G.9 EQ. STRG NOUR MEDS SOIL HOLD TDR B.I. PAT RM 1 B.I. PAT RM 2 B.I. PAT RM 3 B.I. PAT RM 4 B.I. PAT RM 5 B.I. PAT RM 6 B.I. PAT RM 7 B.I. PAT RM 8 B.I. PAT RM 9 B.I. PAT RM 10 B.I. PAT RM 11TLT TLT TLT TLT TLT TLT TLT TLT TLT TLT TLT B.I. GYM ELEV MACH RM EXIT STAIR A ELEV 1 STAIR C STAIR B STF LOUNGE DAY RM BI DINING DAY RM B.I. PAT RM 12TLT ALCV VISITOR TLT STF TLT ELEV 2 ELEV 3 TELE-MED CASE MANAGEMENT PHARMACY ALCV TDR SHELL SPACE90'-4"262'-2"229'-8"90'-0"137'-8"170'-2" MULTI-PURPOSE PRIVATE THERAPY ANTE IV PREP ELEC TRAY HOLD PASS CORR CORR CORR CORR CORR CORR LOBBY CORR CORR 9.6 GB.9 EVS THERAPY WORK CORRIDOR CLEAN SUPPLY NURSE STATION PASSAGE ALCOVE TELE-MED SHELL SPACE J 7 8 9 10 I H G G.1 7.1 G.3 H.2 7.4 7.9 9.3 G.9 STAIR BVEST BOILER RM 58'-0"64'-6" SHELL SPACE VAC PUMP RM CHILLER RM 9.6 9.7 SCALE: 3/32" = 1'-0" 3RD FLOOR ORIENTATION PLAN SCALE: 3/32" = 1'-0"2 PENTHOUSE ORIENTATION PLAN 07/14/23 TV TV TV TV TV TV TV TV TVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTV TV TV TV TV TVTVTV TVCLKCLKCLKCLKCLKCLKCLKCLKCLKCLKCLK CLKCLKCLK CLKCLK CLKCLK CLKCLK CLKCLK CLKCLK CLK CLKCLKCLK CLKCLKCLKCLK CLK CLK CLKCLKFEC FECFECFECFECFEC TV TV TV TV CLKCLKTV CLKTV J 1 2 3 4 5 6 7 8 9 10 I H G F E D C A G.8 I.2 G.1 6.5 7.1 G7 GC GD G6G4G3G2G1G5 G6.5 GB.8 G.3 H.2 7.4 B 7.9 9.3 G.9 EQ. STRG NOUR MEDS SOIL HOLD TDR B.I. PAT RM 1 B.I. PAT RM 2 B.I. PAT RM 3 B.I. PAT RM 4 B.I. PAT RM 5 B.I. PAT RM 6 B.I. PAT RM 7 B.I. PAT RM 8 B.I. PAT RM 9 B.I. PAT RM 10 B.I. PAT RM 11TLT TLT TLT TLT TLT TLT TLT TLT TLT TLT TLT B.I. GYM ELEV MACH RM EXIT STAIR A ELEV 1 STAIR C STAIR B STF LOUNGE DAY RM BI DINING DAY RM B.I. PAT RM 12TLT ALCV VISITOR TLT STF TLT ELEV 2 ELEV 3 TELE-MED CASE MANAGEMENT PHARMACY ALCV TDR FUT PAT RM 39 FUT PAT RM 40 FUT PAT RM 41 FUT PAT RM 42 FUT PAT RM 43 TLT TLT TLT TLT TLT TLTTLTTLTTLTTLTTLTTLTTLTTLTTLT FUT PAT RM 15 FUT PAT RM 16 FUT PAT RM 17 FUT PAT RM 18 FUT PAT RM 19 FUT PAT RM 20 FUT PAT RM 21 FUT PAT RM 22 FUT PAT RM 23 FUT PAT RM 24 FUT PAT RM 25 FUT PAT RM 26 FUT PAT RM 27 FUT PAT RM 28 FUT PAT RM 30 FUT PAT RM 31 FUT PAT RM 32 FUT PAT RM 33 FUT PAT RM 34 FUT PAT RM 35 FUT PAT RM 36 FUT PAT RM 37 FUT PAT RM 38 FUT PAT RM 44 TLTTLTTLTTLT TLT TLT TLT TLT TLT TLT TLT TLT TLT TLT FUT PAT RM 14 TLT FUT PAT RM 13 TLT FUT DAY ROOM OPEN DAY STAFF TLT NOUR. CLOSET EQ ALCV ALCV EVS PASS TLT TLT MP RM ALCV EQ SRG CLEAN SUPPLYSOIL HOLD MEDS DICT N.S. CORR CORR CORR CORR ELEV LOBBY CORR CORR PASS LOUNGE / FUT OPEN DAY TRAY HOLD IV PREP ELEC PRIVATE THERAPY MULTI-PURPOSE CORR CORR PASS CORR CORR CORR 9.6 GB.9 ANTE FUT PAT RM 29 TLT SCALE: 3/32" = 1'-0" 3RD FLOOR ORIENTATION PLAN 0 4'8'16'32' GRAPHIC SCALE: 1/16" = 1'-0" FUT DAY ROOM 08/09/23 433 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet A004 - Roof Plan - Building RDRD RD UP O.S.O.S.O.S.O.S.O.S.O.S.O.S.O.S.O.S.O.S.O.S.O.S.O.S.O.S. O.S. O.S. O.S. O.S. O.S. O.S. O.S. O.S. O.S. O.S. O.S. O.S. O.S. RD RD RD RDRD RD RD RD RD RD RD RD RD J 1 2 3 4 5 6 7 8 9 10 I H G F E D C A G.8 I.2 G.1 6.5 7.1 G7 GC GD GB.8 C6C5C4C3C2C1 G.3 H.2 7.4 B 7.9 9.3 G.9 AHU-1B SCREEN WALL AHU-3B SCREEN WALL 6'-0"6'-0"AHU-2B CHILLER CHILLER 6'-0" AHU-2A AHU-1AFUTURE AHU-3A SCREEN WALL SCREEN WALL SCREEN WALL 9.6 GB.9 3 A3.56 +1" +6" 2" EXP. JT. 2" EXP. JT. 9.7 14'-0" 14'-0"14'-0" 14'-0"1'-4"14'-0"14'-0"14'-0"3"3"14'-0"14'-0"14'-0"12'-0"2'-9"11'-3"10'-9" 11'-3"1'-4"14'-0" 14'-0"14'-0" 14'-0" +4" +4" +4" +4" +4" +4" +4" +4" +4" +4" +4" +4" +4" +4" +4" +4"+4" +4" +4" +8"+8"+8"+8"+8" +8" +8" +8" +8" +8" +8"+8"+8"+8" +8" +8" +8"28'-0"+11"+11"+11"+11" +7.75"+7.75" +7.75" +11" +11" +11" +11" +11" +11" +14.5" +14.5"2'-0"+4" EQ. EQ. +12" CONDUCTOR HEAD WITH DOWNSPOUT CONDUCTOR HEAD WITH DOWNSPOUT +1"+1" +4.25"+4.25" +4.25"+4.25" +3.25"+3.25" +5"+5"+1"+1" 2 A4.55 Sim 2 A4.55 Sim 2 A4.55 Sim P921 ROOF TYPE P921 ROOF TYPE P921 ROOF TYPE P921 ROOF TYPE P921 ROOF TYPEP921 ROOF TYPE 2 A4.55 Sim 6'-0"SCALE: 3/32" = 1'-0" ROOF PLAN - OVERALL - HOSPITAL 07/14/23 0 4'8'16'32' GRAPHIC SCALE: 1/16" = 1'-0" +8"O.S.O.S.08/09/23 434 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet A005 - Elevations - Building EIFS COLOR 1 = 310 CHINA WHITE EIFS COLOR 2 = 454 STONE GRAY EIFS COLOR 3 = 132 MOUNTAIN FOG EIFS COLOR 4 = 384 CARAMEL STOREFRONT ALUMINUM = DARK BRONZE ANODIZED ALUMINUM STOREFRONT GLAZING = VIRACON VRE19-46 EXTERIOR MATERIAL LEGEND 1ST FLOOR 0" 2ND FLOOR 16' - 0" 3RD FLOOR 30' - 8" ROOF T.O.S. 45' - 4" ELEV PIT DEPTH -4' - 0" 123456789106.57.17.4 STAIR ROOF T.O.S. 55' - 4" PENTHOUSE ROOF T.O.S. 59' - 10" 7.99.39.6 1 A3.52 1 A3.55 2 A3.55 3 A3.55 4 A3.55 1 A3.56 3 A3.569.7 EIFS COLOR 1 REVEALS EIFS COLOR 2 LOUVERED SCREENWALL, COLOR TO MATCH EIFS C1 EIFS COLOR 2 EIFS COLOR 2 EIFS COLOR 3 EIFS COLOR 1 LOUVERED SCREENWALL, COLOR TO MATCH EIFS C1 OVERFLOW SCUPPER REVEALS PAINT DOORS TO MATCH ADJACENT EIFS COLOR, TYP. CONDUCTOR HEAD AND DOWNSPOUT EIFS COLOR 3 EIFS COLOR 1 10'-0"1ST FLOOR 0" 2ND FLOOR 16' - 0" EIFS COLOR 2 1ST FLOOR 0" 2ND FLOOR 16' - 0" EIFS COLOR 2 1ST FLOOR 0" 2ND FLOOR 16' - 0" 2 A3.32 3 A3.32 EIFS COLOR 2 1ST FLOOR 0" 2ND FLOOR 16' - 0" EIFS COLOR 2 SCALE: 1/8" = 1'-0"1 NORTH ELEVATION SCALE: 1/4" = 1'-0"2 NORTH ELEVATION - DUMPSTER/ GENERATOR ENCLOSURE SCALE: 1/4" = 1'-0"3 EAST ELEVATION - DUMPSTER/ GENERATOR ENCLOSURE SCALE: 1/4" = 1'-0"4 SOUTH ELEVATION - DUMPSTER/ GENERATOR ENCLOSURE SCALE: 1/4" = 1'-0"5 WEST ELEVATION - DUMPSTER/ GENERATOR ENCLOSURE 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 0 1'2'4'8' 0 1'2'4'8'0 1'2'4'8' 0 1'2'4'8' 07/14/23 Section Through Garage in Foreground r - Garage08/09/23 435 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet A006 - Elevations - Building07/14/23 EIFS COLOR 1 = 310 CHINA WHITE EIFS COLOR 2 = 454 STONE GRAY EIFS COLOR 3 = 132 MOUNTAIN FOG EIFS COLOR 4 = 384 CARAMEL STOREFRONT ALUMINUM = DARK BRONZE ANODIZED ALUMINUM STOREFRONT GLAZING = VIRACON VRE19-46 EXTERIOR MATERIAL LEGEND 1ST FLOOR 0" ELEV PIT DEPTH -4' - 0" H G F E D C AG.1G.3H.2 BG.9 GB.9 2 A3.52 3 A3.52 1 A3.53 2 A3.53 EIFS COLOR 2 RUBBED CONCRETE FINISH BELOW STOREFRONT PAINT DOORS TO MATCH ADJACENT EIFS COLOR, TYP. SCALE: 1/8" = 1'-0"2 EAST ELEVATION - ARCADE 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" r - Garage08/09/23 1ST FLOOR 0" 2ND FLOOR 16' - 0" 3RD FLOOR 30' - 8" ROOF T.O.S. 45' - 4" ELEV PIT DEPTH -4' - 0" A GB.9 GA.9 GA.3 5 A3.326 A3.32 EIFS COLOR 2 COPING TO MATCH EIFS COLOR 2 REVEALS 10'-0"41'-8"SCALE: 1/8" = 1'-0"3 EAST ELEVATION - GARAGE ARCADE 1ST FLOOR 0" 2ND FLOOR 16' - 0" 3RD FLOOR 30' - 8" ROOF T.O.S. 45' - 4" ELEV PIT DEPTH -4' - 0" J I H G F E D C AG.1G.3H.2 B STAIR ROOF T.O.S. 55' - 4" PENTHOUSE ROOF T.O.S. 59' - 10" G.9 GB.9 3 A3.52 4 A3.52 1 A3.53 2 A3.53 EIFS COLOR 3 REVEALS EIFS COLOR 1 LOUVERED SCREENWALL, COLOR TO MATCH EIFS C1 EIFS COLOR 4 EIFS COLOR 2 EIFS COLOR 1 EIFS COLOR 3 EIFS COLOR 2 OVERFLOW SCUPPER LOUVERED SCREENWALL, COLOR TO MATCH EIFS C1 EIFS COLOR 1 CONDUCTOR HEAD AND DOWNSPOUT 10'-0"10'-0"4 A3.56 .65'-6"SCALE: 1/8" = 1'-0"1 EAST ELEVATION 436 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet A007 - Elevations - Building EIFS COLOR 1 = 310 CHINA WHITE EIFS COLOR 2 = 454 STONE GRAY EIFS COLOR 3 = 132 MOUNTAIN FOG EIFS COLOR 4 = 384 CARAMEL STOREFRONT ALUMINUM = DARK BRONZE ANODIZED ALUMINUM STOREFRONT GLAZING = VIRACON VRE19-46 EXTERIOR MATERIAL LEGEND 1ST FLOOR 0" 2ND FLOOR 16' - 0" 3RD FLOOR 30' - 8" ROOF T.O.S. 45' - 4" ELEV PIT DEPTH -4' - 0" 1 2 3 4 5 6 7 8 9 106.5 7.1 7.4 STAIR ROOF T.O.S. 55' - 4" PENTHOUSE ROOF T.O.S. 59' - 10" 7.9 9.3 9.61 A3.54 2 A3.54 2 A3.56 3 A3.56 9.7 EIFS COLOR 3 REVEALS EIFS COLOR 2 LOUVERED SCREENWALL, COLOR TO MATCH EIFS C1 EIFS COLOR 1 OVERFLOW SCUPPER EIFS COLOR 2 EIFS COLOR 3 EIFS COLOR 3 EIFS COLOR 4 EIFS COLOR 1 EIFS COLOR 3 EIFS COLOR 1 CONDUCTOR HEAD AND DOWNSPOUT EIFS COLOR 310'-0"10'-0"1ST FLOOR 0" ELEV PIT DEPTH -4' - 0" 1 2 3 4 5 6 7 8 96.5 7.1 7.4 7.9 9.3 9.6 1 A3.54 2 A3.54 REVEALS EIFS COLOR 2 LOUVER EIFS COLOR 2 PAINT DOORS TO MATCH ADJACENT EIFS COLOR, TYP. 1ST FLOOR 0" 2ND FLOOR 16' - 0" 3RD FLOOR 30' - 8" ROOF T.O.S. 45' - 4" ELEV PIT DEPTH -4' - 0" STAIR ROOF T.O.S. 55' - 4" PENTHOUSE ROOF T.O.S. 59' - 10" 3 A3.53 REVEALS EIFS COLOR 4 LOUVER OVERFLOW SCUPPER EIFS COLOR 2 EIFS COLOR 1 EIFS COLOR 1 EIFS COLOR 3 10'-0"1ST FLOOR 0" ELEV PIT DEPTH -4' - 0" 3 A3.53 EIFS COLOR 2 PAINT DOORS TO MATCH ADJACENT EIFS COLOR, TYP. 1ST FLOOR 0" EIFS COLOR 2 SCALE: 1/8" = 1'-0"1 SOUTH ELEVATION SCALE: 1/8" = 1'-0"2 SOUTH ELEVATION - ARCADE SCALE: 1/8" = 1'-0"3 SOUTHEAST ELEVATION SCALE: 1/8" = 1'-0"4 SOUTHEAST ELEVATION - ARCADE SCALE: 1/8" = 1'-0"5 SOUTHEAST - HIDDEN OUTDOOR DINING ELEVATION 07/14/23 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" r - Garage08/09/23 437 BAPTIST HEALTH REHABILITATION HOSPITAL South Miami, FL - 21136.00 - 07/14/23 Sheet A008 - Elevations - Building EIFS COLOR 1 = 310 CHINA WHITE EIFS COLOR 2 = 454 STONE GRAY EIFS COLOR 3 = 132 MOUNTAIN FOG EIFS COLOR 4 = 384 CARAMEL STOREFRONT ALUMINUM = DARK BRONZE ANODIZED ALUMINUM STOREFRONT GLAZING = VIRACON VRE19-46 EXTERIOR MATERIAL LEGEND 1ST FLOOR 0" 2ND FLOOR 16' - 0" 3RD FLOOR 30' - 8" ROOF T.O.S. 45' - 4" ELEV PIT DEPTH -4' - 0" JIHGFEDCAG.8 I.2G.1 G.3 H.2B STAIR ROOF T.O.S. 55' - 4" PENTHOUSE ROOF T.O.S. 59' - 10" G.9GB.9 1 A3.51 2 A3.51 3 A3.51 3 A3.54 8 A3.33 EIFS COLOR 2 LOUVERED SCREENWALL, COLOR TO MATCH EIFS C1 EIFS COLOR 1 OVERFLOW SCUPPER CONDUCTOR HEAD AND DOWNSPOUT LOUVERED SCREENWALL, COLOR TO MATCH EIFS C1 EIFS COLOR 2 EIFS COLOR 3 EIFS COLOR 1 LOUVERPAINT DOORS TO MATCH ADJACENT EIFS COLOR, TYP.10'-0"10'-0"1ST FLOOR 0" FEDCAB 1 A3.51 2 A3.51 3 A3.51 PAINT DOORS TO MATCH ADJACENT EIFS COLOR, TYP. EIFS COLOR 2 REVEALS 1ST FLOOR 0" J EIFS COLOR 2 EIFS COLOR 3 SCALE: 1/8" = 1'-0"1 WEST ELEVATION SCALE: 1/8" = 1'-0"2 WEST ELEVATION - ARCADE SCALE: 1/8" = 1'-0"3 WEST ELEVATION - ARCADE 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" r - Garage08/09/23 438 BAPTIST HEALTH REHABILITATION HOSPITAL South Miami, FL - 21136.00 - 07/14/23 Sheet A009 - 3D Views - Building EIFS COLOR 1 = 310 CHINA WHITE EIFS COLOR 2 = 454 STONE GRAY EIFS COLOR 3 = 132 MOUNTAIN FOG EIFS COLOR 4 = 384 CARAMEL STOREFRONT ALUMINUM = DARK BRONZE ANODIZED ALUMINUM STOREFRONT GLAZING = VIRACON VRE19-46 EXTERIOR MATERIAL LEGEND SCALE: 1 3D AXON SCALE: 2 3D AXON Exterior Materials 310 China White 454 Stone Gray 132 Mountain Fog 384 Caramel Dark Bronze DB Clear Class 1 C1 Glazing: Viracon VRE19-46 Aluminum Storefront: Kawneer Dark Bronze Anodized EIFS: Colors 1 through 4 08/09/23 439 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet G001 - First Floor - Garage 07/14/23 r - Garage08/09/23 FECUP UP FEFEFE FEA2.012 A2.01 1 A2.02 1 A2.02 2 G7 GA GB GC GD 1 A3.51 2 A3.52 1 A3.52 3 A3.52 2 A3.51 3 A3.51 UP 8'-0" HEIGHT CHAINLINK FENCE WITH LOCKABLE GATE 1 A2.06 7 8 9 107.1 7.4 7.9 9.3 9.6 GB.9 GA.9 GA.3 G6G4G3G2G1G5 +3'-6" UP 1.5 1ST 102CLOSET 102 ELECT. 101 ELEV 1 ELEV 1 STAIR B STB STAIR A STA 5 SPACES 5 SPACES 5 SPACES 8 SPACES 11 SPACES 7 SPACES 9 SPACES 58 SPACES 6 SPACES 2 SPACES 3'-10"4'-0"4 A3.51 DECK DRAIN DECK DRAINS 8" CONCRETE WALL BELOW 24'-0" 5 A3.51124'-5"174'-5" 239'-2" 1 A2.51 4" DIAMETER BOLLARDS - 48" HIGH CONCRETE FILLED PIPE (TYPICAL)9'-0" CLEAR46'-0"48'-0"46'-0"34'-0" 4'-0" 16'-7"4'-0" 22'-0"4'-0"44'-0"4'-0"42'-0"4'-0"4'-0"2'-0"59'-10"60'-0"2'-7"4'-0"4'-0"4'-0"4'-0"DECK DRAIN 1 A3.01 3 A3.012 A3.31 10'-9 1/2"12'-0"39'-10"12'-0"4'-0" 4'-0" 4'-0"4'-0" 4'-0" 4'-0"2'-0"2'-0"4'-0"4'-0"2'-0"2'-0"EXPANSION JOINT 101SUMP PIT 46'-0"48'-0"46'-0"29'-10"18'-2"46'-0" 11.60 11.60 11.60 10.5 12.75 13.25 12.00 12.00 12.00 13.00 13.25 12.75 12.75 13.25 13.25 13.25 13.5 13.5 13.5 13.5 13.5 13.75 14.0014.25 14.25 13.75 13.70 17.00 1: 17.80 17.00 1: 20.285 13.5 13.5 17.00 13.00 13.25 13.1 12.30 18'-0" 4" DIAMETER BOLLARDS - 48" HIGH CONCRETE FILLED PIPE (TYPICAL) G6.5 GB.8 6 A3.51 ACTIVE EVSE (SINGLE) EVSE (DUAL) EVSE (DUAL) EVSE (DUAL) EVSE (DUAL) EVSE (DUAL) EVSE (SINGLE) ACTIVE TURN LANE-USE ARROW PER FDOT IDEX 711-001 TURN LANE-USE ARROW PER FDOT IDEX 711-001 12'-0"18'-0" PROP. HC PARKING (TYP.) PROP. WHEEL STOP (TYP.) 24'-2" TRENCH DRAIN - SEE PLUMBING TRENCH DRAIN - SEE PLUMBING EGG CRATE SUNSHADE 6" CLEAR ABOVE TRENCH DRAIN - SEE ELEVATIONS 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 5'-0"8"E Q E Q E QEQ EQ 8"8"5'-0"PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 CONC. WHEEL STOPS (TYPICAL) 24" x 24" STOP SIGN ON 8'-6" HIGH BOLLARD. BOTTOM OF SIGN AT 80" ABOVE DRIVE/ WALK. 2'-0" X 12'-0" STOP BAR SCALE: 1/8" = 1'-0" 1ST FLOOR PLAN - NOTED (24,269 S.F.) 440 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet G002 - Second Floor - Garage TV TV TV TV TVTV CLKCLKCLKCLKRD RD RD FECFECFECDN DN FEFEFE FEFEFEFEFE FE FE FE A2.012 A2.01 1 A2.02 1 A2.02 2 G7 GA GB GC GD 1 A3.51 2 A3.52 1 A3.52 3 A3.52 2 A3.51 3 A3.51 +17'-6"+10'-6" UP DUAL PORT EV CHARGING STATION PEDESTAL AND BOLLARDS (SEE ELECTRICAL) 1 A2.06 7 8 9 10 C A 7.1 7.4 B 7.9 9.3 9.6 GB.9 GA.9 GA.3 G6G4G3G2G1G5 DOWN 2.5 2ND TELECOM. 201 15 SPACES 11 SPACES 7 SPACES 9 SPACES 16 SPACES 11 SPACES 8 SPACES 9 SPACES UP 86 SPACES 4 A3.51 DECK DRAINS DECK DRAINS DECK DRAINS 5 A3.51 239'-2"124'-5"174'-5"116'-0"2 A3.01 4 A3.01 3 A3.31 EXPANSION JOINT 201 ELEV 1 ELEV 1 STAIR B STB STAIR A STA 7 A3.53 G6.5 GB.8 6 A3.51 EVSE (SINGLE) EVSE (DUAL) EVSE (DUAL) EVSE (DUAL) EVSE (DUAL) EVSE (DUAL) TURN LANE-USE ARROW PER FDOT IDEX 711-001 TURN LANE-USE ARROW PER FDOT IDEX 711-001 TURN LANE-USE ARROW PER FDOT IDEX 711-001 TURN LANE-USE ARROW PER FDOT IDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 SCALE: 1/8" = 1'-0" 2ND FLOOR PLAN - NOTED 07/14/23 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 08/09/23 441 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet G003 - Third Floor - Garage TV TV TV TV TVTV CLKCLKCLKCLKCLKCLKFECFECFEFEFE FEFEFE FEFEFE FE FE A2.012 A2.01 1 A2.02 1 A2.02 2 G7 GA GB GC GD 1 A3.51 2 A3.52 1 A3.52 3 A3.52 2 A3.51 3 A3.51 DOWN +17'-6"+24'-6" 1 A2.06 7 8 9 10 C A 7.1 7.4 B 7.9 9.3 9.6 GB.9 GA.9 GA.3 G6G4G3G2G1G5 DOWN 2.5 3RD ELEV. EQUIP. 301 15 SPACES 22 SPACES 5 SPACES 3 SPACES 9 SPACES 36 SPACES 4 A3.51 VEST. 300 5 A3.51 6"x 6" T.S. COL.116'-0"239'-2" 2 A3.53 1 A3.53 DOWNSPOUTS DECK DRAINS DECK DRAINS DECK DRAIN 5 A3.01 4 A3.31 EXPANSION JOINT 301 ELEV 1 ELEV 1 STAIR B STB 6 A3.53 7 A3.53 G6.5 GB.8 6 A3.51 EVSE (SINGLE) EVSE (DUAL) EVSE (DUAL) EVSE (DUAL) EVSE (DUAL) EVSE (DUAL) DOWNSPOUT TURN LANE-USE ARROW PER FDOT IDEX 711-001 TURN LANE-USE ARROW PER FDOT IDEX 711-001 TURN LANE-USE ARROW PER FDOT IDEX 711-001 TURN LANE-USE ARROW PER FDOT IDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 PAVEMENT STRIPING PER FDOT INDEX 711-001 SCALE: 1/8" = 1'-0" 3RD FLOOR PLAN - NOTED 07/14/23 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 08/09/23 442 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet G004 - Elevations - Garage MATCH PRECAST COLOR TO HOSPITAL EIFS COLOR 1 MATCH EIFS COLOR TO HOSPITAL EIFS COLOR 2 MATCH PRECAST COLOR TO HOSPITAL EIFS COLOR 3 PAINTED TO MATCH HOSPITAL EIFS COLOR 1 PAINTED TO MATCH HOSPITAL EIFS COLOR 3 EXTERIOR MATERIAL LEGEND 1ST FLOOR 0" 2ND FLOOR 10' - 6" G7 1 A3.51 2 A3.51 3 A3.51 3RD FLOOR 24' - 6" 1.5 3' - 6" 2.5 17' - 6" G6 G4 G3 G2 G1 G5 RAMP BEYOND 2 A3.53 FUTURE HOSPITAL BEYOND GARAGE ELEVATOR AND STAIR TOWER BEYOND ELEV PIT DEPTH -4' - 6" 6 A3.53 COLUMN BEYONDCOLUMN BEYOND8'-0" HEIGHT CHAINLINK FENCE WITH LOCKABLE GATE 7 A3.53 G6.5 - INTEGRAL RUB ON CMU (SEE SPECIFICATIONS) - INTEGRAL RUB ON CMU (SEE SPECIFICATIONS) FUTURE HOSPITAL BUILDING AND PROMENADE EGG CRATE SUNSHADE (SEE SPECIFICATIONS) SCALE: 1/8" = 1'-0"1 NORTH ELEVATION SCALE: 1/8" = 1'-0"2 EAST ELEVATION 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 05/05/2307/14/23 GARAGE OPENINGS 08/09/23 1ST FLOOR 0" 2ND FLOOR 16' - 0" 3RD FLOOR 30' - 8" ROOF T.O.S. 45' - 4" ELEV PIT DEPTH -4' - 0" A GB.9 GA.9 GA.3 5 A3.326 A3.32 EIFS COLOR 2 COPING TO MATCH EIFS COLOR 2 REVEALS 10'-0"41'-8"SCALE: 1/8" = 1'-0"3 EAST ELEVATION - GARAGE ARCADE 443 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet G005 - Elevations - Garage 05/05/2307/14/23 MATCH PRECAST COLOR TO HOSPITAL EIFS COLOR 1 MATCH EIFS COLOR TO HOSPITAL EIFS COLOR 2 MATCH PRECAST COLOR TO HOSPITAL EIFS COLOR 3 PAINTED TO MATCH HOSPITAL EIFS COLOR 1 PAINTED TO MATCH HOSPITAL EIFS COLOR 3 EXTERIOR MATERIAL LEGEND 1ST FLOOR 0" 2ND FLOOR 10' - 6" G7 1 A3.51 2 A3.51 3 A3.51 3RD FLOOR 24' - 6" 1.5 3' - 6" 2.5 17' - 6" G6 G4G3G2G1 G5 RAMP BEYOND 2 A3.53 2'-4"8'-2"2'-6"8'-0"ELEV PIT DEPTH -4' - 6" 6 A3.53 7 A3.53 G6.5 1ST FLOOR 0" 2ND FLOOR 10' - 6" GA GB GC GD 2 A3.52 1 A3.52 3 A3.52 3RD FLOOR 24' - 6" 1.5 3' - 6" 2.5 17' - 6" 1 A2.06 4 A3.51 ELEV PIT DEPTH -4' - 6" GB.8 - INTEGRAL RUB ON CMU (SEE SPECIFICATIONS) - INTEGRAL RUB ON CMU (SEE SPECIFICATIONS) FUTURE HOSPITAL BUILDING AND PROMENADE EGG CRATE SUNSHADE (SEE SPECIFICATIONS) SCALE: 1/8" = 1'-0"1 SOUTH ELEVATION SCALE: 1/8" = 1'-0"2 WEST ELEVATION 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" 0 2'4'8'16' GRAPHIC SCALE: 1/8" = 1'-0" Section Through Hospital Building in Foreground GARAGE OPENINGS 08/09/23 444 BAPTIST HEALTH REHABILITATION FACILITY South Miami, FL - 21136.00 - 05/05/23 Sheet G006 - 3D Views - Garage SCALE: 1 1 (FOR REFERENCE ONLY - NOT FOR CONSTRUCTION) SCALE: 2 2 (FOR REFERENCE ONLY - NOT FOR CONSTRUCTION 05/05/2307/14/23 Exterior Materials 310 China White 454 Stone Gray 132 Mountain Fog Dark Bronze DB Clear Class 1 C1 Aluminum Sunshade: Eggcrate System Dark Bronze Anodized Concrete Colors: Colors 1 through 3 08/09/23 445 446Cc l C CT -::J -,,: '.) I W C ,,, J_ :i (,-, +-' _, (l) .,:, G) ::'. ~ ' ,,-, ---_: '~ '" Q_ _, 0 u -tn J U l> ,-'.) u ,_, a:, -i'i ,:, L a, ·----; '.0 .:,:_ :::J "' ' -(i, -+:' ;J L'._ '.I> i"J -w '.J ::.,_ ,, ·=-; j) , __ , '' [C, ;-: r--, _, m i " fJ :=; (JI -\! _, ~ ~ 1? -::) a fl lL 2_ f-G -, r·--Ll·;, ~~:: ~, C ·_y, :J) ,.-., ·_, l'J -,, ,-, "' c-~ f-:_; 1,1 ~ w ' T C rn c_·, u ' V o V () _;:: -,, LJ '.0 I I I 1' lL :l ~ '.0 " "' I 1-' ,n -::J 1n _:) +-' ,-, I]) :1: ,f, " Q-: ,, q) V r ~ if! ' ,_, > 1) L.J _;__ >. ' iTI ::; ' PROJECT LOCATION MIAMI-DADE COUNTY I PROJECT TEAM OWNER ESA ARCHITECTURE 1033 DEMONBREUN STREET SUITE800, NASHVILLE, TN 37203 CONTACT: MATTHEW MANNING SURVEYOR PULICE LAND SURVEYORS, INC. 5381 NOB HILL ROAD SUNRISE, FLORIDA 33351 (954) 572-1777 CIVIL ENGINEER KIMLEY-HORN AND ASSOCIATES, INC. 8201 PETERS ROAD, SUITE 2200 PLANTATION, FLORIDA 33324 (954) 535-5100 CONTACT: CARLOS FLORIAN, PE. LANDSCAPE ARCHITECT KIMLEY-HORN AND ASSOCIATES, INC. 2 ALHAMBRA PLAZA, SUITE 500 CORAL GABLES, FLORIDA 33134 (305) 535-7775 CONTACT: MATTHEW WISNIEWSKI, PLA LANDSCAPE SET LOCATION NW CORNER OF SW 72 STREET AND SW 62ND AVENUE SOUTH MIAMI, FLORIDA 33143 j PROJECT LOCATION VICINITY MAP 1"=250' PREPARED BY: Kimley>>> Horn 2 ALHAMBRA PLAZA, SUITE 500, CORAL GABLES, FL 33134 PHONE: 305-673-2025 WWW.klMLEY-HORN.COM CA 00000696 Sheet List Table Sheet Number Sheet Title L000 COVER SHEET L001 AERIAL L100 TREE DISPOSITION PLAN L150 TREE DISPOSITION NOTES AND DETAILS L200 LANDSCAPE PLAN L201 LANDSCAPE LEGEND L250 LANDSCAPE SPECIFICATIONS L251 LANDSCAPE DETAILS SUnSllln~ U '-' ,:all 811 er ·~v.,.,_,urut.incBl i.com r.'.'o tull rn J h.,sin~ss cay~ h0fore drain,: ·o h,-·e ,rril,iec i, .!!. l~otds,1du.a,,d U _;__ Cm!ct>C1T"r,;i;oc,,ce>,,:;;,_r,,,,i,c"1>f' f---~ uO wO 7Q Oscj-n:: L() "-n <r: n I set "'o 1-w w I Cl) 0::: w > 0 0 Iz w Cl'.'. 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' .... ad ~ ■ t 8 ?;i =i f [§'~ g ~ ~ ~~ -a i @, ;,_ -ii~~~ ~ p .~ ~ f (/) I rf::i 0 --< 0 i'§ ~~ C'l :;o BAPTIST HEAL TH REHABILITATION PREPARED FOR ESA ARCHITECTURE SOUTH MIAMI •~-..._• FLORIDA en :;E O') I\.) z 0 ~ m z C m ' .. THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MICHELLE ANGELIA LATTE, P.L.A. LA6667514 ON DATE ADJACENT TO SEAL. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. SW 72ND STREET - - - - --- - - - - THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY MICHELLE ANGELIA LATTE LA6667514 ON THE DA TE ADJACENT TO THE SEAL. AERIAL KHA PROJECT \\\\\\11111////;!'. 0433540001 ~\\c.~?E. ARc,///,/., ~ ~ />J'l3:,_ '7/ '/'. DATE -:::::=~?fi5" '-'I ~1/ AUGUST 2023 2:J° ~ 41, ~ No LA6667514 Kimley >>> Horn SCALE AS SHOWN I DESIGNED BY ML 1% \ ~TATE ; t 'l. ~ ~ ½'1. .-t-l. OR IOI>-\\\'-: ////// 1l1..Lll\_ \ \\\ DRAWN BY ML, AG 08/09/23 CHECKED BY MW © 2023 KIMLEY-HORN AND ASSOCIATES, INC. 2 ALHAMBRA PLAZA, SUITE 500, CORAL GABLES, FL 33134 PHONE: 305-673-2025 WWW.KIMLEY-HORN.COM CA 00000696 • --- "Tl O -I Z ::U)>)>Q 0 -I :;,;:: -I s::►mm tlJZ·· S::►-n ► )> Cl) ;:u m 0 c:, -< rn o ::u :;o )> ~ ""CJ ...... -s:: )> oI S:: r (") "'►Z-(/) ( Hlt!ON N (") 1i3 G) m s:: OJ> r wm ►► r'l . ::u G) z o s:: m ,, r'l )> )> r'l .,.. --< -I "U 0 m - 0(/) No. REVISIONS DATE BY SYMBOLDESCRIPTIONTREE TO BE REMOVEDTREE DISPOSITION GRAPHIC LEGENDEXISTING TREENOT IN SCOPESYMBOLDESCRIPTIONPALM TO BE REMOVEDTREE #TREE #PALM #PROP. INPATIENTREHABILITATIONFACILITY(THREE STORIESAND PENTHOUSE)FFE=13.5'100,355 SFPROP. PARKINGGARAGE(THREESTORIES)FFE= 13.5'DUMPSTERENCLOSUREARCADEGENERATORENCLOSURE7 STORY PARKING GARAGE7 STORY BUILDING#6#5#4#3#2#7#13#14#8#9#1SW 62ND AVENUESUNSET ROADSW 72ND STREET #12#11#10#15BAPTIST HEALTH REHABILITATION PREPARED FOR ESA ARCHITECTURE TREE DISPOSITION PLANL100 ©LANDSC A P E ARCHI T E CTMICHE L L E ANGELIA L ATTEFLOR I D A No LA6667514 STATE OF NORTHNOTES:1.INFORMATION UTILIZED IN PREPARATION OF THE TREEDISPOSITION ASCERTAINED FROM AND RELIANT UPON THEBAPTIST HEALTH, SW 72ND STREET AND SW 62ND AVENUEBOUNDARY SURVEY PREPARED BY PULICE LAND SURVEYORS,INC. DATED 7/30/2021.3.ALL EXISTING TREE RESOURCES OUTSIDE SCOPE OF WORKAREA SHALL REMAIN AND BE PROTECTED.4.OFFSITE TREE IN PROXIMITY TO THE PROPERTY LINE HAS ACANOPY AND CRITICAL ROOT ZONE THAT EXTENDS INTO THEPROJECT LIMITS OF WORK AND WILL BE IMPACTED BYPROPOSED DEVELOPMENT. TREE FAILURE MAY OCCUR.5.CONTRACTOR SHALL VERIFY IN THE FIELD WITH ARBORISTPRESENT THE CRITICAL ROOT ZONE OF EXISTING TREESRELATIVE TO PROPOSED CONSTRUCTION. CONTRACTOR SHALLHAND DIG ONLY ADJACENT TO CRITICAL ROOT ZONES.CONTRACTOR SHALL COORDINATE WITH ADJACENT PROPERTYOWNER FOR ANY REMOVALS AND OR MITIGATION THAT MAY BENECESSARY.6.STRUCTURAL PUNNING OF CANOPY MAY BE REQUIRED.CONTRACTOR SHALL ENGAGE ARBORIST TO DETERMINE.7.THERE ARE TREES ON ADJACENT PROPERTY WITH THEIRCANOPY LEANING INTO THE SITE. OWNER FROM NEIGHBORPROPERTY TO REMOVE OR TRIM THESE TREES INCOORDINATION WITH CITY AND REGULATIONS AND ASDIRECTED BY CITY. PLEASE SEE IMAGE BELOW.448 4497 Cc C) _, ,,, w :J n ' 7 :1> (I) c:: Q_ c..J tJ ') u --:::, ,-, --0 D 0 ' ,I, l> '.) ~ :;; '-'',I "ii ' c; ;p (i• ~ "fJ :l Q, L -"fJ ~ -::, ~ , ,, Ll. '.0 'J :::J w 1) ,:__-, CJ '~' .,, ' ::.,_ L(_', 1, ~-., , "' ' cu ;-: 0 _, D L (]) J "[J :::J --; C ·1 :, ' f-:1: 'J "' C ('.J CJ ,_, :J) -., -(J, "' 0 V CT " ' ~ '.I) w LJ =' LJ '0 ij) '.) 1,1 JJ f-:, 0 () ,, LJ '.0 I I I ·v LL :l ,· ·1 ·0 f-'-' [l_ '..) 11 I JJ +-' ,-, I]) 'I> ,f, '-' > 1) LJ :'.::; a 0 '.::"' " E 0 ~ TREE REMOVAL AND TREE TO REMAIN PRUNING SPECIFICATIONS PART 1 -EXPLANATION OF NATURAL RESOURCE PRESERVATION PROCEDURES The sequence of operation is critical to the protection of the trees. A. Tree canopy pruning is to compensate for root loss and damage. B. Fertilization is to stimulate root systems to heal quickly and grow back in root-pruned areas. It also produces faster availability of food to a root system that is less efficient due to the damage incurred. C. Root pruning is to remove the roots with a trenching procedure that is less damaging to the roots than regular construction. PART 2 -DEFINITIONS A. Natural Resource -Existing trees or palms. B. Critical Root Zone -The mass of roots suM"Ounding a tree that is required by lhe tree to live. The critical root 2one is onen much larger than the canopy. The critical root zone for each tree or palm within the project limits to be detemiined by the Contractor's Certified Arborist. C. DBH -Diameter Breast High -Indicates the location on the trunk, approximately 4.5' above ground, to measure the diameter of a tree D. Grade -The grade of a tree refers to the overall health and appearance of the tree. The grades range from •A" being excellent to •D" being hazardous. E. Preserued Trees -Trees that are to be saved/remain in place. F. Owner's Representative-A representative, hired and paid for by the owner, that supervises the construction of the procedures shown on the tree disposition plans. G. Protection Zones/Areas-Any area enclosed partially or completely by a tree protector barrier/fence H. Contractor's Certified Arboris1 -an independent ISA Certified Arborist, hired and paid for by the contractor, that supervises the construction of the procedures shown on the tree disposition plans. PART 3-PRODUCTS FOR TREE TREATMENT Every effort shall be made to utilize chemicals of an organic or biodegradable nature in order to offer the leas1 impact to the natural environment Contractor is responsible for mixing, applying, and disposal of all chemicals in accordance with strict adherence to manufacturer's directions, unless otherwise directed in these drawings. Refer to •Part 4B" below. A. Chemical Treatments. 1. Recommended Fertilizer: a. "XL lnjecto Feed", product of Doggett Corp., Lebanon, New Jersey (908) 236-6335. Apply a 12124/24 ratio with a dilution rate 1/3 more water than specified on bag. 2. Recommended Wetting Agent: a. "APSA-80", product of Amway Corp. (800) 253-7088. 3. Mycorrhlzal Treatment: a. Plant Health Care, Inc. (800) 421-9051. Products of the same type from other sources shall not be excluded, provided they possess like physlcal and functlonal characteristics and are approved by the Project Landscape Architect. B. Insecticide Treatments. 1. "Astro", a product of FMC Corporation. (800) 321-1362. C. Tree Protector Barrier Material. 1. Six (6) foot tall orange vinyl mesh construction fence supported by eight (B} foot tall metal T-Bar Posts and Post Caps. 2. The tree protector barrier shall have a t'vVO (2) foot by two (2) foot ''tree protection zone" sign affixed to the fence every twenty (20) feet placed in such a manner to be clearly visible to the construction workers. The sign must be made up of weather resistant material. 3. The eight (8) foot tall metal T-Bar Post and Post Cap shall be placed a maximum of six (6) foot in1ervals. PART 4 -EXECUTION A. Tree Canopy/Root Pruning Operation 1. Trees to be pruned shall Include only trees affected by construction or as designated on the tree disposition list. This item is to be coordinated by the Contractor's Certified Arborist with the Owner's Representative. 2. All pruning shall be done in accordance with ANSI A300 (Part 1) Pruning. 3. The Contractor's Certified Arborlst must be present during all pruning operations. 4. Pruning shall consist of the following methods: a. Cleaning b. Interfering branch removal. c Raising d. Root pruning. B. Fertilization Operation 1. Only trees affected by construction (canopy and/or root pruning} shall be fertilized. 2. Trees specified to receive fertilizer shall be treated during the time of year as recommended by the Contractor's Certified Arborist a. Mix fertilizer with a dilution rate 1/3 more water than label instructions into a tank with agitation capability (15Ibs. = 133 Gallons). b. Mix Wetting Agent at a rate of 5 oz. Per 100 gallons of fertilizer solution into same tank with fertilizer. Agitate mix c, Inject the mixture with a hydraulic injection system set at 100 to 150 p.s.i. for sandy soils, 200 p.s.i. for silt/clay soils, into the Lipper 6-12 inches of soil with a soil probe. Inject at the rate of one third (1/3) gallon at each Injection site. d. Critical Root Zone areas shall be injected, where possible, in the Critical Root Zone area plus 2' beyond Critical Root Zone, but net beyond Root Prunes. e. Fertilizer shall be installed prior to installation of any aeration systems (if applicable). AT THE REQUEST OF THE OWNER'S REPRESENTATIVE, EMPTY PRODUCT BAGS TO BE RETURNED TO THE OWNER'S REPRESENTATIVE FOR PROOF OF USE. 3. Injectable Fertilizer Treatment. a. Mix fertilizer with a dilution rate 1/3 more water than label instructions into a tank with agitation capablll1y (15Ibs. = 133 Gallons). b. Mix Wetting Agent at a rate of 5 oz. Per 100 gallons of fertilizer solution into same tank with fertilizer. Agitate mix. c Inject the mixture with a hydraulic Injection system set at 100 to 150 p.s.l. for sandy soils, 200 p.s.i. for silt/clay soils, into the Lipper 6-12 inches of soil with a soil probe. Inject at the rate of one third (1/3) gallon at each injection site. EMPTY PRODUCT BAGS TO BE STOCKPILED FOR INSPECTION BY OWNER'S REPRESENTATIVE PRIOR TD DISPOSAL. 4. lnorulant & Biostimulant. a. Use one 3 oz. Packet of MycorTree Tree Saver Transplant Mycorrhizal Transplant lnoculant for every one (1)foot diameter of root ball. Mix inoculant in 10• wide topsoil ring around the root ball. b. Mix one 4 oz. Bag of MycorTree Tree Saver Injectable Myc:orrhizal lnoculant and 4 packs (to equal 1 pound) PHC BioPack per 100 gallons of water. c Agitate for 10 minutes. d. Inject the mixture with a hydraulic injection sys1em set at 100 to 150 p.s.i. for sandy soils, 200 p.s.i. for siH/clay soils, into the upper 6-12 inches of soil with a soil probe. Inject at the rate of one third (1/3) gallon at each injection site. See transplant details on this sheet for injection locations. EMPTY PRODUCT BAGS TD BE STOCKPILED FOR INSPECTION BY OWNER'S REPRESENTATIVE PRIOR TD DISPOSAL. C. Insecticide Operation 1. Apply "Astra• as a toplcal solutlon as directed by the Contractor's Certified Arborlst. Notify Owner's Representative if an infestation is noticed. Apply around base of trunk to soil line, trunk and any limb 1/3 the size of the trunk to 25'-30' high, Insure complete coverage. Reapply ·Astra" 2-3 months after lnltlal appllcatlon utlllzlng same procedure. 2. Follow all manufacturers' recommendations concerning application when applying "Astra•. Read all warning labels. Any pets, as well as, the pets food and water bowls should be removed from the area and any swimming pools should be covered (if applicable). 3. Contractor shall ensure no mixing of chemicals occurs without protective measures to prevent spillage and potential contamination of soils. D. Root Pruning Trenching Operation 1. Trenching locatlons shall be approved In the field by the Owner's Representative and the Contractor's Certified Arborlst. 2. Trenching equipment that will tum at high RPM's is preferred. Trenching equipment is to be used to perform all root pruning operations. A minimum depth of three feet Is required or as determined by Contractor's Certified Arbortst. Clean cut roo1s In 1rench on 1ree side with s1erile equipment, loopers, or chain saw after trenching is complete. 3. The trench shall be backfilled and compacted immediately, as directed by the Contractor's Certified Arborist. 4. Phased root pruning timeframes vary by species. Contractor's certified arborist shall direct pruning schedule. E. Tree Protector Barrier 1. See details this sheet. 2. Tree Protector Barrier is to be placed by the Contractor around each tree to remain as directed by the Contractor's Certified Arborist. F. Tree Removals 1. Contractor shall remove and discard all trees shown as "Remove~ on the Tree Disposition Plan and the Tree Disposition List. All trees shown to be removed shall be felled with a chain saw and stump ground 6" below surface. Any tree shown to be removed and is in an area where compaction is critical, the tree shall be felled with a chain saw and stump removed by the Contractor. Care must be taken not to damage the existing trees marked to remain. 2. If Tree Protector Barrier is damaged, repair is to be performed immediately. Care must be taken not to damage the trees to remain. PART 5 -PENAL TIES A. Repair of Damaged Trees To Remain 1. If any damage to trees to remain or other natural resources should occur by accident or negligence during the construction period, the Owner's Representative shall appraise the damage and make recommendations to the Owner for repair by the Contractor, at the Contractor's expense. 2. If any tree that is designated to remain is deemed substantially damaged or dead due to construction damage, at the sole discretion of the Owner's Representative, the following penalties will apply: a. Trees 1" -12" of trunk diameter, measured at 1' from the ground will be valued at $300.00 per diameter inch. b. Trees 13" and above of trunk diameter measured at 4.5' from the ground will be valued at $400.00 per diameter inctl. c. If any tree designated to remain is removed from the site without permission of the owner's Representative, the penalty will be $600.00 per inch. B. Repair of Damaged Tree Protector Barrier 1. If any damage to the Tree Protector Barrier should occur by accident or negligence, the Contractor will be responsible for immediate repairs of the initial damage. Fines will be imposed as follows: a. First time offense, a fine of $200.00 will be imposed. b. In the event the fence is not repaired within 24 hours to the Owner's Representative's satisfaction, an additional fine of $100.00 per day will be imposed, until the fence is satisfactorily repaired. c. In the event a natural resource is damaged due to a Tree Protector Barrier being down, a fine of $200.00 plus the cost of repair or replacement of the natural resource as appraised by the Owner's Representative will be imposed. d Contractor shall also bear the cost of any fines, bonded tree values, attomey fees, expenses incurred by project delays, etc., as determined by the county and local municipality for unauthorized tree removal. PART 6-NATURAL RESOURCE PROTECTION SEQUENCE A. The sequence of tree treatment and preservation measures shall be: 1. Contractor shall submit a staging/access plan provided to Contractor's Certified Arborlst for written approval prior to commencement. 2. Tree Protector Barrier 3. Root Pruning and Root Ban'iers 4. Clearing and Grading 5. Tree Pruning 6. Fertilization 7. Insecticide B. Contractor's Surveyor shall stake all site improvements in order to facilitate accurate location of trenching and fencing operations. C. Contractor's Certified Arborist to determine the location of the Tree Protector Barrier around each tree to remain based on his/her analysis of each existing tree to remain that Is adjacent to construction Improvements such as utlllty Installation, pavement addition and/or restoration, etc. D. Contractor shall maintain and repair the Tree Protector Barrier during sne oonstruc'llon operations. E. Contractor's access to the fenced tree protection areas will be permitted only with approval of Owner's Representative and Contractor's Certified Arborist's written directive. F. Contractor shall perfom, any excavation or grading required within the fenced root zone areas by hand. This operation is to be done under the direct superuision of the Contractor's Certified Arborist and the owner's Representative. G. Contractor to limit required grading within the fenced tree protection areas to a maximum of 3" cut or fill of the tree critical root zone areas. All grading to be supervised by the Contractor's Certified Arborist and the Owner's Representative. H. Contractor shall clear by hand trees designated to be removed within critical root zone areas of the trees to remain. I. Contractor shall not install conduit, sprinklers, or any utility line in any critical root zone areas without the approval of the Contractor's Certified Arborist and Owner's Representative. PART 7-IRRIGATION Contractor shall water the trees that have bean pruned (canopy and/or root) as shown below. Water all pruned trees immediately after pruning. Contractor shall water by hand. If a potable water source is not available on-site or if it is not in working condition, then the Contractor will be responsible for providing the water and water source at his/her own expense. A. Hand Watering Schedule Use the following watering schedule: 1. Contractor shall water all newly (canopy and root) pruned trees: (3) three times a week for the first three months (2) two times a week for months four and five (1) one time a week for month six 2. Contractor shall consult his/her Certified Arborist for watering requirements for the trees that have been canopy and/or root pruned. B. Per direction of 1 and 2, Contractor shall proceed with the more stringent watering schedule. 3. Contractor shall remove and haul away from the job site all wood generated from tree removals, including stumps, the same day the removal happens. 4. Bum pits are not allowed. SEQUENCE 1. INSTALL PROTECTION FENCING. 2. PERFORM N-JY ROOT PRUNING 3. BREAK OR CUT CURB A 6' SECTION OF CURB. 4. CAREFULLY ROTATE CURB SECTION AWAY FROM ROOTS. 5. COORDINATE ALL DEMOLITION OPERATIONS w/ PROJECT URBAN FORESTER 6. INSTALL NEW BACKFILL OR SIDEWALK/CURB. BACKHOE,TRACKHOE OR SIMILAR EQUIPMENT ALL DEMOLITION DURES SHALL OCCUR O THE PROTECTION AR RDINATE WITH PROJECT RESTER 0 DEMOLITION PROCEDURE -CURB ROTATE CURB AWAY FROM TREE PLAN SEQUENCE PROTECTION FENCE SEE PLAN PROTECTION AREA ROOTS NTS BACKHOE, TRACKHOE, SIMILAR EQUIPMENT,/ OR HAND EXCAVATED PER CONTRACTOR'S CERTIFIED ARBORIST DIRECTIVE 1, CONTRACTOR SHALL SUBMIT A STAGING/ACCESS PLAN PROVIDED TO CONTRACTOR'S CERTIFIED ARBORIST FOR WRITTEN APPROVAL PRIOR TO COMMENCEMENT. 2. INSTALL PROTECTION FENCING, 3. PERFORM ANY ROOT PRUNING. 4. CONTRACTOR'S LICENSED ISA CERTIFIED ARBORIST SHALL BE PRESENT DURING COMPLETE OPERATION, 5. CAREFULLY HAND EXCAVATE PAVING TO SUBGRADE. 6. INVESTIGATE TO DETERMINE LOCATION AND SIZE OF ROOT SYSTEM, 7. LOSSEN SOIL IF NO LARGE ROOTS ARE PRESENT, 7. HAND EXCAVATE WITHIN CRITICAL ROOT ZONE. TREE PROTECTOR BARRIER ALL DEMOLITION PROCEDURES WITHIN THE TREE PROTECTOR BARRI ER SHALL BE DONE UNDER THE DIRECT SUPERVISION OF THE CONTRACTOR'S LICENSED ISA CERTIFIED ARBORIST, ROOTS ® DEMOLITION PROCEDURE -PAVEMENT PROTECTION AREA NTS TREE PROTECTION AND SUPPORT IT IS CRITICAL TO EXISTING TREE SURVIVAi. TO f"ROVIDE PROTECTION DURING CONSTRUCTION. THIS DETAIL CAN BE USED AROUND ONE OR MORE TREES AND WILL PROVIDE PROTECTION FROM CONSTRUCTION EQUIPMENT l OVERALL DlcJ"NSION 1D PROTECT ROOTS DRIP LINE 4" x 4"' PRE:SSURE rREATED '0INE POSTS 6"x6"x6" WIR':: ME:SH ATTACI-ED TO EACH 4"x4" NOTE, BARR.IER TO FOR"1 CONTINUOUS CIRCLE AROUflD THE TREE GR GROUP OF TREES / I I / / / / 1/ / / I / / I 0 WIRE MESH BARRIER DETAIL 0 0 WOOD BI\RRIER DETAIL PLAN ° 70 ROOr BOUNDARY TO BE PROTECTED 4" x 4" PRESSURE TR.EATED PINE POSTS TREE TRUNK 2"x6" PR.ESSURE TR[AT[D mK FRAMING STUDS CR 6" x e,n x 6" WIRE "1ESl-~JAII.FD ro POSIS _j <( w "' : ; CD TREE PROTECTION FENCE "'""''~~::::~m"'°'"" rn J h.1Sin~ss cay~ h0fore drain,: ·o h,-·e ,rril,iec i, .!!. l~otds,1du-.,i,,-,J U C/'w:l)(.1T"f"l'Of:smd,:;O,.for,i,c"1>f' C: ._ 0 :c ~ ~ ~ E ·-~ "\\\\\ ~ '<--"i ~ ""' :'(I"-~'"t-~ ~ ----<:., ~ "' ----Q:: ,._ "'f ~ uJ :3 ::::~~ 0 ~ vtr. "' z ~ (7, ,v ~1'tt,7 '//11111 n f---~ N uO 0 wO 7Q N Oscj-w f---f---Q:'. 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"C "C rn :u il r ~ rn s: rn ~ "ti ' ;o z Oo "ti -I 0 ;o en m rn rn ~ (/) 8 () I ~ en 0 "C ~ r r C s: 0 r < "Tl 0 :u s: rn --~ z r ~ "Tl ~ () 0 z 0 ~ :u "C C en rn ~ ~ C en ;;; :u en rn :u () rn C "l --en ~ ;o OJ C :::j 0 z ~ 0 0 CD en CD C ill rn ~ en s: ;I; C ~ --G) C s: CD 0 r s: CD 0 -~ -"' 1?~ •;~~ THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MICHELLE ANGELIA LATTE, P.L.A. LA6667514 ON DATE ADJACENT TO SEAL. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY MICHELLE ANGELIA LATTE LA6667514 ON THE DA TE ADJACENT TO THE SEAL. LANDSCAPE PLAN KHA PROJECT \\\\\\11111////;!'. 0433540001 ~\\c.~?E. ARc,///,/,, ~ ~ ~ 'l/ '/'. DATE -:::::=~?fi5" l,i ~1/ AUGUST 2023 2:J° ~ 41, ~ No LA6667514 SCALE AS SHOWN I DESIGNED BY ML 1% \ ~TATE ; t 'l. ~ ~ ½'1. ,t-l. OR IOI>-\\\'-: ////// Ll1lll\, \ \\\ DRAWN BY ML, AG 08/09/23 CHECKED BY MW Kimley >>> Horn © 2023 KIMLEY-HORN AND ASSOCIATES, INC, 2 ALHAMBRA PLAZA, SUITE 500, CORAL GABLES, FL 33134 PHONE: 305-673-2025 WWW,KIMLEY-HORN.COM CA 00000696 ~ (/) G) J: -I l><l ~; it --l :u rn rn en 8 0 rn OJ 0 ~ ~ --8 s: s: 0 z z )> s: rn No. ::;! -I ;o > z G) r rn ~ t ;,;; m -< "U ► z -I (J) () I m 0 C r m 0 0 I_ I;; ~~. 1r I 0 il I I' T I! I '0 l I : I I I f I I I Ii I I I o l I I I I ~ I : f1 'I I I 'I ~ I I I I ~ ,1 I ,1 ,, ,1 ~ r,t I If I I I 0 li I ,I I ,I ~· ,1 ,, 1' ,, " .. I I. 'I I, 'I ¥ ,I :1 : i fi I ,, I ,, ~'. 'I I 'I I, r:t li :1 I I l ,, I ,, I I ~ I I I I I I I I 1t I .. I :i I fl I I I' I I I' ~I I I I I ,, I f; ,_J I , I 11 0 c:, :;o )> ~ "C oI (") (/) "'(") Ol> r r'l z .,, r'l r'l ,,. --l 0 REVISIONS Hlt!ON --k- DATE BY 451, 7 , Cc --" 7 ,l ::,_ 7 1,1 -::J [l_ '.) a:, ::; ,-1 '.) u ') () J ~~ D C ~ u ' -(i, ') ,, Q_ '.0 ~ Ti =-· ;J 1 .,, ' ::.,_ -J ]> ,~, , C ,, C -· Q) J ~ =::; --; C ' 7 ., [ :1: 'J "' a V "' () .,, LJ '.0 I I I 1' ~ l I__! ·0 ' ,, "' J_) n -::J f-'--' [l__ '.) I I JJ ,-, I]) ·i, ,, n '.." 1) LJ . V n '.::"' -,, _) 1.) iTI ::; ·., u ·_, rn J ~ ,, .!!. u ~ PLANT SCHEDULE TREES 0 0 0 0 0 0 0 SHRUBS 0 0 0 SHRUB AREAS ~ > + + + + + + + + + + + GROUND COVERS • CODE BS CE co MC PA PR TC CODE Cl cs CS2 CODE CM CN FG NE TD CODE AG MS QTY 9 3 4 15 14 8 2 QTY 211 130 25 QTY 376 312 492 756 250 QTY 14,143 375 BOTANICAL NAME COMMON NAME BURSERA SIMARUBA GUMBO LIMBO CONOCARPUS ERECTUS VAR 'SERICEUS' SILVER BUTTONWOOD CHRYSOPHYLLUM OLIVIFORME SATIN LEAF MYRCIANTHES FRAGRANS SIMPSON'S STOPPER POLYALTHIA LONGIFOLIA MAST TREE PIMENTA RACEMOSA BAY RUM TREE TAB EU IA CARAIBA YELLOW TRUMPET TREE BOTANICAL NAME COMMON NAME CHRYSOBALANUS ICACO 'RED TIP' RED TIP COCOPLUM CLUSIA GUTTIFERA SMALL LEAF CLUSIA CLUSIA GUTTIFERA SMALL LEAF CLUSIA BOTANICAL NAME COMMON NAME CARISSA MACROCARPA EMERALD BLANKET CLUSIA ROSEA 'NANA' DWARF PITCH APPLE FICUS MICROCARPA 'GREEN ISLAND' GREEN ISLAND FICUS NEPHROLEPIS EXALTATA SWORD FERN TRIPSACUM FLORIDANA DWARF FAKAHATCHEE GRASS BOTANICAL NAME COMMON NAME ARACHIS GLABRATA PERENNIAL PEANUT MICROSORUM SCOLOPENDRUM WART FERN CONT DBH FG 2" DBH MIN. FG 2" DBH MIN. FG 2" DBH MIN. CONT. 1.5" DBH MIN. FG 2" DBH MIN. FG 2" DBH MIN. FG 2" CONT SPACING CONT. 24"0.C. CONT. 24"0.C. CONT 36"0C CONT SPACING CONT. 18" oc CONT 18" o.c. CONT. 24"0.C. CONT. 24"0.C. CONT. 24"0.C. CONT SPACING CONT. 6"0.C. CONT. 18" oc SIZE 12· HT MIN 12· HT MIN 12" HT. MIN. 10' HT MIN 12" HT. MIN. 12· HT MIN 12· HT MIN SIZE 2· HT. 2· HT. 36" HTMIN SIZE 18" HT. 18" HT. 24" HT 24" HT. MIN. 24" HT. MIN. SIZE 6" HT. 15" HT. NATIVE YES YES YES YES NO YES NO NATIVE YES YES YES NATIVE NO YES NO YES YES NATIVE NO YES LANDSCAPE LEGEND Zoning District: TODD-MUS Net Lot Area: 105,679 square feet 2.42 acres OPEN SPACE A. Square feet of open space required, as indicated on site plan: Net lot area = 105,679 s.f. x 20% = B. Square feet of parking lot open space required by Chapter 18A, as indicated on site plan: The number of parking spaces 23 x 10 s.f. per parking space = Total square feet of landscaped open space required by Chapter 33 =A+ B = LAWN AREA CALCULATION Total square feet of landscaped open space required = Maximum lawn area permitted= 20% x required landscape open space= TREES A. The number of trees required per net lot acre, less the existing number of trees that meet minimum requirements = 22 trees x net lot acreage = Min. trees required 54 -total number of existing trees __Q__ = B. 30% palm trees allowed (two palms= one tree) Palms provided = C. Percentage of native site trees required Total number of site trees provided x 50% = D. Street trees (max. average spacing of 35' O.C.)(Palms at 25' O.C.): N/A linear feet along street divided by 35 = E. Street trees located directly beneath power lines (max. avg. spacing of 25' O.C.): N/A linear feet along street divided by 25 = F. Percentage of native stree trees required Total number of street trees provided x 50% = Total number of trees provided: required site trees+ street trees= SHRUBS C. The total number of trees required x 10 = the number of shrubs required D. The number of shrubs required x 50% = the number of native shrubs required IRRIGATION AUTO IRRIGATION TO BE PROVIDED AT BUILDING PERMIT LEVEL DRAWINGS. LANDSCAPE I PLANTING GENERAL NOTES: REQUIRED N/A N/A N/A N/A 3.309 SF 54 trees 16 "trees" 27 trees N/A N/A N/A 54 trees 540 shrubs 270 shrubs PROVIDED 16,543 SF 230 SF 16,543 SF 16,543 SF 0 SF --55 trees O "trees" 39 trees N/A (NOT APPLICABLE DUE TO PROPOSED COLONNADE) N/A (NOT APPLICABLE DUE TO PROPOSED COLONNADE) NIA (NOT APPLICABLE DUE TO PROPOSED COLONNADE) 55 trees 2,552 shrubs 1,684 shrubs 1. CONTRACTOR SHALL REFER TO THE LANDSCAPE PLANTING DETAILS, PLANT LIST, GENERAL NOTES AND ALL CONTRACT DOCUMENTS FOR FURTHER AND COMPLETE INSTRUCTIONS. 2. PLANT LIST QUANTITIES ARE PROVIDED FOR CONVENIENCE IN THE EVENT OF QUANTITY DISCREPANCIES, THE DRAWING SHALL TAKE PRECEDENCE. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE ARCHITECT. 3. ANY SUBSTITUTION IN SIZE AND/OR PLANT MATERIAL SHALL BE APPROVED BY THE LANDSCAPE ARCHITECT IN WRITING. ALL PLANTS WILL BE SUBJECT TO APPROVAL BY LANDSCAPE ARCHITECT AND/OR OWNER'S REPRESENTATIVE BEFORE PLANTING CAN CAN BEGIN. 4. CONTRACTOR SHALL FIELD ADJUST LOCATION OF PLANT MATERIAL AS NECESSARY TO AVOID DAMAGE TO ALL EXISTING UNDERGROUND UTILITIES AND/OR EXISTING ABOVE GROUND ELEMENTS. ALL CHANGES REQUIRED SHALL BE COMPLETED AT THE CONTRACTOR'S EXPENSE AND SHALL BE COORDINATED WITH THE OWNER'S REPRESENTATIVE AND THE LANDSCAPE ARCHITECT. 5. THE CONTRACTOR SHALL BEAR ALL COSTS OF TESTING OF SOILS, AMENDMENTS, ETC ... ASSOCIATED WITH THE WORK AND INCLUDED IN THE SPECIFICATIONS. 6. CONTRACTOR SHALL FAMILIARIZE HIM/HERSELF WITH THE LIMITS OF WORK AND EXISTING CONDITIONS AND VERIFY ALL INFORMATION. IF DISCREPANCIES EXIST.CONTRACTOR SHALL NOTIFY OWNER'S REPRESENTATIVE IN WRITING WITHIN SEVEN (7) CALENDAR DAYS OF NOTICE TO PROCEED. 7. SUBMIT PRODUCT DATA FOR FERTILIZER, MULCH, AND SOIL AMENDMENTS 8. PLANT MATERIAL SHALL NOT BE PLANTED INTO ROOT BALLS OF TREES AND PALMS. 9. THE SITE SHALL BE IRRIGATED WITH A FULLY AUTOMATIC, UNDERGROUND IRRIGATION SYSTEM PROVIDING 100% COVERAGE WITH 50% OVERLAP ON OVERHEAD SPRAY/ROTARY/ROTOR HEADS. THE SYSTEM WILL BE CONTROLLED BY AN INTELLIGENT CONTROLLER THAT FACTORS EVAPO-TRANSPIRATION RATE AND OTHER ENVIRONMENTAL FACTORS TO AUTOMATICALLY ADJUST THE CLOCK AND SCHEDULE. THE SYSTEM WILL ALSO FEATURE A RAIN SENSOR TO OVERRIDE THE IRRIGATION SYSTEM WHEN ADEQUATE RAINFALL OCCURS. 10. ALL PLANTING SPECIFICATIONS IN THE PLANT SCHEDULE SHALL BE CONSIDERED THE MINIMUM ALLOWABLE SPECIFICATIONS. CONTRACTOR SHALL PROCURE PLANT MATERIALS AND UPSIZE AS NECESSARY TO MEET THE MOST STRINGENT SPECIFICATION. 11. LANDSCAPE ARCHITECT RESERVES THE RIGHT TO FIELD ADJUST ALL PLANT MATERIAL. 12. SOD SHALL BE INSTALLED IN ALL AREAS NOT OTHERWISE COVERED BY BUILDING, PAVING, SIDEWALK, OR OTHER LANDSCAPING . 13. ALL TREES SHALL BE PLACED A MINIMUM OF FOUR (4) FEET FROM UNDERGROUND UTILITIES. 14. LANDSCAPING SHALL BE MAINTAINED BELOW 30" HT AND TREES PROPERLY TRIMMED TO MAINTAIN CLEAR VISIBILITY AT ALL SIGHT VISIBILITY TRIANGLES. VEGETATION SHALL BE TRIMMED SO THAT NO FOLIAGE OR LIMBS EXTEND INTO REQUIRED VISIBILITY AREA 15. ALL SHADE TREES INSTALLED WITHIN SIX (6) FEET OF PUBLIC INFRASTRUCTURE SHALL UTILIZE A ROOT BARRIER SYSTEM. 16. ALL VISUAL BUFFER OR HEDGE PLANTING SHALL BE MAINTAINED AS A CONTINUOUS, UNBROKEN, AND SOLID VISUAL SCREEN WITHIN A MAXIMUM OF ONE (1) YEAR AFTER TIME OF PLANTING. SUnSllln~ _j <( w "' ,:all 811 er ·~v.,.,_,urut.incBl i.com r.'.'o tull h.1Sin~ss cay~ h0fore drain,: ·o h,-·e ,rril,iec l~otd 0,1d "'°' ,-,J U:W:l)(.1T"'"""r:,md,:; o,_,.,,,i,c"1>f' C: ._ 0 :c ~ ~ ~ E ·-~ .,. n n n u _J Z"-co -. 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" co ;-: G :, T '---:::; ,, T 0 0 o a ' fl 7 , l C () _) I, l 0 Cl' -, V' :, L! fl w '.) Q_ V ;: '1) V _) _;:: ,, LJ '.0 I I I 1' ~ l I__! ·0 ' ,, "' 1) -, 7 f-'--' [l__ '.) ,_, "· 1) c:, . V 0 '.)> C iTI ::; ·., u ,_, a·, J -,, .!!. u ~ GENERAL LANDSCAPE SPECIFICATIONS AND NOTES A. SCOPE OF WORK 1. THE WORK CONSISTS OF: FURNISHING ALL LABOR. MATERIALS. EQUIPMENT, TOOLS, TRANSPORTATION, AND ANY OTHER APPURTENANCES NECESSARY FOR THE COMPLETION OF THIS PROJECT AS SHOWN ON THE DRAWINGS, AS INCLUDED IN THE PLANT LIST, AND AS HEREIN SPECIFIED. 2. WORK SHALL INCLUDE MAINTENANCE AND WATERING OF ALL CONTRACT PLANTING AREAS UNTIL CERTIFICATION OF ACCEPTABILITY BY THE OWNER. B. PROTECTION OF EXISTING STRUCTURES 1. ALL EXISTING BUILDINGS, WALKS, WALLS, PAVING, PIPING, OTHER SITE CONSTRUCTION ITEMS, AND PLANTING ALREADY COMPLETED OR ESTABLISHED SHALL BE PROTECTED FROM DAMAGE BY THE CONTRACTOR UNLESS OTHERWISE SPECIFIED. ALL DAMAGE RESULTING FROM NEGLIGENCE SHALL BE REPAIRED OR REPLACED TO THE SATISFACTION OF THE OWNER, AT NO COST TO THE OWNER. C. PROTECTION OF EXISTING PLANT MATERIALS OUTSIDE LIMIT OF WORK 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL UNAUTHORIZED CUTTING OR DAMAGE TO TREES AND SHRUBS EXISTING OR OTHERWISE, CAUSED BY CARELESS EQUIPMENT OPERATION, MATERIAL STOCKPILING, ETC. THIS SHALL INCLUDE COMPACTION BY DRIVING OR PARKING INSIDE THE DRIP-LINE AND SPILLING OIL, GASOLINE, OR OTHER DELETERIOUS MATERIALS WITHIN THE DRIP-LINE. NO MATERIALS SHALL BE BURNED WHERE HEAT WILL DAMAGE ANY PLANT. EXISTING TREES KILLED OR DAMAGED SO THAT THEY ARE MISSHAPEN ANDI OR UNSIGHTLY SHALL BE REPLACED AT THE COST TO THE CONTRACTOR OF ONE HUNDRED DOLLARS ($100) PER CALIPER INCH ON AN ESCALATING SCALE WHICH ADDS AN ADDITIONAL TWENTY (20) PERCENT PER INCH OVER FOUR (4) INCHES CALIPER AS FIXED AND AGREED LIQUIDATED DAMAGES. CALIPER SHALL BE MEASURED SIX (6) INCHES ABOVE GROUND LEVEL FOR TREES UP TO AND INCLUDING FOUR (4) INCH CALIPER AND TWELVE (12) INCHES ABOVE GROUND LEVEL FOR TREES OVER FOUR (4) INCH CALIPER. D. MATERIALS 1. GENERAL a. MATERIALS LISTED BELOW SHALL BE SUBMITTED FOR APPROVAL. UPON SUBMITTALS' APPROVAL, DELIVERY OF MATERIALS MAY COMMENCE. MATERIAL MULCH TOPSOIL MIX PLANTS FERTILIZER INNOCULANT HERBICIDE 2. PLANT MATERIALS SUBMITTAL PRODUCT DATA AMENDMENT MIX/ PRODUCT DA.TN TEST RESULTS PHOTOGRAPHS OF ONE (1) OF EACH SPECIES (OR TAGGED IN NURSERY) INDICATE SIZES (HEIGHT/WIDTH) AND QUALITY PER SPEC. CLIENT REQUESTED TAGGING MAY SUBSTITUTE PHOTOS. PRODUCT DATA PRODUCT DATA PRODUCT DATA a. PLANT SPECIES AND SIZE SHALL CONFORM TO THOSE INDICATED ON THE DRAWINGS. NOMENCLATURE SHALL CONFORM TO STANDARDIZED PLANT NAMES, 1942 EDITION. ALL NURSERY STOCK SHALL BE IN ACCORDANCE WITH GRADES AND STANDARDS FOR NURSERY PLANTS, LATEST EDITION, PUBLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. ALL PLANTS SHALL BE FLORIDA GRADE NO. 1 OR BETTER AS DETERMINED BY THE FLORIDA DIVISION OF PLANT INDUSTRY. ALL PLANTS SHALL BE HEAL THY, VIGOROUS, SOUND, WELL-BRANCHED, AND FREE OF DISEASE AND INSECTS, INSECT EGGS AND LARVAE AND SHALL HAVE ADEQUATE ROOT SYSTEMS. TREES FOR PLANTING IN ROWS SHALL BE UNIFORM IN SIZE AND SHAPE. ALL MATERIALS SHALL BE SUBJECT TO APPROVAL BY THE OWNER. WHERE ANY REQUIREMENTS ARE OMITTED FROM THE PLANT LIST, THE PLANTS FURNISHED SHALL BE NORMAL FOR THE VARIETY. PLANTS SHALL BE PRUNED PRIOR TO DELIVERY ONLY WITH APPROVAL FROM OWNER OR OWNER'S REPRESENTATIVE. NO SUBSTITUTIONS SHALL BE MADE WITHOUT WRITTEN PERMISSION FROM THE OWNER'S REPRESENTATIVE. b. MEASUREMENTS: THE HEIGHT AND/OR WIDTH OF TREES SHALL BE MEASURED FROM THE GROUND OR ACROSS THE NORMAL SPREAD OF BRANCHES WITH THE PLANTS IN THEIR NORMAL POSITION. THIS MEASUREMENT SHALL NOT INCLUDE THE IMMEDIATE TERMINAL GROWTH. PLANTS LARGER IN SIZE THAN THOSE SPECIFIED IN THE PLANT LIST MAY BE USED IF APPROVED BY THE OWNER. IF THE USE OF LARGER PLANTS IS APPROVED, THE BALL OF EARTH OR SPREAD OF ROOTS SHALL BE INCREASED IN PROPORTION TO THE SIZE OF THE PLANT. c. INSPECTION: PLANTS SHALL BE SUBJECT TO INSPECTION AND APPROVAL AT THE PLACE OF GROWTH, OR UPON DELIVERY TO THE SITE, AS DETERMINED BY THE OWNER, FOR QUALITY, SIZE, AND VARIETY; SUCH APPROVAL SHALL NOT IMPAIR THE RIGHT OF INSPECTION AND REJECTION AT THE SITE DURING PROGRESS OF THE WORK OR AFTER COMPLETION FOR SIZE AND CONDITION OF ROOT BALLS OR ROOTS, LATENT DEFECTS OR INJURIES. REJECTED PLANTS SHALL BE REMOVED IMMEDIATELY FROM THE SITE. NOTICE REQUESTING INSPECTION SHALL BE SUBMITTED IN WRITING BY THE CONTRACTOR AT LEAST ONE (1) WEEK PRIOR TO ANTICIPATED DATE. E. SOIL MIXTURE 1. SOIL MIXTURE (PLANTING MEDIUM FOR PLANT PITS) SHALL CONSIST OF 50% COARSE SAND AND 50% FLORIDA PEAT, AS DESCRIBED BELOW. 2. SOIL FOR USE IN PREPARING SOIL MIXTURE FOR BACKFILLING PLANT PITS SHALL BE FERTILE, FRIABLE, AND OF A LOAMY CHARACTER; REASONABLY FREE OF SUBSOIL, CLAY LUMPS, BRUSH WEEDS AND OTHER LITTER; FREE OF ROOTS, STUMPS, STONES LARGER THAN 2" IN ANY DIRECTION, AND OTHER EXTRANEOUS OR TOXIC MATTER HARMFUL TO PLANT GROWTH. IT SHALL HAVE A PH BETWEEN 5.5 AND 7.0 -SUBMIT SAMPLE AND PH TESTING RESULTS FOR APPROVAL. 3. SAND SHALL BE COARSE, CLEAN, WELL-DRAINING, NATIVE SAND. CONTRACTOR SHALL SUBMIT RESULTS OF SOIL TEST FOR THE SOIL AND SAND PROPOSED FOR USE UNDER THIS CONTRACT FOR APPROVAL BY THE OWNER 4. CONTRACTOR TO SUBMIT SAMPLES OF SOIL MIXTURE FOR OWNER'S REPRESENTATIVE APPROVAL PRIOR TO PLANT INSTALLATION OPERATIONS COMMENCE. 5. CONTRACTOR SHALL PROVIDE PH TEST RESULT FOR ALL MIX COMPONENTS. 6. CONTRACTOR SHALL PROVIDE PENETROMETER ON-SITE AT ALL TIMES FOR COMPACTION INSPECTION AT THE DISCRETION OF THE LANDSCAPE ARCHITECT. 7. PENETROMETER CRITERIA/ SPECIFICATION SHALL RANGE FROM APPROX. 75 PSI TO LESS THAN 300 PSI OR AS DETERMINE BY LANDSCAPE ARCHITECT. 8. SOIL SHALL BE SUPPLIED BY ATLAS PEAT & SOIL INC. 9621 STATE RD, BOYNTON BEACH, FLORIDA 33472. PHONE: 561-734-7300 OR APPROVED EQUAL 9. FINAL MIX SHALL BE TESTED TO HAVE A SATURATED WEIGHT OF NO MORE THAN 110 POUNDER PER CUBIC FOOT WHEN COMPACTED TO 85% STANDARDS PROCTOR. F. WATER 1. WATER NECESSARY FOR PLANTING AND MAINTENANCE SHALL BE OF SATISFACTORY QUALITY TO SUSTAIN AN ADEQUATE PLANT GROWTH AND SHALL NOT CONTAIN HARMFUL, NATURAL OR MAN-MADE ELEMENTS DETRIMENTAL TO PLANTS. WATER MEETING THE ABOVE STANDARD SHALL BE OBTAINED ON THE SITE FROM THE OWNER, IF AVAILABLE, AND THE CONTRACTOR SHALL BE RESPONSIBLE TO MAKE ARRANGEMENTS FOR ITS USE BY HIS TANKS, HOSES, SPRINKLERS, ETC .. IF SUCH WATER IS NOT AVAILABLE AT THE SITE, THE CONTRACTOR SHALL PROVIDE SATISFACTORY WATER FROM SOURCES OFF THE SITE AT NO ADDITIONAL COST TO THE OWNER 2. CONTRACTOR SHALL INSURE ALL PLANT MATERIAL RECEIVES APPROPRIATE WATER THROUGHOUT THE GUARANTEE PERIOD SO PLANT MATERIAL THRIVES AND ESTABLISHES READILY. 3. CONTRACTOR SHALL SUBMIT A WATERING SCHEDULE FOR WRITTEN APPROVAL BY THE CLIENT. •WATERING/IRRIGATION RESTRICTIONS MAY APPLY -REFER TO PROPERTY'S JURISDICTIONAL AUTHORITY. G. FERTILIZER 1. CONTRACTOR SHALL PROVIDE FERTILIZER APPLICATION SCHEDULE TO OWNER, AS APPLICABLE TO SOIL TYPE, PLANT INSTALLATION TYPE, AND SITE'S PROPOSED USE. SUGGESTED FERTILIZER TYPES SHALL BE ORGANIC OR OTHERWISE NATURALLY-DERIVED. •FERTILIZER RESTRICTIONS MAY APPLY -REFER TO PROPERTY'S JURISDICTIONAL AUTHORITY. H. MULCH 1. MULCH MATERIAL SHALL BE MOISTENED AT THE TIME OF APPLICATION TO PREVENT WIND DISPLACEMENT, AND APPLIED AT A MINIMUM DEPTH OF 3 INCHES. CLEAR MULCH FROM EACH PLANT'S CROWN (BASE). TYPE OF MATERIAL: "FLORIMULCH" OR SHREDDED, STERILE EUCALYPTUS MULCH. I. DIGGING AND HANDLING 1. PROTECT ROOTS OR ROOT BALLS OF PLANTS AT ALL TIMES FROM SUN, DRYING WINDS, WATER AND FREEZING, AS NECESSARY UNTIL PLANTING. PLANT MATERIALS SHALL BE ADEQUATELY PACKED TO PREVENT DAMAGE DURING TRANSIT. TREES TRANSPORTED MORE THAN TEN (10) MILES OR WHICH ARE NOT PLANTED WITHIN THREE (3) DAYS OF DELIVERY TO SITE SHALL BE SPRAYED WITH AN ANTITRANSPIRANT PRODUCT ("WIL TPRUF" OR EQUAL} TO MINIMIZE TRANSPIRATIONAL WATER LOSS. 2. BALLED AND BURLAPPED PLANTS (B&B) SHALL BE DUG WITH FIRM, NATURAL BALLS OF SOIL OF SUFFICIENT SIZE TO ENCOMPASS THE FIBROUS AND FEEDING ROOTS OF THE PLANTS. NO PLANTS MOVED WITH A ROOT BALL SHALL BE PLANTED IF THE BALL IS CRACKED OR BROKEN. PLANTS BALLED AND BURLAPPED OR CONTAINER GROWN SHALL NOT BE HANDLED BY STEMS. 3. PLANTS MARKED "BR" IN THE PLANT LIST SHALL BE DUG WITH BARE ROOTS, COMPLYING WITH FLORIDA GRADES AND STANDARDS FOR NURSERY PLANTS, CURRENT EDITION. CARE SHALL BE EXERCISED THAT THE ROOTS DO NOT DRY OUT DURING TRANSPORTATION AND PRIOR TO PLANTING. 4. PROTECTION OF PALMS (IF APPLICABLE): ONLY A MINIMUM OF FRONDS SHALL BE REMOVED FROM THE CROWN OF THE PALM TREES TO FACILITATE MOVING AND HANDLING. CLEAR TRUNK (CT) SHALL BE AS SPECIFIED AFTER THE MINIMUM OF FRONDS HAVE BEEN REMOVED. ALL PALMS SHALL BE BRACED PER PALM PLANTING DETAIL. 5. EXCAVATION OF TREE PITS SHALL BE PERFORMED USING EXTREME CARE TO AVOID DAMAGE TO SURFACE AND SUBSURFACE ELEMENTS SUCH AS UTILITIES OR HARDSCAPE ELEMENTS, FOOTERS AND PREPARED SUB-BASES. J. CONTAINER GROWN STOCK 1. ALL CONTAINER GROWN MATERIAL SHALL BE HEALTHY, VIGOROUS, WELL-ROOTED PLANTS ESTABLISHED IN THE CONTAINER IN WHICH THEY ARE SOLD. THE PLANTS SHALL HAVE TOPS WHICH ARE OF GOOD QUALITY AND ARE IN A HEALTHY GROWING CONDITION, FLORIDA #1 OR BETTER. 2. AN ESTABLISHED CONTAINER GROWN PLANT SHALL BE TRANSPLANTED INTO A CONTAINER AND GROWN IN THAT CONTAINER SUFFICIENTLY LONG FOR THE NEW FIBROUS ROOTS TO HAVE DEVELOPED SO THAT THE ROOT MASS WILL RETAIN ITS SHAPE AND HOLD TOGETHER WHEN REMOVED FROM THE CONTAINER. CONTAINER GROWN STOCK SHALL NOT BE HANDLED BY THEIR STEMS. 3. PLANT ROOTS BOUND IN CONTAINERS ARE NOT ACCEPTABLE. 4. SUBSTITUTION OF NON-CONTAINER GROWN MATERIAL FOR MATERIAL EXPLICITLY SPECIFIED TO BE CONTAINER GROWN WILL NOT BE PERMITTED WITHOUT WRITTEN APPROVAL IS OBTAINED FROM THE OWNER OR OWNER'S REPRESENTATIVE. K. COLLECTED STOCK 1. WHEN THE USE OF COLLECTED STOCK IS PERMITTED AS INDICATED BY THE OWNER OR OWNER'S REPRESENTATIVE, THE MINIMUM SIZES OF ROOTBALLS SHALL BE EQUAL TO THAT SPECIFIED FOR THE NEXT LARGER SIZE OF NURSERY GROWN STOCK OF THE SAME VARIETY. L. NATIVE STOCK 1. PLANTS COLLECTED FROM WILD OR NATIVE STANDS SHALL BE CONSIDERED NURSERY GROWN WHEN THEY HAVE BEEN SUCCESSFULLY RE-ESTABLISHED IN A NURSERY ROW AND GROWN UNDER REGULAR NURSERY CULTURAL PRACTICES FOR A MINIMUM OF TWO (2) GROWING SEASONS AND HAVE ATTAINED ADEQUATE ROOT AND TOP GROWTH TO INDICATE FULL RECOVERY FROM TRANSPLANTING INTO THE NURSERY ROW. M. MATERIALS LIST 1. QUANTITIES NECESSARY TO COMPLETE THE WORK ON THE DRAWINGS SHALL BE FURNISHED BY THE CONTRACTOR. QUANTITY ESTIMATES HAVE BEEN MADE CAREFULLY, BUT THE LANDSCAPE ARCHITECT OR OWNER ASSUMES NO LIABILITY FOR OMISSIONS OR ERRORS. SHOULD A DISCREPANCY OCCUR BETWEEN THE PLANS AND THE PLANT LIST QUANTITY, THE LANDSCAPE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION PRIOR TO BIDDING OR INSTALLATION. ALL DIMENSIONS AND/OR SIZES SPECIFIED SHALL BE THE MINIMUM ACCEPTABLE SIZE. N. FINE GRADING 1. FINE GRADING UNDER THIS CONTRACT SHALL CONSIST OF FINAL FINISHED GRADING OF LAWN AND PLANTING AREAS THAT HAVE BEEN ROUGH GRADED BY OTHERS. BERM ING AS SHOWN ON THE DRAWINGS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, UNLESS OTHERWISE NOTED. 2. THE CONTRACTOR SHALL FINE GRADE THE LAWN AND PLANTING AREAS TO BRING THE ROUGH GRADE UP TO FINAL FINISHED GRADE ALLOWING FOR THICKNESS OF SOD AND/OR MULCH DEPTH. THIS CONTRACTOR SHALL FINE GRADE BY HAND AND/OR WITH ALL EQUIPMENT NECESSARY INCLUDING A GRADING TRACTOR WITH FRONT-END LOADER FOR TRANSPORTING SOIL WITHIN THE SITE. 3. ALL PLANTING AREAS SHALL BE GRADED AND MAINTAINED FOR POSITIVE DRAINAGE TO SURFACE/SUBSURFACE STORM DRAIN SYSTEMS. AREAS ADJACENT TO BUILDINGS SHALL SLOPE AWAY FROM THE BUILDINGS. REFER TO CIVIL ENGINEER'S PLANS FOR FINAL GRADES. 0. PLANTING PROCEDURES 1. 1. CLEANING UP BEFORE COMMENCING WORK: THE CONTRACTOR SHALL CLEAN WORK AND SURROUNDING AREAS OF ALL RUBBISH OR OBJECTIONABLE MATTER ALL MORTAR, CEMENT, AND TOXIC MATERIAL SHALL BE REMOVED FROM THE SURFACE OF ALL PLANT BEDS. THESE MATERIALS SHALL NOT BE MIXED WITH THE SOIL. SHOULD THE CONTRACTOR FIND SUCH SOIL CONDITIONS BENEATH THE SOIL WHICH WILL IN ANY WAY ADVERSELY AFFECT THE PLANT GROWTH, HE SHALL IMMEDIATELY CALL IT TO THE ATTENTION OF THE OWNER'S REPRESENTATIVE. FAILURE TO DO SO BEFORE PLANTING SHALL MAKE THE CORRECTIVE MEASURES THE RESPONSIBILITY OF THE CONTRACTOR. 2. VERIFY LOCATIONS OF ALL UTILITIES, CONDUITS, SUPPLY LINES AND CABLES, INCLUDING BUT NOT LIMITED TO: ELECTRIC, GAS (LINES AND TANKS), WATER, SANITARY SEWER, STORMWATER SYSTEMS, CABLE, AND TELEPHONE. PROPERLY MAINTAIN AND PROTECT EXISTING UTILITIES. CALL NATIONAL ONE CALL-811 -TO LOCATE UTILITIES. 3. SUBGRADE EXCAVATION: CONTRACTOR IS RESPONSIBLE TO REMOVE ALL EXISTING AND IMPORTED LIMEROCK AND LIMEROCK SUB-BASE FROM ALL LANDSCAPE PLANTING AREAS TO A MINIMUM DEPTH OF 36". CONTRACTOR IS RESPONSIBLE TO BACKFILL THESE PLANTING AREAS TO ROUGH FINISHED GRADE WITH CLEAN TOPSOIL FROM AN ON-SITE SOURCE OR AN IMPORTED SOURCE. IF LIMEROCK OR OTHER ADVERSE CONDITIONS OCCUR IN PLANTED AREAS AFTER 36" DEEP EXCAVATION BY THE CONTRACTOR, AND ADEQUATE PERCOLATION CAN NOT BE ACHIEVED, CONTRACTOR SHALL UTILIZE PLANTING DETAIL THAT ADDRESSES POOR DRAINAGE. 4. FURNISH NURSERY'S CERTIFICATE OF COMPLIANCE WITH ALL REQUIREMENTS AS HEREIN SPECIFIED AND REQUIRED. INSPECT AND SELECT PLANT MATERIALS BEFORE PLANTS ARE DUG AT NURSERY OR GROWING SITE. 5. GENERAL COMPLY WITH APPLICABLE FEDERAL, STATE, COUNTY, AND LOCAL REGULATIONS GOVERNING LANDSCAPE MATERIALS AND WORK. CONFORM TO ACCEPTED HORTICULTURAL PRACTICES AS USED IN THE TRADE. UPON ARRIVAL AT THE SITE, PLANTS SHALL BE THOROUGHLY WATERED AND PROPERLY MAINTAINED UNTIL PLANTED. PLANTS STORED ON-SITE SHALL NOT REMAIN UN PLANTED FOR A PERIOD EXCEEDING TWENTY-FOUR (24) HOURS. AT ALL TIMES, METHODS CUSTOMARY IN GOOD HORTICULTURAL PRACTICES SHALL BE EXERCISED. 6. THE WORK SHALL BE COORDINATED WITH OTHER TRADES TO PREVENT CONFLICTS. COORDINATE PLANTING WITH IRRIGATION WORK TO ASSURE AVAILABILITY OF WATER AND PROPER LOCATION OF IRRIGATION APPURTENANCES AND PLANTS. 7. ALL PLANTING PITS SHALL BE EXCAVATED TO SIZE AND DEPTH IN ACCORDANCE WITH THE USA STANDARD FOR NURSERY STOCK 260.1, UNLESS SHOWN OTHERWISE ON THE DRAWINGS, AND BACKFILLED WITH THE PREPARED PLANTING SOIL MIXTURE AS SPECIFIED IN SECTION E. TEST ALL TREE PITS WITH WATER BEFORE PLANTING TO ASSURE PROPER DRAINAGE PERCOLATION IS AVAILABLE. NO ALLOWANCE WILL BE MADE FOR LOST PLANTS DUE TO IMPROPER PERCOLATION. IF POOR PERCOLATION EXISTS, UTILIZE "POOR DRAINAGE CONDITION" PLANTING DETAIL. TREES SHALL BE SET PLUMB AND HELD IN POSITION UNTIL THE PLANTING MIXTURE HAS BEEN FLUSHED INTO PLACE WITH A SLOW, FULL HOSE STREAM. ALL PLANTING SHALL BE PERFORMED BY PERSONNEL FAMILIAR WITH PLANTING PROCEDURES AND UNDER THE SUPERVISION OF A QUALIFIED LANDSCAPE FOREMAN. PROPER "JETTING IN" SHALL BE ASSURED TO ELIMINATE AIR POCKETS AROUND THE ROOTS. "JET STICK" OR EQUAL IS RECOMMENDED. 8. TAKE ALL NECESSARY PRECAUTIONS TO AVOID DAMAGE TO BUILDINGS AND BUILDING STRUCTURES WHILE INSTALLING TREES. 9. SOIL MIXTURE SHALL BE AS SPECIFIED IN SECTION E OF THESE SPECIFICATIONS. 10. TREES AND SHRUBS SHALL BE SET STRAIGHT AT AN ELEVATION THAT, AFTER SETTLEMENT, THE PLANT CROWN WILL STAND ONE (1) TO TWO (2) INCHES ABOVE GRADE. EACH PLANT SHALL BE SET IN THE CENTER OF THE PIT. PLANTING SOIL MIXTURE SHALL BE BACKFILLED, THOROUGHLY TAMPED AROUND THE BALL, AND SETTLED BY WATER (AFTER TAMPING). 11. AMEND PINE AND OAK PLANT PITS WITH ECTOMYCORRHIZAL SOIL APPLICATION PER MANUFACTURER'S RECOMMENDATION. ALL OTHER PLANT PITS SHALL BE AMENDED WITH ENDOMYCORRHIZAL SOIL APPLICATION PER MANUFACTURER'S RECOMMENDATION. PROVIDE PRODUCT INFORMATION SUBMITTAL PRIOR TO INOCULATION. 12.FILL HOLE WITH SOIL MIXTURE, MAKING CERTAIN ALL SOIL IS SATURATED. TO DO THIS, FILL HOLE WITH WATER AND ALLOW TO SOAK MINIMUM TWENTY (20) MINUTES, STIRRING IF NECESSARY TO GET SOIL THOROUGHLY WET. PACK LIGHTLY WITH FEET. ADD MORE WET SOIL MIXTURE. DO NOT COVER TOP OF BALL WITH SOIL MIXTURE, ONLY WITH MULCH. ALL BURLAP, ROPE, WIRES, BASKETS, ETC .. , SHALL BE REMOVED FROM THE SIDES AND TOPS OF BALLS, BUT NO BURLAP SHALL BE PULLED FROM UNDERNEATH. 13.PRUNING: TREES SHALL BE PRUNED, AT THE DIRECTION OF THE OWNER OR OWNER'S REPRESENTATIVE, TO PRESERVE THE NATURAL CHARACTER OF THE PLANT. ALL SOFT WOOD OR SUCKER GROWTH AND ALL BROKEN OR BADLY DAMAGED BRANCHES SHALL BE REMOVED WITH A CLEAN CUT. ALL PRUNING TO BE PERFORMED BY LICENSED ARBORIST, IN ACCORDANCE WITH ANSI A-300. 14.SHRUBS AND GROUND COVER PLANTS SHALL BE EVENLY SPACED IN ACCORDANCE WITH THE DRAWINGS AND AS INDICATED ON THE PLANT LIST. CULTIVATE ALL PLANTING AREAS TO A MINIMUM DEPTH OF 6", REMOVE AND DISPOSE ALL DEBRIS. MIX TOP 4" TO ACHEIVE SOIL MIXTURE AS SPECIFIED IN SECTION E. THOROUGHLY WATER ALL PLANTS AFTER INSTALLATION. 15. TREE GUYING AND BRACING SHALL BE INSTALLED BY THE CONTRACTOR IN ACCORDANCE WITH THE PLANS TO INSURE STABILITY AND MAINTAIN TREES IN AN UPRIGHT POSITION. IF THE CONTRACTOR AND OWNER DECIDE TO WAIVE THE TREE GUYING AND BRACING, THE OWNER SHALL NOTIFY THE LANDSCAPE ARCHITECT IN WRITING AND AGREE TO INDEMNIFY AND HOLD HARMLESS THE LANDSCAPE ARCHITECT IN THE EVENT UNSUPPORTED TREES PLANTED UNDER THIS CONTRACT FALL AND DAMAGE PERSON OR PROPERTY. 16.MULCHING: PROVIDE A THREE INCH (MINIMUM) LAYER OF SPECIFIED MULCH OVER THE ENTIRE AREA OF EACH SHRUB BED, GROUND COVER, VINE BED, AND TREE PIT PLANTED UNDER THIS CONTRACT. 17.HERBICIDE WEED CONTROL: ALL PLANT BEDS SHALL BE KEPT FREE OF NOXIOUS WEEDS UNTIL FINAL ACCEPTANCE OF WORK. IF DIRECTED BY THE OWNER, "ROUND-UP" SHALL BE APPLIED FOR WEED CONTROL BY QUALIFIED PERSONNEL TO ALL PLANTING AREAS IN SPOT APPLICATIONS PER MANUFACTURER'S PRECAUTIONS AND SPECIFICATIONS. PRIOR TO FINAL INSPECTION, TREAT ALL PLANTING BEDS WITH AN APPROVED PRE-EMERGENT HERBICIDE AT AN APPLICATION RATE RECOMMENDED BY THE MANUFACTURER. (AS ALLOWED BY JURISDICTIONAL AUTHORITY) P. LAWN SODDING 1. THE WORK CONSISTS OF LAWN BED PREPARATION, SOIL PREPARATION, AND SODDING COMPLETE, IN STRICT ACCORDANCE WITH THE SPECIFICATIONS AND THE APPLICABLE DRAWINGS TO PRODUCE A TURF GRASS LAWN ACCEPTABLE TO THE OWNER. 2. LAWN BED PREPARATION: ALL AREAS THAT ARE TO BE SODDED SHALL BE CLEARED OF ANY ROUGH GRASS, WEEDS, AND DEBRIS, AND THE GROUND BROUGHT TO AN EVEN GRADE. THE ENTIRE SURFACE SHALL BE ROLLED WITH A ROLLER WEIGHING NOT MORE THAN ONE-HUNDRED (100) POUNDS PER FOOT OF WIDTH. DURING THE ROLLING, ALL DEPRESSIONS CAUSED BY SETTLEMENT SHALL BE FILLED WITH ADDITIONAL SOIL, AND THE SURFACE SHALL BE REGRADED AND ROLLED UNTIL PRESENTING A SMOOTH AND EVEN FINISH TO THE REQUIRED GRADE. 3. SOIL PREPARATION: PREPARE LOOSE BED FOUR (4) INCHES DEEP. HAND RAKE UNTIL ALL BUMPS AND DEPRESSIONS ARE REMOVED. WET PREPARED AREA THOROUGHLY. 4. SODDING a. THE CONTRACTOR SHALL SOD ALL AREAS THAT ARE NOT PAVED OR PLANTED AS DESIGNATED ON THE DRAWINGS WITHIN THE CONTRACT LIMITS, UNLESS SPEC I Fl CALLY NOTED OTHERWISE. b. THE SOD SHALL BE CERTIFIED TO MEET FLORIDA STATE PLANT BOARD SPECIFICATIONS, ABSOLUTELY TRUE TO VARIETAL TYPE, AND FREE FROM WEEDS, FUNGUS, INSECTS AND DISEASE OF ANY KIND. c. SOD PANELS SHALL BE LAID TIGHTLY TOGETHER SO AS TO MAKE A SOLID SODDED LAWN AREA. SOD SHALL BE LAID UNIFORMLY AGAINST THE EDGES OF ALL CURBS AND OTHER HARDSCAPE ELEMENTS, PAVED AND PLANTED AREAS. ADJACENT TO BUILDINGS, A 24 INCH STONE MULCH STRIP SHALL BE PROVIDED -REFER TO DETAILS. IMMEDIATELY FOLLOWING SOD LAYING, THE LAWN AREAS SHALL BE ROLLED WITH A LAWN ROLLER CUSTOMARILY USED FOR SUCH PURPOSES, AND THEN THOROUGHLY IRRIGATED. IF, IN THE OPINION OF THE OWNER, TOP-DRESSING IS NECESSARY AFTER ROLLING TO FILL THE VOIDS BETWEEN THE SOD PANELS AND TO EVEN OUT INCONSISTENCIES IN THE SOD, CLEAN SAND, AS APPROVED BY THE OWNER'S REPRESENTATIVE, SHALL BE UNIFORMLY SPREAD OVER THE ENTIRE SURFACE OF THE SOD AND THOROUGHLY WATERED IN. FERTILIZE INSTALLED SOD AS ALLOWED BY PROPERTY'S JURISDICTIONAL AUTHORITY. 5. DURING DELIVERY, PRIOR TO, AND DURING THE PLANTING OF THE LAWN AREAS, THE SOD PANELS SHALL AT ALL TIMES BE PROTECTED FROM EXCESSIVE DRYING AND UNNECESSARY EXPOSURE OF THE ROOTS TO THE SUN. ALL SOD SHALL BE STACKED SO AS NOT TO BE DAMAGED BY SWEATING OR EXCESSIVE HEAT AND MOISTURE. 6. LAWN MAINTENANCE: a. WITHIN THE CONTRACT LIMITS, THE CONTRACTOR SHALL PRODUCE A DENSE, WELL ESTABLISHED LAWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR AND RE-SODDING OF ALL ERODED, SUNKEN OR BARE SPOTS (LARGER THAN 12"X12") UNTIL CERTIFICATION OF ACCEPTABILITY BY THE OWNER'S REPRESENTATIVE. REPAIRED SODDING SHALL BE ACCOMPLISHED AS IN THE ORIGINAL WORK (INCLUDING REGRADING IF NECESSARY). b. CONTRACTOR RESPONSIBLE FOR ESTABLISHING AND MAINTAINING SOD/LAWN UNTIL ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. PRIOR TO AND UPON ACCEPTANCE, CONTRACTOR TO PROVIDE WATERINGnRRIGATION SCHEDULE TO OWNER. OBSERVE ALL APPLICABLE WATERING RESTRICTIONS AS SET FORTH BY THE PROPERTY'S JURISDICTIONAL AUTHORITY. Q.CLEANUP 1. UPON COMPLETION OF ALL PLANTING WORK AND BEFORE FINAL ACCEPTANCE, THE CONTRACTOR SHALL REMOVE ALL MATERIAL, EQUIPMENT, AND DEBRIS RES UL TING FROM HIS WORK. ALL PAVED AREAS SHALL BE BROOM-CLEANED AND THE SITE LEFT IN A NEAT AND ACCEPTABLE CONDITION AS APPROVED BY THE OWNER'S AUTHORIZED REPRESENTATIVE. R. PLANT MATERIAL MAINTENANCE 1. ALL PLANTS AND PLANTING INCLUDED UNDER THIS CONTRACT SHALL BE MAINTAINED BY WATERING, CULTIVATING, SPRAYING, AND ALL OTHER OPERATIONS (SUCH AS RE-STAKING OR REPAIRING GUY SUPPORTS) NECESSARY TO INSURE A HEAL THY PLANT CONDITION BY THE CONTRACTOR UNTIL CERTIFICATION OF ACCEPTABILITY BY THE OWNER'S REPRESENTATIVE. MAINTENANCE AFTER THE CERTIFICATION OF ACCEPTABILITY SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS IN THIS SECTION. CONTRACTORS ARE REQUESTED TO PROVIDE A BID ESTIMATE TO COVER LANDSCAPE AND IRRIGATION MAINTENANCE FOR A PERIOD OF 90 CALENDAR DAYS COMMENCING AFTER ACCEPTANCE. S. MAINTENANCE (AL TERNA.TE BID ITEM) 1. CONTRACTORS ARE REQUESTED TO PROVIDE A BID ESTIMATE FOR MAINTENANCE FOLLOWING THE INITIAL 90-DAY MAINTENANCE PERIOD ON A COST-PER-MONTH BASIS. T. FINAL INSPECTION AND ACCEPTANCE OF WORK 1. FINAL INSPECTION AT THE END OF THE WARRANTY PERIOD SHALL BE ON PLANTING, CONSTRUCTION AND ALL OTHER INCIDENTAL WORK PERTAINING TO THIS CONTRACT. ANY REPLACEMENT AT THIS TIME SHALL BE SUBJECT TO THE SAME ONE (1) YEAR WARRANTY (OR AS SPECIFIED BY THE LANDSCAPE ARCHITECT OR OWNER IN WRITING) BEGINNING WITH THE TIME OF REPLACEMENT AND ENDING WITH THE SAME INSPECTION AND ACCEPTANCE HEREIN DESCRIBED. U. WARRANTY 1. THE LIFE AND SATISFACTORY CONDITION OF ALL PLANT MATERIAL INSTALLED BY THE LANDSCAPE CONTRACTOR SHALL BE WARRANTED BY THE CONTRACTOR FOR A MINIMUM OF ONE (1) CALENDAR YEAR COMMENCING AT THE TIME OF CERTIFICATION OF ACCEPTABILITY BY THE OWNER'S REPRESENTATIVE. 2. REPLACEMENT: ANY PLANT NOT FOUND IN A HEALTHY GROWING CONDITION AT THE END OF THE WARRANTY PERIOD SHALL BE REMOVED FROM THE SITE AND REPLACED AS SOON AS WEATHER CONDITIONS PERMIT. ALL REPLACEMENTS SHALL BE PLANTS OF THE SAME KIND AND SIZE AS SPECIFIED IN THE PLANT LIST. THEY SHALL BE FURNISHED PLANTED AND MULCHED AS SPECIFIED UNDER "PLANTING", AT NO ADDITIONAL COST TO THE OWNER. 3. IN THE EVENT THE OWNER DOES NOT CONTRACT WITH THE CONTRACTOR FOR LANDSCAPE (AND IRRIGATION) MAINTENANCE, THE CONTRACTOR IS ENCOURAGED TO VISIT THE PROJECT SITE PERIODICALLY DURING THE ONE YEAR WARRANTY PERIOD TO EVALUATE MAINTENANCE PROCEDURES BEING PERFORMED BY THE OWNER, AND SHALL NOTIFY THE OWNER IN WRITING OF MAINTENANCE PROCEDURES OR CONDITIONS WHICH THREATEN VIGOROUS AND HEAL THY PLANT GROWTH. IT IS SUGGESTED SUCH SITE VISITS SHALL BE CONDUCTED A MINIMUM OF ONCE PER MONTH FOR A PERIOD OF TWELVE (12) MONTHS FROM THE DATE OF ACCEPTANCE. SUnSllln~ ,:all 811 er ·~v.,.,_,urut.incBl i.com r.'.'o tull h.,sin~ss cay~ h0fore drain,: ·o h,-·e ,rril,iec l~otd 0,1d "'°' ,-,J U:W:l)(.1T"'"""r:,md,:; o,_,.,,,i,c"1>f' .,. 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(,-, ::.,_ ,, ~ ,, ' u [O :; ;-: ,-, J 1n r•~_, --; c; TI -:::; a u -::) ~ a fl '-7 (> Cl "--J ~ ' Cl' (~) ,;; -, C ~, C ';: CJ Ll'.> :J> -' r--., :; (''.] -, () ,, LJ '.0 I I I ·v LL :l ,, ·1 ·0 f-'-' [l__ '..) 11 I JJ +-' ,-, I]) 'I> ,f, ,_, > 1) LJ (_) 1.) iTI ::; ' 4 10% of rootball 3X Rootball Diameter ~ ALL TREES SHALL BE PLUMB VERTICALLY WITI-llN A TOLERANCE OF THREE DEGREES, UNLESS OTHERWISE DIRECTED BY OWNER'S REPRESENTATIVE. G) Tree Planting A SECTION ROOTBALL • LIMITS OF PLANT PIT PLAN 3X ROOTBALL DIAMETER 2 5 1. TRUNK 2. 3' MINIMUM OF MULCH AS SPECIFIED. WHERE TREES ARE PLACED IN SOD, MULCH RING FOR TREES COVER ROOTBALL SIDES AND EXTEND 18" BEYOND ON ALL SIDES, NO MULCH SHALL BE PLACED OVER TRUNK. 3. SHALLOW/ WIDE PLANT HOLE; TOP SHALL BE 3X lHE SIZE OF ROOT BALL 4. FINISHED GRADE-LANDSCAPE SOIL 5, FIND TOP-MOST ROOT ON ROOTBALL; POSITION ROOTBAl.l SO THIS TOP ROOT IS 1-2' ABOVE LANDSCAPE SOIL. (APPROX.10%0F ROOTBALL SHALL BE ABOVE LJ..NDSCAPE SOIL) 6, B & B OR CONTAINER (SEE SPECIFICATIONS FOR ROOT BAll REQUIREMENTS). 7. REMOVE All SYNTHETIC MATERIALS FROM ROOTBALL 8. ROOTllAI.LS SHAll BE PLACED ON UNDISTURBED SOIL TO PREVENT SETTLING. NOTES: A. CONTRACTOR SHALL ASSURE PERCOLATION OF All PLANTING PITS PRIOR TO INSTALlATICXII B. FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY Ol™ER. C. SEE Al TERNA TE STAKING METHODS, THIS SHEET NTS 3 1. FINISH GRADE 2. HORIZONTAL 2X2 SCREWED TO 2X2 STAKE. Af..L WOOD SHALL BE #2 UNTREATED. 3. 3-1~' DRYWALL SCREW, THREAD SIZE 12, SHARP POINT, FULl TI-lREAD, BLACKPHOSPHAlE FINISH 4. VERTICAL STAKES SHALL ABUT SIDE OF RO□TBALl 5. STAKES TO EXTEND INTO NATWE SOIL BY 1-112 X THE ROOTBALL DEPTH MIN. NOTE: IF SPA.Tl.Al. REQUIREMENTS PRECLUDE STAKING WllH THIS METHOD, SUBMIT Al TERNATE FOR LANDSCAPE ARCHITECT'S APPROVAL PRIOR TO INSTALLING PLANT SECTION I ~ Refer to details Band□ for planting (D Staking -up to 65 gal. or B&B to 3-1 /2" Cal. PLAN/SECTION # II / CAR DOOR / J ±J'-0" / PARKING ISLAND, SIDE DETAIL PARKING ISLAND, NOSE-IN DETAIL CENTER OF NEAREST SHRUB ±3'-o" TO CENTER OF NEAREST SHRUB 1. INSTALL CONTINUOUS MULCH BEOADJACENT TO PARKING SPACES AS SHOWN. MULCH SHALL BE MIN. 3' DEEP. NO POP-UP IRRIGATION HEADS SHALL BE LOCATED WITHIN 24" OF A PARKING SPACE ON ANY SIDE 2. CURB OR PARKING LOT EOGE, BY OTHERS ® Parking Space/Curb Planting SECTION NTS NTS NOTES: A WASHINGTONIA PALMS & SIMILAR W/BOOTS INTACT. B. SEE PLANS AND SPECS. FOR PAI.MSW/ BOOTS TO REMAIN ON TRUNK. OIRJVERAl.l PALM HEIGHT ~URED TO TOP OF BUD) CT=CLEAR TRU~ 19i 120~~2-□• PLAN (MEASURED TO f-~-, BOTTOM OF LEAF SHEATHS) GW=GRAY WOOD (MEASURED TO TOP OF HARDENED TRUNK) Palm Planting and Staking SECTION ,.-,120·" ( 1 . 120' 120 _/ PLAN 2 1. MINIMUM OF NINE (S)GOOD PALN FRONDS: PRUNE AND TIE FRONDS WITH HEMP TWINE. SABAL PALMS TO BE SELECTIVELY 'HURRICArE CUr", LEAVING ONLY NEWLY-EMERGING GROWTH. 2. 5 LAYERS OF BURLAP TO PROTECT TRUNK. 3. FIVE (5) 18"L, 2X4 WOOD BATTENS. UNTREATED, #2 4. SECURE BATTENS WITH lWO (2) 3/4' CARBON STEEL BANDS TO HOLD BATTENS IN PLACE. NO NAILS SHALL BE DRIVEN INTO PALM. HEIGHT OF BATTENS SHALL BE LOCATED PROPORTIONATELY TO THE HEIGHT OF THE PALM FOR ADEQUATE BRACING. 5. THREE (3) Bl 2X4 SUPPORTS. NAIL (D~ll AND NAIL IFNECESSARY)TOBATTENS AND 2' X4" STAKES. PALMS SHAU. BE PLUMB VERTICALLY UNLESS OTHERWISE NOTED. 6, PROVIDE FLAGGING AT MIDPOINT AND BASE OF SUPPORTS. 7. TOP-MOST ROOT SHALL BE VISIBLE AT THE SURFACE OF THE ROOTBALL, SLIGHTLY ABOVE SURROUNDING GRADE. 8. 3' SPECIFIED MULCH 9. FINISH GRADE 10. 24'L (MIN.) 2X4 P,T. WOOD STAKES, NAIL TO SUPPORT POLES 11. PREPARED PLANTING SOILAS SPECIFIED 10% of rootball 2 12.ALTERNATE PALM ANCHORING SYSTEMS MAYBE SUBSTITUTED UPON APPROVAL BY OWNER OR OWNER'S REPRESENTATIVE AL TERNA TE SYSTEMS: 'BROOKS TREE BRACE SYSTEM "ARBOR TIE TREE BRACING NTS 1. FIVE (5) LAYERS OF BURLAP TO PROTECT TRUNK 2. lWOSTEEL BANDS TO SECURE BATTENS 3. FIVE2X4X 18'L WOOD BATTENS 4. TI-lREE (3) 2'' X B' LODGE Pa.ES. DRILL, USING GALVANIZED SCREWS, TO BATTENSAND2'X4' STAKES. NO SCREWS SHALL PENETRATE TREE. FLAG AT MIDPOINT AND AT BASE. 10. rx4' x3' (MIN), PT. WOOD STAKES BURIED3' BELOW FINISHED GRADE. 7. FINISHED GRADE (SEE GRADING PLAN) NOlES: A. ALL TREES SHALL BE PLUMB VERTICALLY WITHIN A TOLERANCE OF THREE DEGREES, UNLESS OTI-lERWISE DIRECTED BY OWNER'S REPRESENTATIVE. B. FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY OWNER. C. AL TERNAlE TREE ANCHORING SYSlEMS MAY BE SUBSTITUTED FOR WOOD STAKING SYSTEM UPON APPROVAL BY OWNER OR OWNER'S REPRESENTATIVE PRE-APPROVED SYSTEMS: •BROOKS TREE BRACE SYSTEM 'ARBOR TIE TREE BRACING 3 BEST FACE OF SHRUB/ GROLl'JDCOVER TO FACE FRONT OF PLANTING BED. REFER TO PLANT SCHEDULE FORSPAaNG 2X Rootball Diameter 4 5 SECTION 'ALL SHRUBS At-11 GROUNDCOVERS SHALL BE PLUMB VERTICALl Y, Lf.lLESS OTI-lERWISE DIREClED BY OWNER'S REPRESENTATIVE @Shrub/ Groundcover Planting C PLAN/SECTION ROOTBALL LIMITS OF TREE/SHRUB PIT 1o 1, '· • . ,·. . . . . " • ~~-• • ·.•• 5 1. FIND POINT WHERE TOPMOST ROOT EMERGES FROM TRUNK WITHIN 2' OF SURFACE. CLEAR EXCESS SOIL IF NECESSARY. 2. TOP 10% OF SHRUB AND GROUNDCO\IER RDDTBALLS TO BE PLANlED ABOVE lHE LANDSCAPE GRADE. DO NOT COVER EXPOSED 10% ON SIDES WITI-l SOIL. 3. PRUNE ALL LIKE SI-RUBS WITHIN A PLANTED MASS TO ACHIEVE A UNIFORM MASS/HEIGHT 4. 3' MINIWM MULCH AS SPECIFIED -DO NOT COVER EN]RE SHRUB ROOTBAU OR CREATE 'WATER RINGS' ONLY COVER SIDES OF ROOTBALL WITH MULCH 5. EXCAVAlE ENTIRE BED SPECIFIED FOR GROUNDCO\IER BED. 6. FINISHED GRADE (SEE GRADING FlAN). 5 7. PREPAAED PLANTING SOIL AS SPECIFIED. NOTE: WHEN GROUND-COVERS AND SHRUBS USED IN MASSES, ENTIRE BED TO BE AMENDED WITH PLANTING SOIL MIXAS SPECIFIED. 8. SCARIFY ROOTBALL SIDES AND BOTTOM. NTS 1. FINISH GRADE 2. BACKFILL WITI-l PREPARED Pl.ANTING SOIL MIXAS SPECIFIED. 3. FILTER CLOTI-l, MIRAFI 500X OR BETTER -4.12' CLEAN SAND, COMPACTED . ADJUST LAYER THICKNESS SO TOP OF ROOTBALL IS AT LEAST 1' ABOVE FINISHED GRADE. 5. SLOPE BOTTOM TO DRAIN 6. ±18''1 AUGURED HOLE PENETRATE THROUGH OCQUDING LAYER TO WATER TABLE OR TO A DEPTH OF r TO ASSURE PROPER PERCOLATION. 7. BACKFILL WITH 1~"-3/4' GRAVEL. NOTE: FORA PARKING ISLAND PLANTING SITUATION, CONTRACTOR TD BACKFILL 10% of rootball 3X Rootball Diameter CD • ALL TREES SHALL BE PLUMB VERTICAl.l Y WITI-llN A TOLERANCE OF THREE DEGREES, UNLESS OTHERWISE DIRECTED BY OWNERS REPRESENTATIVE. G) Planting on a Slope D SECTION 5 6 8 1. TREES, PALMS.AND LARGE SHRUBS (15 GAL OR GREATER) SHALL BE PLAN'TED IN SIMILAR MANNER 2. 3" MINIMUM OF MULCH AS SPECIFIED. WHERE TREES ARE PLACED IN 500, MULCH RING FOR TREES COVER ROOTBALLSIDESAND EXTEND 18'' BEYOND ON .ALL SIDES. NO MULCH SH.ALL BE PLACED OVER TRUNK 3. SHALLOW/WIDE PLANT HOLE; TOP SHALL BE 3X THE SIZE OF ROOlBALL 4. FINISHED GRADE-LANDSCAPE SOIL 5. FIND TOP-MOST ROOT ON ROOTBALL; POSITION ROOTBALL SO THIS TCP ROOT IS 1-2' ABOVE LANDSCAPE SOIL. (APPROX. 10% OF ROOTBALL SHALL BE ABOVE LANDSCAPE SOIL) 6. BERM SOIL SO THAT TOP OF BERM IS JUST BELOW THE TOP 10% OF THE TOP OF THE ROOTBALL. SLOPE DOWNHILl PORTION OF BERM AS REQUIRED TO MEET EXISTING GRADE. 7, B & B OR CONTAINER REMOVE ALL SYNTHETIC MATERW.S FROM ROOTllAI.L (SEE SPECIFICATIONS FOR OTI-lER ROOT BALL REQUIRE~NTS) B, ROOlBALLS SHA.Li BE PLACED ON UNDISTURBED SOIL TO PREVENT SETTLING. NOlES: A. CONTRACTOR SI-IA.LL ASSURE PERCOLATION OF All PLANTING PITS PRIOR TO INSTALLATION. B. FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY OWNER C. SEE AL TERNA TE STAKING METHODS, THIS SHEET NTS D. RUBBER HOSE/WIRE SYSlEMS ARE NOT ALLOWED. ±18" _fl ENTIRE LENGTH OF PLANTING AREA TO WITHIN 6" OF BACK OF CURB OR EDGE OF PAVEMENT. REFER TO NOTE 0.3 OF WRITTEN SPECIFICATIONS FOR ADDITIONAL INFORMATION. I• Refer to datails B aOO D for planting SECTION 0 Large Tree Staking -100 Gal+ or B&B 4" + SECTION NOTES· CLEARZONE:48" MIN. FROM BULDING TO CJ:NTER OF NEAREST SrRUB. INSTALLSPECIFED MULCH: 48" MIN. FR.OM BUILDING. SPECIFIED MULCH TO BE INSTALlEDAT A DEPTH 0F3" (MIN.) 0 Plantings Adjacent to Buildings SECTION NTS NTS @) Poor Drainage Condition PLAN/SECTION PLANTER ISLAND NOTES 1. CROWN ISLANDS @5: 1 SLOPES (OR AS SPECIFIED ON THE LANDSCAPE PLANS). 2. CLEAR ZONE: 36" MIN. FROM BACK OF CURB TO CENTER OF NEAREST SHRUB. CLEAR ZONE SHALL CONTAIN 3" CONTINUOUS MULCH OR TURF, SEE PLANS. SEE DETAIL 'I' FOR PLANTER MEDIANSADJACENTTO PARKING SPACES. 3. 1" MIN VERTICAL CLEARANCE, TOP OF CURB TO TOP OF MULCH. • EXCAVATE CONTINUOUS 36' DEEP (FROM TOP OF CURB) FOR ENTIRE LENGTH AND WIDTH OF ISLAND & BACKFILL WITH APPROVED PLANTING MIX. • PROTECT AND RETAIN ALL CURBS AND BASE. COMPACTED SUBGRADE TO REMAIN FOR STRUCTURAL SUPPORT OF CURB SYSTEM [IYP). • ALL ISLANDS SHALL UTILIZE POOR DRAINAGE DETAIL WHEN PERCOLATION RATES ARE 2" PER HOUR OR LESS. 0 Planted Parking Lot Islands/ Medians SECTION NTS NTS >r I I ' --.II I IWI IJLi-0cl fmm • --'::::,:--/ ·•-· ROOT B/\RRIER (SEE NOTES BELOW) 4' MIN. UllLITY {MAINS, SffilllCES,ETC.) SEE NOTE 1 NOTES: (PLEASE REFER TO WRITTEN SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS) 1. THIS DISTANCE SHALL BE 10' MINIMUM WITH ROOT BARRIER AND 15' MINIMUM IF NO ROOT BARRIER IS USED -FOR LARGE PALMS OR CANOPY TREES. FOR SMALL PALM TREES OR SMALL TREES, THIS DISTANCE SHALL BET MINIMUM WITH ROOT BARRIER AND 1rr IF NO ROOT BARRIER IS USED. 2. ALL ROOT BARRIERS SHALL BE 4' MINIMUM FROM ALL UTILTIES. 3. THE INSTALLATION OF ROOT BARRIERS SHAil BE COORDINATcll WITH THE UTILITY OWNER AND INSPECTED PRIOR TO BACKFILLING. ALL ROOT BARRIERS SHALL EXTEND UP TO FINISHED GRADE. 4. ROOT BARRIERS SHALL BE MINIMUM 36" DEEP. APPROVED PRODUCTS INCLUDE "DEEP ROOT' AND "ROOT SOLUTIONS". FLEXIBLE BARRIERS SHALL BE 36" PANELS MANUFACTIJRED BY BIOBARRIER. 5. All ROOT BARRIERS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S WRITTEN INSTRUCTIONS. 6. LARGE PALM TREES INCLUDE ROYAL, WASHINGTONIAN, BISMARK AND SIMILAR SIZED SPECIES. 0 Root Barrier BARRJER DETAIL NTS ADJACENT TO TURF/ LANDSCAPE ADJACENT TO CURB/ SIDEWALK SIZE: 36" D INNER90' DEFLECTING RIBS LINEAR APPLICATION MATERIAL: POLYETHYLENE WITH ULTRAVIOLET INHIBITORS THICKNESS: .085 IN. (min.) NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. INSTALL AS REQUIRED, PER PLAN NOTES. 3. SUBMIT PRODUCT DATA FOR APPROVAL ROOT BARRIER BY: Century Root Barrier (714)632,70B3 (or) DeepRoot (800)458-7668 Root Barrier Linear Application BARRIER DETAIL NTS 3-4" GRAVEL (or approved equal) SUnSllln~ _j <( w "' U ·_, ,:all 811 er ·~"·"·'urut.incBl i.com r.-10 tull rn J h . .,in~ss cay~ h0fore drain,: -o h,-·e ,rril,iec i, .!!. l~otds,1du-.,i,,-,J U ~ Cm!ct>C1T"r,;i;oc,,cC,,,:;O,,r,,,,i,c"1>f' C: ._ 0 :c ~ ~ ~ E ·-~ "\\\\\ .,-n n n u ~ z c_ -(/) (/) w w~ f---m <( <( U Cl "' 0~ N (/) <( 0 (/) Cl' N «o I 0 u ;::: z -co <( o I 0 "' Z "1 O D' w n Of-:r::-.. I =i w >-(/) z w _o ~st I 2 N Q_ -<( "' ~ n Q_ N <C 0 Cl' Nm @ :'1 I ~ <( N //1111 co m co 0 0 0 0 0 <( u ::, 0 u z [le'. 0 I I >-w ~ 2 "' 3' 5 5 >-m w f---<( 0 (/) z 0 (/) > w (Y 0 z ~ '<--"i '« ~ ""' :'<I"' ~ 'l ~"t-~ ~ I") "--::------<:., ~ "' 0~ -Q:: ,._ ~ "'f ~ w --"' !;;: 0 0:: 0 uJ :3 ' tii O.::: ::::~~ 0 10 '<.-..,:::::: ~ vtr. "' z 0 :=:::--::,: ~ (7, ,v ~ ~1'tt,7 '1/11111 "'" \\\\\\\ n z _J u f---~ N s 2 <( uO 0 0 wO :r: _J 7Q N (/) 2 Oscj-w >-f---f---(/) 0,: L() [D CL n <( (/) <( >-0 ::::J 0 rn <t n w (') w z z :r: -tj-::::J ~ " 5 "'o -,: <I) -,: <t u w 0-en 0 0 en ...J -~ w 0 w (l_ <( 0 en 0 z <( ...J Iz w I-0 c::: ...J -=> <( I-I-w <( c::: t) 0 w I I-LL 0 I--w I-~ -c::: I a: en CJ w t) -<( c::: c::: I-I ll.. <( (l_ w <( ~~ Cl) w SHEET NUMBER L251 s 2 >-[D 0 w "' u w I u <t 0 0:: 0 _J Li. 2 <t 2 :r: 1-::::J 0 (/) CLl.::..---------------------------------------------------------------------------------------------------------------------------------------------=======~--------...J SW 72NDSTREET SW 62ND AVENUESW 70TH STREET (SUNSET DRIVE)SW 61ST COURTORDER NO.: 71287 PAGE NO: SU001 SUNRISE, FLORIDA 33351 5381 NOB HILL ROAD CLIENT: LIFEPOINT HEALTH SURVEY DATE: 04/13/23 SCALE: 1" = 20'DRAWN BY: L.H. BYREVISIONSNO. CHECKED BY: J.F.P. ’” ’” ’” ’” ’” ’” ’” ’” ’” ’” ’” ’” VICINITY MAP LEGAL DESCRIPTION: (PER DEED) SW 72ND STREET & SW 62ND AVENUE SOUTH MIAMI, FLORIDA 33143 (CITY OF SOUTH MIAMI, MIAMI-DADE COUNTY) ’” ’” LEGAL DESCRIPTION: (PER SURVEYOR) . ¨ ¨ ¨ CERTIFICATION: OWNER: SOUTH MIAMI HOSPITAL INC. 6200 SW 73 ST,SOUTH MIAMI, FL 33143 PHONE: (502)596-7287 EMAIL: GREGORY.THOMAS@LIFEPOINTHEALTH.COM OF CONTACT PERSON INFORMATION A PORTION OF THE SOUTHWEST 1/4 OF SECTION 25, TOWNSHIP 54 SOUTH, RANGE 40 EAST CITY OF SOUTH MIAMI, MIAMI-DADE COUNTY, FLORIDA DEVELOPMENT INFORMATION NOTES: SHEET 1 OF 2TREE TABLE 454 R=25.00' CA=89°31'20" A=39.06' SW 72nd STREET SW 62nd AVENUESUNSET DRIVE 7 STORY PARKING GARAGE 7 STORY BUILDING N86°51'06"E 295.78'S02°41'13"E 333.64'S86°50'07"W 269.79'N02°52'43"W 358.51'CLPOINT OF BEGINNING POINT OF COMMENCEMENT PROPOSED TRACT A STATE ROAD NO.986 ORDER NO.: 71287 PAGE NO: SU002 SUNRISE, FLORIDA 33351 5381 NOB HILL ROAD CLIENT: LIFEPOINT HEALTH SURVEY DATE: 04/13/23 SCALE: 1" = 20'DRAWN BY: L.H. BYREVISIONSNO. CHECKED BY: J.F.P. CL LEGEND SW 72ND STREET & SW 62ND AVENUE SOUTH MIAMI, FLORIDA 33143 (CITY OF SOUTH MIAMI, MIAMI-DADE COUNTY) SHEET 2 OF 2 455 456 MIAMI-DADE STATE OF FLORIDA COUNTY OF MIAMI-DADE: Before the undersigned authority person ally appeared GUILLERMO GARCIA , who on oath says that he or she is the DIR~CTOR 0: OPERATIONS , Legal Notices of the Miami Daily Bus '.ness Review f/k/a Miami Review , of Miami-Dade County , Florida ; that the attached copy of advertisement , bei ng a Legal Advertisement of Notice in the matter of CITY OF SOUTH MIAMI -PUBLIC HEARING . OCT . 3, 2023 in the XXXX Court , was published in a newspaper by print in the is sues of Miam i Daily Bus iness Rev iew f/k/a Miami Review on 09/22/2023 Affiant further says that the newspaper complies with all legal for publication in chapter 50 , Florida Sworn to nd subscribed befo re me this i7RAD20,a (SEAL) GUILLERMO GARCIA personally known to me _..f f~~'l~i~·._ ROSANA SALGADO [.(~'\\Commission# HH 33G987 'f;~-f,' Exp ires November 30, 2026 '•,.~~.f.\,•' CITY OF SOUTH MIAMI, FLORIDA CITY COMMISSION NOTICE OF PUBLIC HEARING Notice is hereby given that the City Commission will hold a public hearing on Tuesda October 3 2023 at 7:00 .m. to consider the following public hearing item(s): A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF SOlJfH MIAMI, FLORIDA, AlJfHORIZING THE CITY MANAGER TO ENTER INTO A MULTI-YEAR AGREEMENT FOR THE ENFORCEMENT OF SCHOOL ZONE SPEED LIMITS, PROVIDING FOR IMPLEMENTATION, CORRECTIONS, SEVERABILITY AND AN EFFECTIVE DATE. A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA [GRANTING APPROVAL OF/DENYING] A SPECIAL EXCEPTION APPLICATION PURSUANT TO SECTION 20 -8.9 AND OTHER PROVISIONS OF THE CITY OF SOUTH MIAMI LAND DEVl:I.OPMENT CODE, FOR A LARGE-SCALE DEVELOPMENT PROJECT KNOWN AS 'BAPTIST HEAL TH REHABILITATION FACILITY ' ON PROPERTIES TOTALING 2.42 ACRES (+/-105,679 SQ. FT.) LOCATED AT 6201 SUNSET DRIVE, 6233 SUNSET DRIVE, AND 7150 SW 62 AVENUE; PROVIDING FOR CONDffiONS; ENFORCEMENT OF CONDffiONS; CORRECTIONS; SEVERABILITY; AND AN EFFECTIVE DATE . 457 A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA [GRANTING APPROVAL OF/DENYING] AN APPLICATION FOR TENTATIVE PLAT APPROVAL PURSUANT TO SECTION 20-4 .2 OF THE LAND DEVELOPMENT CODE SEEKING TO PLAT THE PROPERTIES LOCATED AT 6201 SUNSET DRIV ~ 6233 SU1'SSET DRIVE; AND 7150 SW 62 AVENUE; PROVIDING FOR CONDITIONS; ENFORCEMENT OF CONDITIONS; CORRECTIONS; IMPLEMENTATION; SEVERABILITY; AND AN EFFECTIVE DATE. The hearing will be held at c· Hall Commission Chambers, 6130 Sunset Drive South Miami Florida 33143 Commission members will participate in Chambers or by video conferencing through the Zoom platfonn and members of the public may join the meeting via Zoom at ~:Lfzoom.us/"/3056636338 , by phone by calling + 1 • 786-635-1003 and entering Meeting 10: 3056636338 when prompted, or in person in the Commission Chambers , and where their appearance will be broadcast on the Zoom platform, and where they can participate. • All interested parties are invited to attend and will be heard. F0r further infonnation, please contact the City Clerk's Office at 305-663-6340. Pursuant to Section 286.0105, Fla. Stat., the City hereby advises the public that if a person decides to appeal any decision made by the Commission with respect to this matter, such person must ensure that a verbatim record of the proceedings is mad~ich record includes the testimony and evidence upon which •the appeal is to be based . This notice does not constitute consent by the City for the introduction or admission of otherwise inadmissiole or irrelevant evidence, nor does it authorize challenges or appeals not otherwise allowed by law . ADA: To request a modification to a policy, practice or procedure or le request an aux iliary aide or service in order to participate in a City program , activity or event, you ·_must on or before 4:00 p.m. 3 bus iness days before the meeting (not counting the day of the meeting) deliver your request to the City Clerk by telephone : 305-663 -6340, by mail at 6130 Sunset Drive , ·South Miami , Flerida or em ai l at npayn e_@southmiamlfl .gov. 9/22 Nkenga A. Payne, CMG, FCRM City Clerk 23-96/0000685307M SUNDAY SEPTEMBER 24 2023 NEIGHBORS ...................................................................................................17SE Y ou know it’s a special Sick and Shut Down List when the South Florida eatery with 45 violations gets underdone by the restaurant next door,the first one we’ve had where the inspectors claimed they were ob- structed. The Sick and Shut Down List comprises restaurants in Miami-Dade,Broward, Palm Beach and Monroe counties that failed state inspection.That means they were closed until they passed a return inspection. Here are two from this week’s list:. Bubby’s Fish N’Chips, 1129 NE 163rd St.,North Miami Beach:Routine inspection,30 total vio- lations,six High Priority violations. Dismayed as Bubby’s owner Schneur Borenstein was over an inspection covered in Stop Sales and rodent poop,he really had a problem with the in- spectors claiming they were obstructed and “Operator requested for the inspector to leave the premises and refused to have the em- ployees in the location to sign the paper work and inspection.” Borenstein said to the Miami Herald Wednesday, “I contest that part.There was no manager on duty at the time.I inquired about removing that because it wasn’t accurate.Nobody wanted to sign when there was nobody with that au- thority.” “Even the next day when they reopened us,we re- quested a supervising in- spector,”Borenstein said. “I did speak with them when they came back the next day.We’ve never had a rodent issue.We’ve never had these types of things ever.We obviously care about the cleanliness of the store.But,to say we’re obstructionist,I don’t think that’s correct.” Clearly,the inspectors moved freely enough through the restaurant next door to Mikado 31 (see below)to find a plethora of violations. Such as Bubby’s being a literal “hole in the wall” restaurant by having a “hole in the wall under the hand washing sink in the bathroom closest to the back door.” Bags of onions were stored on the back storage area floor. Hole in the wall plus food on the floor often equals the skritch-skritch of little claws from the furry, four-legged vermin.And you know they had a good time at their Bubby’s mini- beast feast from the 2 70 pieces of rodent regularity they left behind,most prominently “120-plus rodent droppings on the top of table by two bags of rice. Cases of sweet potatoes, cooking oil,and bags of onions were on the same table.” They left over 30 poop pieces on paper bags,over 50 under a paper storage shelf,over 30 along walls and behind two reach-in coolers. All that rodent action and you don’t need to ask why the inspector advised they throw out the cases of plastic spoons and forks on the floor at the front coun- ter,the pizza boxes stored on the floor in the back and some single service bags. Inspectors found tuna prepared 15 days earlier and salmon prepared 16 days earlier,which means they were in the coolers over a week after they should’ve been in the gar- bage. Four coolers,which had the job of keeping food under 41 degrees,had ambient temperatures of 50,57,58 and 60 degrees. That led to a late sum- mer rain of Stop Sales on raw fish,cod fish,salmon, butter,cream cheese,milk, as well as the aforemen- tioned tuna and salmon. There’s no way to take moldy lemons,a box of which got hit with Stop Sales,and make lemonade and Stop Sales also came down on a box of moldy lemons,which,hopefully, were not used to make lemonade. “Ceiling/ceiling tiles/ vents soiled with accumu- lated food debris,grease, dust,or mold-like sub- stance.”Where?“Through- out the establishment.”Ew. Two fries cutters,last used two days previous, had “old food debris.” Also,“All food storage containers soiled.” During the follow-up inspection,inspectors found tomatoes and sweet peppers with “mold-like growth.” Bubby’s is back open. Merkado 31,1127 NE 163rd St.,North Miami Beach:Complaint in- spection,45 total vio- lations,nine High Priority violations. Could there be a more prototypical Sick and Shut Down List inspection than Bubby’s next door neighbor provided last week? There’s our old friend, the ice machine mold. “Accumulation of black/ green mold-like substance in the interior of the ice machine/bin.” “In-use knife/knives stored in cracks between pieces of equipment”as in a “knife between equip- ment in the front counter.” Warewashing and dish- washing seemed to be a pointless process,what with an “accumulation of debris inside warewashing machine”and clean uten- sils and equipment being “stored in dirty drawer or rack.” Other kinds of washing seemed to be effortless,as in no effort was made at washing. “Floor soiled/has accu- mulation of debris”de- scribed the walk-in cooler and walk-in freezer.There was “grease buildup on the cookline and equipment, underneath the prep tables and all drains.” “Interiors of oven and microwaves have accumu- lation of black substance/ grease/food debris.” The prep table can open- er was “heavily soiled with grease.” On the kitchen prep table,“sweet potatoes, potatoes,and onions were stored inside soiled con- tainers.” “Food stored in a loca- tion that is exposed to splash/dust.”In the walk-in cooler,a bucket with purple corn juice (chicha)sat on the floor underneath boxes of marinated chicken.“Liq- uid from the marinated chicken is dripping into the hole on top of the contain- er.”Stop sale on the chicha. Other Stop Sales came down on heavy cream,at a morning balcony temper- ature of 80 degrees;cream cheese;cooked chicken; mashed potatoes;and cooked pasta thick noodles, none of which were at or under 41 degrees. Over eight flies landed on unpeeled onions and potatoes. Over 15 live roaches “crawling inside and out- side drawers”and four other live roaches out- numbered three dead roaches. Neither of the two hand- wash sinks had any way to dry hands. At the next day’s re- inspection,the inspector saw a roach crawling on the side of a stove and one under the grill.The manag- er killed both live roaches just as the roaches killed the chances they had of getting open again. Back open,like Bubby’s, but still has a follow-up inspection required. Sick and Shut Down:NMB neighbors get called out BY DAVID J.NEAL dneal@miamiherald.com 458