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Ord No 18-20-2372ORDINANCE NO. 18-20-2372 An Ordinance pursuant to Section 20-5.7 providing for a Map Amendment to the City of South Miami Official Zoning Map from Neighborhood Retail (NR) to Transit-Oriented Development District Mixed-Use Market (TODD (MU-M)) on a l.9-acre property known as the Winn-Dixie site located .at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. WHEREAS, 5850 SW 73 Street llC has requested an amendment to the Official Zoning Map to change the designation of the approximately lo9-acre property located between SW 73 rd Street, SW 59th Avenue, SW 74th Street, and SW 58th Court from Neighborhood Retail (NR) to Transit Oriented Development District Mixed-Use Market (TODD (MU-M)); and WHEREAS, the South Miami Planning Board reviewed the proposed amendment to the Official Zoning Map, held an advertised public hearing on May 12, 2020, provided for public participation in the process, and rendered its recommendation of approval to the City Commission on a vote of six (6) to one (1). NOW, THEREFORE, BE IT ORDAINED BY THE MAYOR AND CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA AS FOLLOWS: Section 1. The City of South Miami hereby adopts the amendment to the Official Zoning Map, as set forth below, changing the designation for property located between SW 73rd and 74th Streets and SW 58th Court and SW 59th Avenue, and more specifically described in the attached Exhibit 1, from Neighborhood Retail (SR) to Transit Oriented Development District Mixed-Use Market (TODD (MU-M)). Page 1 of4 Ord. No. 18-20-2372 Existing Official Zoning Map Neighborhood Retail District (NR) Legend Proposed Official Zoning Map Transit Oriented Development District Mixed-Use Market (TODD (MU-M» l.8gtnd IS-I ~"'I!"'-". l1li -.; ~~r~tI..-._ In : ~\.h",""~" flS .... ~1"~1I)r .. .",.~rn .... Ii-' '"~'-''''''&ooC,,, R'~ f_r''''~/:T",,",tv.Do RN .II l..-0\.I...,."'"1.-f.rW,. RH 24 1V04~~lkIn8\f,,,,,.'hlll~ AO ~""<dotn""'O""" LO 1 1'Nl'T.Ii"~OI'I\OP UO ~ ...... , ............... .ty~ NR ".!~~'-RP' ... " ~A s.-tfR.lI" TOOCI T'''OI O'_-'''~DIMiIi;'I 'O OO I IAJ"J ""~IJaa . TO OO'MU!llt,l;..., ...... ~ ltl'tY.l~e)Mo .•• ,dwf TOO('I :I,4\JLh M ...... IJ<..,. ....... l<l TtJct'JPhf"l/tlllt 'II'I:I'~1 lOOD(I'fl.l l-'l,,,&III11:JC,'1o> ... P ..... aR_1oUo .. .J o .....-....:JU'IDo .... ~;"""rr Section 2. Codification. The provisions of this Ordinance shall become and be made part of the Official Zoning Map of the City of South Miami as amended. Section 3. Severability. If any section, clause, sentence, or phrase of this Ordinance is for any reason held invalid or unconstitutional by a court of competent jurisdiction, this holding shall not affect the validity of the remaining portions of this Ordinance or the Guidelines adopted hereunder. Section 4. Ordinances in Conflict. All ordinances or parts of ordinances and all sections and parts of sections of ordinances in direct conflict herewith are hereby repealed. Section 5. Effective Date. This Ordinance shall be conditioned on the enactment of an ordinance amending the Future Land Use Map's designation of the property from Mixed Use Commercial/Residential to Transit Oriented Development District and this ordinance shall become effective upon the effective date of that amendment to the Future Land Use Map. PASSSED AND ENACTED this 2nd day of June, 2020. ATIEST: l )l/ll~D Page 20f4 Ord. No. 18-20-2372 1st Reading: 5/19/2020 2nd Reading: 6/2/2020 READ AND APPROVED AS TO FORM: LANGUAGE, LEGALITY AND EXEC UTI ;;}p ATIORNEY Page 30f4 COMMISSION VOTE: 5-0 Mayor Philips: Yea Vice Mayor Welsh: Yea Commissioner Gil: Yea Commissioner Harris: Yea Commissioner Liebman: Yea Ord. No. 18-20-2372 EXHIBIT 1 LEGAL DESCRIPTION Lots 23 through 32, inclusive, less the north 10 feet of Lot 23; the west 5 feet of lots 23, 24, 25, 26 and 27; the east 5 feet of lots 28, 29 and 30; the east 5 feet of lots 31 and 32 and the north 10 feet of lot 32, W.A. Larkins Subdivision, according to the plat thereof, as recorded in Plat Book 3, at Page 198, of the Public Records of Miami-Dade County, Florida. Page4of4 Agenda Item No:10. City Commission Agenda Item Report Meeting Date: June 2, 2020 Submitted by: Jane Tompkins Submitting Department: Planning & Zoning Department Item Type: Ordinance Agenda Section: Subject: An Ordinance pursuant to Section 20-5.7 of the Land Development Code providing for a Map Amendment to the City of South Miami Official Zoning Map from Neighborhood Retail (NR) to Transit-Oriented Development District Mixed-Use Market (TODD-MU-M) on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. 4/5 (City Manager-Planning Dept.) Suggested Action: Approval Attachments: ORDINANCE_3_Zoning_Map_Change_Winn_DixieCArev (Tompkins Jane)-MWL_wPBvote.docx MDBR Ad.pdf Miami Herald Ad.pdf MDBR Ad.pdf Miami Herald Ad.pdf 1 CITY OF SOUTH MIAMI OFFICE OF THE CITY MANAGER INTER-OFFICE MEMORANDUM TO:MAYOR AND MEMBERS OF THE CITY COMMISSION VIA:STEVEN ALEXANDER,CITY MANAGER FROM:JANE K.TOMPKINS,AICP,PLANNING DIRECTOR ALEX A.DAVID,AICP,PLANNING CONSULTANT CALVIN,GIORDANO &ASSOCIATES RE:WINN DIXIE REDEVELOPMENT 5850SW73STREET LLC Date:May19,2020 SUBJECT: An Ordinance providing for a Small-Scale Map Amendment amending the City of South Miami Comprehensive Plan Future Land Use Map from Mixed-Use Commercial/Residential to Transit- Oriented Development District (TODD) on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. An Ordinance pursuant to Section 20-5.7 and other applicable provisions of the City of South Miami Land Development Code modifying Article II, Sections 20-3.1(A) and (B) and 20-3.3(D), Article VII, Section 20-7.2, and Article VIII, Sections 20-8.1 through 20-8.17 in order to create a new zoning subcategory, Transit-Oriented Development District Mixed-Use Market (TODD MU- M). An Ordinance pursuant to Section 20-5.7 of the Land Development Code providing for a Map Amendment to the City of South Miami Official Zoning Map from Neighborhood Retail (NR) to Transit-Oriented Development District Mixed-Use Market (TODD-MU-M) on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. A Resolution pursuant to Section 20-8.9 and other provisions of the City of South Miami Land Development Code approving a large-scale development on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. 2 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 2 of 19 2 | P a g e 3 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 3 of 19 3 | P a g e BACKGROUND: The Applicant, 5850 SW 73 Street LLC, owns a 1.9-acre property known as the Winn-Dixie Site. The property is bounded by SW 73rd Street on the north, SW 58th Court on the east, SW 74th Street on the south and SW 59th Avenue on the west. This parcel is the second largest property under single ownership within the Hometown District after the Shops at Sunset Place. This is an amended application to the one heard by the Planning Board and City Commission on May 14, 2019 and June 4, 2019, respectively. Prior to the City Commission 2 nd Reading hearing, the Applicant requested a deferral of the application. The reason was to amend the application to revise the plans and to create a new Mixed Use – Market zoning subcategory in order to capture the uniqueness of the parcel as the City’s only marketplace. The requests are being made to effectuate the re-development of the existing market into a 9- story mixed-use project containing: 36,395 sq. ft. market (including back of house) 248 rental apartments 399 parking spaces and 5 loading spaces Landscaping and public spaces. As part of this application, the Applicant has submitted the following items: *Letter of Intent (April 20, 2020) *Affidavit Certifying Mailing of Required Notice (April 16, 2019) *Exhibit A (April 20, 2020) *Planning Board Submittal (Architecture, Landscape and Civil) (04/20/2020) *Survey (4/20/2020) *Loading Area Management Plan (April 21, 2020) *SoMi Market Traffic Study (April 2020) The Winn-Dixie structure was originally built in 1962 and contained 19,216 square feet. The structure was slightly expanded in both 1969 and 2003 and today is currently 20,664 square feet. 4 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 4 of 19 4 | P a g e Aerial of Subject Property Subject Property The property totals 82,621.8 square feet (1.9 acres) in size (net) and is identified on the City’s maps as 5850 SW 73rd Street and as 7331 SW 58th Court. The property is zoned Neighborhood Retail “NR” and is within the Hometown District Overlay. The City’s Future Land Use Map (FLUM) designates the property as “Mixed-Use Commercial/ Residential”. 5 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 5 of 19 5 | P a g e Future Land Use Map Excerpt Zoning Map Excerpt Surrounding existing land uses, zoning and FLUM designations are as follows: Land Use Zoning FLUM North Commercial Specialty Retail (SR) Mixed-Use Commercial/ Residential South Residential Medium Density Multi-Family (RM-24) Mixed-Use Commercial/ Residential East Commercial Specialty Retail (SR) Mixed-Use Commercial/ Residential West Commercial Specialty Retail (SR) Mixed-Use Commercial/ Residential Request 1: As proposed, the project requires approval for the following, which is described and analyzed below: Small Scale Map Amendment to the City’s Future Land Use Map to re-designate the Winn Dixie Site from Mixed-Use Commercial/Residential to Transit-Oriented Development District (TODD). 6 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 6 of 19 6 | P a g e Proposed Future Land Use Map Amendment Analysis of Request: Chapter 163, Florida Statutes governs Growth Management and Planning policy within the State of Florida. The following Section allows for the changes proposed. Section 163.3187 Process for adoption of small-scale comprehensive plan amendment. - (1) A small-scale development amendment may be adopted under the following conditions: (a) The proposed amendment involves a use of 10 acres or fewer and: (b) The cumulative annual effect of the acreage for all small-scale development amendments adopted by the local government does not exceed a maximum of 120 acres in a calendar year. (c)The proposed amendment does not involve a text change to the goals,policies,and objectives of the local government's comprehensive plan,but only proposes a land use change to the future land use map for a site-specific small-scale development activity.However,text changes that relate directly to,and are adopted simultaneously with,the small- scale future land use map amendment shall be permissible under this section. 7 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 7 of 19 7 | P a g e * * * The application as submitted complies with this Statute. In order to develop the property in the manner as planned, the Applicant is requesting the designation be changed from the existing Mixed-Use Commercial/Residential category to Transit- Oriented Development District (TODD). The current land use designation, Mixed-Use Commercial/Residential, permits an F.A.R. of 1.6, a density of 24 dwelling units per acre, and a maximum height of 50 feet. For informational purposes, the Hometown District Overlay is consistent with the referenced maximum intensity, density and height. The proposed land use category Transit-Oriented Development District (TODD) regulates permitted heights and intensities, including design standards through the Land Development Code. The impacts of this change would be to allow greater densities and intensities on the property. Please see Exhibit “A” Request 1 (Page 1) or the map above for the proposed Comprehensive Plan FLUM changes. Amendments to the FLUM are evaluated to ensure consistency between the request and the Goals, Objectives, and Policies (GOP) of the City’s Comprehensive Plan. Staff finds that the proposed application furthers the intent of the Comprehensive Plan and more specifically the following Goal, Objectives and Policies: FLU OBJECTIVE 2.1 Discourage urban commercial sprawl by enhancing downtown South Miami as the City’s prime retail and commercial service center, in accordance with the Future Land Use Map. There shall be no major commercial rezonings of single-family residential properties. FLU OBJECTIVE 3.1 Continue to increase the City’s tax base and fiscal health through new development and redevelopment, increased property values, annexations, impact fees, grants, and other strategies as appropriate. FLU Policy 3.1.1 Zone for new development and redevelopment in accordance with the Future Land Use Map, including multi-story and mixed-use districts. FLU Policy 3.1.4 The City shall maintain and, as appropriate, expand the Transit Oriented Development Districts delineated on the Future Land Use Map. Development and redevelopment in these districts shall occur in accordance with adopted 8 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 8 of 19 8 | P a g e development and redevelopment plans and the land development regulations and shall not adversely impact surrounding neighborhoods and uses. FLU OBJECTIVE4.4 Preservefloodplain areas via floodplain management and limiting development within the Special FloodHazard Area. FLU Policy 4.4.1 In coordination with the Transit-Oriented Development District, permit more intense development only in those areas which are located outside of the Special Flood Hazard Area. FLU GOAL 5 To achieve revitalization and renewal of areas designated as redevelopment areas. HOU Policy 1.1.1 Utilize the Future Land Use Plan and zoning map to assure a diversity of housing types. Additionally, the application is in keeping with the Transit-Oriented Development District land use designation as it is intended to provide for the development of retail and residential uses in a multi-story, mixed-use development that is characteristic of transit-oriented developments. REQUESTS 2 AND 3: As proposed, the project requires approvals for the following, which are described and analyzed below: Text Amendments to the City’s Land Development Code, including Article II, Section 20- 3.1 (A and B), 20-3.3 (D), Article VII, Section 20-7.2 (B), and Article VIII, Sections 20-8.1 through 20-8.17 in order to create a new zoning subcategory, Transit-Oriented Development District Mixed-Use Market (TODD MU-M). Map Amendment to the City’s Official Zoning Map to rezone the Winn-Dixie Site from Neighborhood Retail (NR) to Transit-Oriented Development District Mixed-Use Market (TODD (MU-M)). 9 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 9 of 19 9 | P a g e Proposed Zoning Map Amendment ANALYSIS: Section 20-5.7 –Rezoning and text amendments allows for the process of rezoning a parcel of land and,also to amend the text of the City’s Land Development Code. 20-5.7 -Rezoning and text amendments. (A)Multiple Properties.Multiple properties in any single application for a rezoning shall be contiguous to one another or accompanied by a unity of title agreement. (B)City Initiated Applications.An application for a rezoning or text amendment may be initiated by the city commission, planning board, environmental review and preservation board or city administration. (C)Intergovernmental Notice.When an application for a proposed rezoning involves a property located within five hundred (500) feet of the jurisdictional limits of the county or City of Coral Gables, notice of such application, specifying the date, time and place of any scheduled public hearings, shall be transmitted to the planning departments or governing bodies of said jurisdictions. (D)Rezoning Reapplication.No reapplication for a rezoning shall be accepted by the city within twelve (12) months of the date of final disapproval by the city commission of a previous application for a change in zoning involving the same or substantially the same property, unless evidence is submitted to and accepted by the city commission which justifies such reconsideration. (E)Application Requirements.With the complete application, applicants shall also submit a letter of intent, a property survey by a registered surveyor and a document indicating the written sworn consent of the owners of at least seventy-five (75) percent of the subject property or persons with a contract to purchase conditioned on rezoning 10 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 10 of 19 10 | P a g e approval. Such consent may be given by duly authorized agents of owners and agency shall be evidenced by a proper written power of attorney. (F)Neighborhood Awareness.All applications for a rezoning shall be accompanied by a map which reflects all properties and the names of all property owners within a five hundred (500) foot radius of the subject property. A notarized affidavit shall be presented to the Planning and Zoning Department within five (5) business days of submittal of an accepted application, attesting that the applicant gave notice of the proposed application to all the property owners within the noted five hundred (500) foot radius by regular U.S. mail with the exception of the abutting, or contiguous, property owners, who shall be made aware via Certified Mail. The affidavit shall be accompanied by a copy of the notification letter together with copies of the Certified Mail receipts. The Applicant has met the requirements of Section 20-5.7. The Applicant has proposed new changes to the development standards and regulations in order to create the new TODD (MU-M) District. This zoning subcategory is intended to create a mixed- use development that is urban in scale, provides for a vibrant urban experience, is located near rail-based rapid transit and establishes a “place-making” development. The TODD (MU-M) zoning subcategory would permit a minimum density of fifty (50) dwelling units per acre, and a maximum height of 120 feet. None of the TODD subcategories have a maximum F.A.R. The development as proposed would have a density of one hundred thirty point fifty-three (130.53) dwelling units per acre. The maximum building height will be one hundred eighteen feet eight inches (118’ 8”). This height is not incongruous with other approved projects in the City such as the Shops at Sunset Place and Treo and, the existing Mayan Tower (to the south of Winn Dixie). Please see Exhibit “A” Requests 2 and 3 (Pages 2 -35) for the proposed Land Development Code text and Zoning Map changes. The requested map change is also shown above. The proposed LDC amendments include one noteworthy change concerning Workforce and Affordable Housing.The City adopted an Ordinance requiring Workforce and Affordable Housing for new developments within the TODD MU-5 and MU-6. One of the distinctions between the MU-M subcategory and TODD MU-5 and TODD MU-6 it that is does not have a requirement for workforce housing. The Applicant is requesting text changes to incorporate amendments to Sec 20-8.14(A)1. Tree requirement, to allow site trees to be planted within the public right-of-way (within 10 feet of the property line) and allow a maximum of 30% of the required site trees on upper recreation or amenity decks. 11 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 11 of 19 11 | P a g e ZONING COMPARISON CHART Existing Neighborhood Retail (NR) versus TODD (MU-M) Neighborhood Retail (NR) Hometown District Overlay TODD MU-M Proposed SoMi Market Floor Area Ratio 1.6 Not Addressed Not Addressed Density (DU’s/acre) 24 Minimum 50 130.53 DU’s/acre 248 Units Height (Feet)50 120 118’8” Landscaping Regulated by Sec. 20-4.5 22 Trees/Net Acre 10 Shrubs/Tree 50% Trees Native Regulated by Sec. 20-4.5 22 Trees/Net Acre 10 Shrubs/Tree 50% Trees Native Regulated by Sec. 20-4.5 42 Trees 785 Shrubs 32 Trees Native (Requirements Met) Signage Master Plan Regulated by Sec. 20-4.3 Most signs approved administratively, others by ERPB Size limited by 20-4.3 Regulated by Sec. 20-4.3 Most signs approved administratively, others by ERPB Size limited by 20-4.3 Regulated by Sec. 20-4.3 Most signs approved administratively, others by ERPB Size limited by 20-4.3 Parking Regulated by Sec. 20-4.4 Standards: 1.5 spaces/Efficiency 2 spaces/ 1 or more bedrooms 1 space/hotel room 1 space/200-400 sq. ft. for Retail/Office 1 space/100 sq. ft. for restaurant patron area 1 space/300 sq. ft. for restaurant non- patron area 1 space/4 seats for theater Required Size –9’x18’ Note: The Hometown District Overlay has been amended to delete minimum parking requirements within its boundaries. Proposed Size - 9’x18’ 266 residential spaces 133 commercial spaces 399 Total Parking Spaces 12 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 12 of 19 12 | P a g e Environmental Review Preservation Board Required unless project complies with architectural standards of the Hometown Overlay District Required for Final Site Plan Required for Final Site Plan The TODD MU-M would permit a mix of uses to include retail, restaurants and residential components at greater densities, intensities, and height than are allowed under the Neighborhood Retail (NR). Additionally, as part of the application review, a concurrency analysis was completed to determine compliance with Level of Service Standards. All Levels of Service will be met for this application. The results of the analysis can be found in Attachment 3. REQUEST 4: A 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 a review of Section 20-8.9 and the development standards found in Article VIII, as proposed to be amended. ANALYSIS: 20-8.9 - 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 it shall be reviewed by the Planning Board and it 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 Land Development Code (section 20-3.3D, as 13 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 13 of 19 13 | P a g e may be amended), and that such use complies with the following general requirements 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. * * * (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 of the conditions required for the granting of the special exception ("Development Agreement"). * * * 14 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 14 of 19 14 | P a g e If approved, the TODD (MU-M) zoning subcategory will establish proposed permitted uses and development parameters for any development within this zoning subcategory. Site Plan Review Under the proposed zoning district, the development is permitted six(6) floors by right; but is seeking three (3) additional floors through Section 20-8.10 -Bonus Allocations. These bonuses include: one (1) bonus floor for full frontage streetscape design; one (1) bonus floor for onsite bicycle amenities; and, one (1) bonus floor for a square, plaza or green space open to the public of at least 5,000 sq. ft. In order to meet the bonus requirements, the Applicant has provided a resident bicycle storage room which includes storage for approximately fifty (50) bicycles, bicyclewashing area and a bicycle repair area. Public bicycle racks are provided throughout the development at ground level. The Applicant is also proposing 28,893 sq. ft. of public realm improvements to meet the intent of the plaza or green space requirement. The landscape plan also complies with the LDC as proposed to be amended. After reviewing the final submittal (April 20, 2020) of the traffic study and loading management plan, there are no additional comments. The Winn-Dixie Site Redevelopment site plan as proposed is consistent withArticle II, Section 20-3.1 (A and B), 20-3.3 (D), Article VII, Section 20-7.2 (B), and Article VIII, Sections 20-8.1 through 20- 8.17, as modified, and complies with the general requirements of Special Exceptions (Section20-8.9) of the Land Development Code. Detailed information about the Redevelopment Plan is contained in Planning Board Submittaldocuments (Architecture, Landscape and Civil) in the agenda packet. PLANNING BOARD RECOMMENDATION: After a public hearing on May 12, 2020, the Planning Board voted six (6)to one (1) on each of the four applications to recommend approval of the proposed amendments. RECOMMENDATION: Staff recommends that the City Commission approve with conditions the applications for: 1.Small Scale Map Amendment to the City’s Future Land Use Map to re-designate the Winn Dixie Site from Mixed-Use Commercial/Residential to Transit-Oriented Development District (TODD). 2.Text Amendments to the City’s Land Development Code, including Article II, Section 20-3.1(A and B), 20-3.3(D), Article VII, Section 20-7.2(B),and Article VIII, Sections 20-8.1 through 20-8.17 in order to create a new zoning subcategory, Transit-Oriented Development District Mixed-Use Market (TODD MU-M). 15 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 15 of 19 15 | P a g e 3.Map Amendment to the City’s Official Zoning Map to rezone the Winn-Dixie Site from Neighborhood Retail (NR) to Transit-Oriented Development District Mixed-Use Market (TODD (MU-M)). 4.A Large-Scale Development (greater than 40,000 sq. ft. and more than four stories) shall require a Special Exception approval by the City Commission. CONDITIONS: General Conditions 1.The proposed development will be substantially built in accordance with the documents submitted including: Letter of Intent; Exhibit A (April 20, 2020); Planning Board Submittal (04/20/2020); Loading Management Plan (April 21, 2020); and Traffic Study (April 2020. Plans submitted entitled “South Miami Market”, consisting of a total of 69 sheets: Architectural Plans prepared by Corwil Architects (43 sheets); Landscape Plans prepared by Geomantic Designs, Inc. (13 sheets); and, Civil Plans prepared by Kimley Horn (13 sheets). The survey was prepared by Narcisco J. Ramirez and consists of one sheet dated April 2, 2018. 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. 5.All impact fees shall be paid by the Applicant prior to issuance of building permit. 6.The Applicant shall provide a letter acknowledging compliance with the applicable Level of Services requirements prior to the issuance of final permit to the property. If any concurrency approvals expire a re-review shall be required by the appropriate agency. 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 building permit approval. 16 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 16 of 19 16 | P a g e 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. 10.That the secured bicycle room amenities be made available to the commercial component of the development. 11.That the Applicant covenant or provide a declaration of restrictions that dedicates a minimum of 20,000 square feet of the retail area as grocery or market space for a minimum of 30 years. 12.That the proposed amendments to Sec. 20-8.9 (C) 4. be revised from “or significantly changing the use of a Development” to “or changes the mix of uses which increases project trip generation more than 10% of a Development.” 13.That the proposed amendments to Sec. 20-8.10 Bonus allocations (C) relating to plazas be revised to include “* No more than 30% of the outside seating shall be allocated to the market or a restaurant use.” Construction General Conditions 14.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 must use SW 73rd Street, unless otherwise approved by the Department. 15.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. 16.The Applicant shall provide a Construction Air Quality Management Plan to the Department prior to the start of construction. 17.A Construction, Demolition and Materials Management Plan (CDMMP) must be submitted by the Applicant at time of building permit. 18.Construction shall only take place Monday through Friday during the hours of 8:00 a.m. and 5:00 p.m. 17 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 17 of 19 17 | P a g e 18 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 18 of 19 18 | P a g e Landscaping 19.The Applicant shall meet all of the 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. 20.The property shall be landscaped in accordance with the landscape plan, included with the site plan submittal. 21.Pursuant to Sec. 20-4.5, as may be amended, the Applicant shall preserve existing trees (including native trees) during the development of the project, wherever possible. If the trees must be removed, the Applicant shall be required to mitigate the impact in accordance with City requirements. If the relocated trees do not survive, the Applicant shall be required to replace the trees in compliance with City requirements. 22.The Landscape Plan (Sheet L-1) notes that the Applicant proposes to donate fifteen (15) existing Sabal Palms to the City. Should the City not accept this donation the Applicant will be required to mitigate these Palms as required by the City Landscape Code. Environmental 23.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. 24.All storm water drainage systems shall be maintained in working order at all times in order to avoid localized flooding during and after a storm. Parking shall be prohibited on top of any drainage inlet or drainage manhole. Architecture 25.Substantial compliance with the approved plans including: design, materials, and color palette. Attachments 1) Application 2) Application Documents Includes:Letter of Intent Exhibit A (Detailed information on each application, dated April 20,2020) Planning Board Submittal: Architectural, Landscape and Civils Drawings 19 City of South Miami City Commission Winn-Dixie/5850 SW 73 Street LLC FLUM, LDC, Zoning Map and Special Exception 5850 SW 73 Street and 7331 SW 59 Avenue May 19, 2020 Page 19 of 19 19 | P a g e Loading Area Management Plan (April 21, 2020) Traffic Study and Appendices (prepared by David Plummer & Assoc., last updated April 2020 with Responses to Comments from Calvin Giordano & Assoc.) Survey prepared by Narciso J. Ramirez dated April 2, 2018 3) Concurrency Analysis (prepared by Calvin Giordano & Assoc., Inc., dated April 29, 2020) 4) Miami-Dade County Public Schools Concurrency Preliminary Analysis dated May 7, 2019 5) Draft Ordinance amending the Future Land Use Map 6) Draft Ordinance amending the Land Development Code 7) Draft Ordinance amending the Official Zoning Map 8) Draft Resolution approving a Special Exception 9) Mailing Label Affidavit with Location Map (Property Owners within 500 feet) 10) Mailing Label Affidavit with Location Map (Abutting Property Owners) 11) Applicant’s Notification Letter and Affidavit 20 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 VIA ELECTRONIC MAIL April 20, 2020 Ms. Jane K. Tompkins Planning Director City of South Miami 6130 Sunset Drive South Miami, Florida 33143 JTompkins@southmiamifl.gov Re: Letter of Intent – Winn-Dixie Site Redevelopment. Property: 5850 SW 73 St. & 7331 SW 59 Ave., South Miami, Florida Folio Nos.: 09-4036-022-0170 & 09-4036-022-0180 (“Winn-Dixie Site”) Dear Ms. Tompkins: We represent the owner of the above-referenced property – 5850 S.W. 73 Street LLC (the “Owner”). Please consider this letter – together with the enclosed materials – the Owner’s updated submittal for the redevelopment of the Winn-Dixie Site. The redevelopment plan provides for a vastly improved grocery experience integrated into an elegant mixed-use residential building that features street-level grocer and publicly accessible structured parking (the “Project” or “Redevelopment”). The major animating force behind the Redevelopment is simply this: Ensure the existence of a lovely, neighborhood serving grocery store with in-store pharmacy in the same location as the existing Winn Dixie. As more particularly set forth in Exhibit A, the Redevelopment contemplates the following City actions and approvals: • Request 1: Small scale map amendment to the City’s Future Land Use Map to re-designate the Winn-Dixie Site from Mixed-Use Commercial Residential to Transit-Oriented Development District [TODD] (the “FLUM Amendment”); • Request 2: Text amendments to the City’s Zoning Code, including Sections 20-3.1, 20-3.3, 20-7.2 and Article VIII (the “Zoning Code Text Amendment”); 42 • Request 3: Map amendment to the City’s Official Zoning Map to rezone the Winn-Dixie Site from Neighborhood Retail [NR] to Transit-Oriented Development District Mixed-Use Market [TODD (MU-M)] (the “Zoning Map Amendment”); and, • Request 4: Special Exception approval for a large-scale development in accordance with Sec. 20-8.9, South Miami Land Development Code (the “Special Exception”). The Project includes significant public realm improvements and, correspondingly, utilizes TODD bonuses to achieve three (3) additional floors of residential use that are vitally important to inject vitality and dynamism into this area of the Hometown. The public realm improvements include: • A plaza open to the public and connected to the public pedestrian walkway system – totaling just over 5,000 s.f. of contiguous onsite area functionally and visually connected to the public walkway; • Streetscape design on all four (4) property frontages connected to the public pedestrian walkway system – including over 12,000 s.f. of streetscape improvements in the public right-of-way and over 8,000 s.f. of on-site streetscape improvements; and • Onsite bicycle amenities including a secure bike room, bike repair stations, and bike wash stations. Our professional design team includes Corwil Architects, David Plummer & Associates, and Geomantic Designs. We provide the following additional application materials together with this Letter of Intent: • Site Plan Submittal prepared by Corwil Architects in conjunction with Geomantic Designs and Kimley-Horn and Associates; • Traffic Study prepared by David Plummer & Associates; and • SoMi Market Loading Management Plan prepared by David Plummer & Associates. 43 On behalf of our entire team, we look forward to working with the City and you on this exceptionally exciting project. As always, please do not hesitate to contact me if you have any questions concerning this correspondence. Best Regards, /s/ Jeffrey S. Bass For the Firm Cc: Mr. Steven J. Alexander, City Manager (SAlexander@southmiamifl.gov) Ms. Shari Kamali, City Manager Designate (SKamali@southmiamifl.gov) Ms. Lourdes Hernandez, Senior Planner (LCabrera@southmiamifl.gov) Mr. Marcus Lightfoot, Zoning Review Coord. (MLightfoot@southmiamifl.gov) Mr. Alex David (ADavid@cgasolutions.com) Ms. Emily Vaughan (evaughan@shubinbass.com) 44 Exhibit A Filed: April 20, 2020 45 PAGE TABLES OF CONTENTS 1 Request 1: Small Scale Future Land Use Map Amendment to Redesignate Property to Transit-Oriented Development District (TODD) 2 Request 2: Zoning Code Text Amendments Article III. Zoning Regulations 2 Section 20-3.1: Zoning use districts and purposes. 4 Section 20-3.3(D): Permitted Use Schedule (See Exhibit 2 at 26) Article VII. Hometown District Overlay 4 Section 20-7.2(B): Applicability Article VIII. Transit-Oriented Development District (TODD) 4 Section 20-8.1: Purpose 5 Section 20-8.2: Definitions 6 Section 20-8.3: Creation of TODD Sub-categories 8 Section 20-8.4: Residential Use. 9 Section 20-8.5: Commercial Use 9 Section 20-8.8: Parking 12 Section 20-8.9: Special exceptions 16 Section 20-8.10: Bonus allocations 18 Section 20-8.14: Street standards 20 Section 20-8.17: Regulating Plan – Graphics 23 Request 3: Map Amendment to Official Zoning Map to Rezone the Property to Transit-Oriented Development District Mixed-Use Market [TODD (MU-M)] 24 Request 4: Special Exception Approval for the Project 25 Exhibit 1: Legal Description for the Property 26 Exhibit 2: Permitted Use Schedule 46 1 COMPREHENSIVE PLAN (Small Scale Amendment Pursuant to Sec. 163.3187, Florida Statutes) Request 1: Small Scale Future Land Use Map Amendment to Redesignate Property to Transit-Oriented Development District (TODD) Redesignate the property legally described in Exhibit 1 from Mixed-Use Commercial/Residential to Transit-Oriented Development District (TODD). Existing Future Land Use Map Mixed-Use Commercial/Residential Proposed Future Land Use Map Transit-Oriented Development District (TODD) 47 2 ZONING CODE TEXT AND MAP AMENDMENTS Request 2: Zoning Code Text Amendments a. Modify Section 20-3.1, South Miami Land Development Code, as follows: 20-3.1 – Zoning use districts and purposes. (A) Zoning Districts Established. In order to implement the intent of this Code and the City’s adopted Comprehensive Plan, the City is hereby divided into thirty-threetwo (332) zoning use, overlay and special districts with the symbol designations and general purposes listed below and permitted uses set forth in Section 20-3.3(D). Except as expressly set forth within the regulations governing the DS district, standards shall be uniform throughout each district. District symbols and names shall be known as: Symbol Name * * * TODD (MU-4) Transit-Oriented Development District (Mixed Use-4) TODD (MU-5) Transit-Oriented Development District (Mixed Use-5) TODD (MU-6) Transit-Oriented Development District (Mixed Use-6) TODD (MU-M) Transit-Oriented Development District (Mixed Use-Market) TODD (PI) Transit-Oriented Development District (Public/Institutional) TODD (PR) Transit-Oriented Development District (Parks & Recreation) * * * (B) District Purpose Statements. * * * (16)—(210) “TODD”, Transit-Oriented Development District: (includes sub-categoriesdistricts TODD (MU-4), TODD (MU-5), 48 3 TODD (MU-6), TODD (MU-M), TODD (PI), and TODD (PR)) The purpose of this district is to maximize and support the presence of a mass transit center located within walking distance of the boundaries of the district. The TODD is intended to provide for the development of office, retail, residential uses, and related services in multi-story and mixed-use projects that are characteristic of transit-oriented developments. Regulations provide for the continuation of existing light industrial uses, but encourages redevelopment through land assembly, flexible building heights, design standards, and performance- oriented incentives. The district is appropriate in areas designated “Transit-Oriented Development District” on the City’s adopted Comprehensive Plan and Future Land Use Map. (221)—(243) “PUD” Planned Unit Development: * * * (254) “HP-OV” Historic Preservation Overlay: * * * (265) “HD-OV” Hometown District Overlay: * * * (276) “CS-OV” Community Service Overlay: * * * (287) “H” Hospital District: * * * (298) “PI” Public/Institutional District: * * * (3029) “PR” Parks and Recreation District: * * * (310) “MU-AH” Mixed Use-Affordable Housing (Two Story): * * * 49 4 (321) “R” Religious District: * * * (332) “DS” Downtown SoMi District: * * * b. Modify Section 20-3.3(D), South Miami Land Development Code, as provided in Exhibit 2. c. Modify Section 20-7.2, South Miami Land Development Code, as follows: 20-7.2 – Intent, applicability, boundaries, permitted heights, densities, intensities, and mixed-use standards. * * * (B) Applicability. The requirements of this Article shall be in addition to each and every other requirement of the City of South Miami Land Development Code (Code), and in the case of conflict, the provisions of this Article shall control. 1. Exception. Lands zoned Transit-Oriented Development District (TODD) and located within the Hometown District Overlay (HD-OV) shall be governed by the requirements of Article 8, Transit-Oriented Development District (TODD). Notwithstanding the foregoing general exception, the vehicular parking requirements for developments on lands zoned TODD within the HD-OV shall be calculated using the vehicular parking requirement of Section 20-7.6. * * * d. Modify Article VIII, South Miami Land Development Code, as follows: ARTICLE VIII. - TRANSIT-ORIENTED DEVELOPMENT DISTRICT (TODD) 20-8.1 - Purpose. The purpose and intent of this regulation Article is to maximize and support the presence of a dedicated mass transit center located within walking distance of the 50 5 boundaries of the TODD. The maximum utilization of that facility will be achieved by surrounding this major mass transit facility with a zoning district that is designed to encourage a mix of high-intensity uses, particularly multi-family residential, retail, service and office uses. While this district provides for the continuation of existing light industrial uses, redevelopment for mixed-use purposes is encouraged throughout the TODD through flexible and performance-oriented zoning and other regulations and incentives. The strategic and limited expansion of the TODD into portions of the City’s Hometown District Overlay (HD-OV), will promote responsible in-fill redevelopment. * * * 20-8.2 - Definitions. * * * Arcade/colonnade: A covered, open-air walkway at standard sidewalk level attached to or integral with the building frontage; structure overhead is supported architecturally by columns or arches along the sidewalk; required to may extend beyond the build-to-line. These standards permit encroachment by habitable spaces on upper floors over any arcade along a City street, or elsewhere if approved by the entity controlling the right-of-way. Arcades and colonnades may extend beyond the minimum building setbacks when expressly permitted by the Regulating Plan Graphics set forth in Section 20-8.17. * * * Building frontage: The side of a building which faces the primary or main street. Building height: Building height shall be calculated as the vertical distance from grade to the highest rooftop element or feature. For purposes of calculating building height, elements and features, including, but not limited to, vertical circulation elements (such as stairs and elevators), illumination elements, chillers, mechanical space, mechanical structures, architectural features, parapets, and solar panels, attached to or serving structures, may extend above the roof slab of the highest habitable floor and are to be counted toward the maximum permissible building height. Notwithstanding the foregoing, communications equipment regulated by other Sections of this Code and Federal Statutes shall not be included in the calculation of building height. * * * 51 6 Lot frontage: The property line adjacent to the primary or main street right- of-way. * * * Neighborhood convenience store: An establishment occupying less than four thousand (4,000) square feet of space in a mixed-use building, primarily engaged in the provision of frequently or recurrently needed goods for household consumption, such as prepackaged food and beverages and limited household supplies and hardware. There shall be no on-site preparation of ready-to-consume food or for consumption in the store. Neighborhood convenience stores may only be located on the ground floor of mixed-use buildings in the TODD (MU-5), and TODD (MU-6), and TODD (MU-M) zoning sub-categoriesdistricts, and are for the convenience of the residents, employees and visitors of the building. A neighborhood convenience store does not have fuel pumps, nor does it offer fuel for motor vehicles, or automotive service items. * * * Plaza, open to the public: A privately-owned parcel of land that functions as part of the public realm and is open to members of the public. The area of a plaza may be defined by building frontages, street frontages, landscaping or walls. To promote civic engagement, a plaza may contain outdoor seating, outdoor dining, fountains, sculptures, and bicycle parking.. Given the South Florida climate, the design elements and programming within a plaza may be movable or retractable to accommodate changing weather conditions. * * * 20-8.3 - Creation of TODD sub-categories. (A) For purpose of recognizing the existing patterns of land use, the need to encourage a logical mix of land uses, and the need to promote a higher density of uses together with practical development bonus opportunities, the following sub-categories (zones) are hereby created: * * * (4) “TODD (MU-M)” Mixed-Use Market (54) “TODD (PI)” Public / Institutional 52 7 (65) “TODD (PR)” Parks and Recreation * * * (C) Permitted Uses: * * * (2) The uses permitted in each TODD sub-category shall be as follows: * * * (c) TODD (MU-6): Residential Uses, Commercial Uses and certain Light Industrial Uses under specific conditions, including those existing (see Sections 20-3.3 and 20-8.7). The minimum land area of a redevelopment site in the MU-6 subdistrict shall be one- half (0.5) acre. Developers who voluntarily assemble larger redevelopment sites of at least one (1) acre in this subdistrict are eligible to request a building height bonus pursuant to Section 20-8.10. (d) TODD (MU-M): Residential Uses, Commercial Uses. * * * (ed) TODD (PI): * * * (fe) TODD (PR): * * * (3) Permitted uses are as expressly provided by this Article, including those additional uses listed in the Permitted Use Schedule, Section 20-3.3(D). A description of the specific uses permitted in each of the major use categories is provided in the Sections 20-8.4 through 20-8.7. (D) Permitted Building Heights: * * * (d) TODD (MU-M): one (1) story minimum, six (6) stories maximum, and 53 8 up to nine (9) stories through bonus per Section 20-8.10(C). Maximum building height of one hundred twenty (120) feet. (ed) TODD (PI): Building height compatible with surrounding districts (fe) TODD (PR): Public parks and open spaces 20-8.4 - Residential use. * * * (A) Floor Area. The following are minimum floor area requirements for floor areas for the apartment residential units shall be as specified below: Micro Units 290 square feet Efficiency/Studio 400 square feet One Bedroom 550 square feet Two Bedroom 700 square feet Three Bedroom 850 square feet (B) Density. As many units as can be provided with required parking as required by Section 20-8.8. A minimum density of fifty (50) dwelling units per net acre shall be provided in the TODD (MU-5), and TODD (MU-6), and TODD (MU- M) sub-categoriesdistricts. (C) Residential, as permitted with required parking as required by Section 20-8.8. Location. Residential uses are permissibletted on all floors as expressly illustrated in Section 20-8.17. While residential uses are permissible on the first floor of a vertically mixed-use building, their location is but encouraged to be on the upper floors of vertically mixed-use buildings. Pursuant to Section 20-8.9, residential uses are not permitted on the first floor of Large- Scale Developments within the portion of the building or development fronting on the main street. * * * 54 9 20-8.5 - Commercial use. The following classifications and, Commercial uses, with the corresponding parking requirements are permitted within the TODD as set forth below: (A) Uses. StorefrontAll approved permitted and special uses, as indicated in sSection 20-3.3(D)7.12 under the subheadings “Business & Professional Services” and “Retail and Wholesale Trade”. (B) Location. Commercial uses are permitted on all floors as expressly illustrated in Section 20-8.17. Office uses, as indicated in section 20-7.12 and all uses in the Business and Professional Services Group, as indicated in section 20-3.3 * * * 20-8.8 - Parking. * * * (A) TODD Parking Regulations. Parking in the TODD must be developed and managed primarily as an element of infrastructure critical to enhancing South Miami’s tax base through economic success of the district. All required parking is subject to the standards provided in Section 20-4.4 of the LDC, except as otherwise provided for in this Section. The vehicular parking requirement for developments within the Hometown District Overlay (HD- OV) on lands zoned TODD shall be calculated using the vehicular parking requirements of Section 20-7.6, Hometown District Parking. Notwithstanding the foregoing, developments on lands zoned TODD within the HD-OV shall remain subject to the bicycle parking requirements of this Section. * * * (C) Required Parking by Uses. * * * 1. Residential Use: (a) Developers are encouraged to unbundle residential parking spaces and make them available for sale or rent separately from the residential units, particularly workforce and affordable units. 55 10 (b) Bicycle parking for multifamily residential uses shall be provided as follows: one (1) bicycle parking space rack for every fifteen (15) vehicular parking spaces provided required for residential units. (c) Live-work units: the residential component shall be provided parking according to the type of unit as specified in Section 8.8(C) above, plus one (1) space per each 400 square feet of work area. 2. Commercial/Retail Use: (a) In addition to vehicular parking: (i) For commercial/retail uses with gross floor areas up to 20,000 sq. ft., onetwo (12) bicycle parking spaces shall be provided for every 21,000 sq. ft. of commercial and /retail gross floor areas. (ii) For commercial/retail uses with gross floor areas exceeding 20,000 sq. ft., one (1) additional bicycle parking space shall be provided for every each additional 10,000 sq. ft. of commercial/retail gross floor area or fraction thereof. (iii) Hotels and motels shall provide a minimum of 0.5 and a maximum of one (1) bicycle parking spaces per hotel room, plus ten (10) bicycle parking spaces per every 1,000 sq.uare feet. of gross floor area dedicated to meeting, restaurant and/or banquet space. (iv) Adult day care facilities shall provide one (1) bicycle parking space per every six (6) clients, up to 5 bicycle parking spaces, thereafter one (1) bicycle parking space per every ten (10) clients, plus a maximum of four (4) bicycle parking spaces per every 1,000 sq. ft. of gross floor area dedicated to office usespace. In addition, one (1) accessible passenger loading zone must be provided per 56 11 each every 5,000 sq. ft. of gross floor area at these facilities. * * * (D) Garages in TODD (MU-5), and TODD (MU-6), and TODD (MU-M). 1. At the rear of the property the setback requirement for garages may be eliminated in these sub-categoriesdistricts only if the garage: a. abuts an existing garage; or b. abuts a permanent open space. 2. May face a side street but must have some fenestration or architectural treatment similar to the rest of the building. 3. Underground parking is defined as having more than sixty (60) percent of its structure below grade. 4. Garage structures must be designed or landscaped so as to either appear to be a floor of the building or obstructed from street view. 5. All garages must comply with subsection 20-8.8(B)(2). 56. The ground floor on the sides facing any street may shall contain any uses indicated on the permitted ground floor uses in sSections 20-8.4 and 20-8.5 and as expressly illustrated in Section 20-8.17. Any exterior facing streets shall be designed to look similar to the facade of a commercial office building, unless amended by the City Commission via special use permit procedures. 67. Freestanding garages may only be allowed in TODD (MU-5), and TODD (MU-6), and TODD (MU-M) sub-catorgoriesdistricts and may not exceed six (6) levels in height. 57 12 20-8.9 - Special exceptions. * * * (B) Any site that is more than forty thousand (40,000) square feet or any development, as defined in sSection 380.04, Florida Statutes (hereinafter referred to as “Development”), in excess of four (4) stories shall be designated as a Large-Scale Development that shall be reviewed by the Planning Board and it shall require approval by the City Commission. The square footage of an alteration or addition to an existing site and the square footage of the existing site that is being altered or to which an addition is being proposed shall be included in the computation of the size of the Development to determine if it is a Large-Scale Development. 1. The Site Plan review process for the Large-Scale development shall be initiated before the Environment Review and Preservation Board (“ERPB”) within one (1) year of the City Commission’s approval of the Special Exception (the “Site Plan Review Initiation Period”). The City Manager or City Commission may extend the Site Plan Review Initiation Period for one (1) additional year or for some other amount of time as appropriate under the circumstances. An application for extension of the Site Plan Review Initiation Period of a Special Exception shall be filed sixty (60) days prior to the expiration of the Site Plan Review Initiation Period. 2. Special eExceptions, if granted, for a Large-Scale Development shall be valid if new construction commences within for eighteen (18) months from the date of unless a greater period is approved by the City Commission during the approval process (the “Approval Term”)of the special exception. For purposes of calculating the Approval Term, the time period commences upon the date that a development order is rendered granting final Site Plan approval for the Large-Scale Development by the Environmental Review and Preservation Board (“ERPB”) or the Planning and Zoning Department, whichever is later. A legal, administrative, or judicial challenge to the development order that approves a Special Exception or the Site Plan relating thereto shall toll the Approval Term until the conclusion of such challenge, including all appeals. The Approval Term shall also be tolled for delays arising from force majeure events outside the control of the Owner including state and federal declarations of emergency. The Special Exception 58 13 shall lapse if the Owner fails to obtain a building permit for the primary structure or a demolition permit during the Approval Term. and is substantially completed within two (2) years from the date of issuance of the first building permit. The time for the commencement of new construction or substantial completion may be extended by the City Commission Notwithstanding the foregoing, the City Manager or City Commission may extend the Approval Term of a Special Exception for one (1) additional year or for some other amount of time as appropriate under the circumstances. An application for extension of the Approval Term of a Special Exception shall be filed sixty (60) days upon application filed prior to the expiration of the Approval Term. applicable time period and upon demonstration of good cause. 2. For the purpose of this section 20-8.9, substantial completion shall mean the stage in the progress of the project where the work on the project, or designated portion of an approved phased project is sufficiently complete in accordance with the Contract Documents so that the Owner can occupy or utilize the project, or designated portion of an approved phased project, for its intended use, or the project has received either a temporary certificate of occupancy or a certificate of occupancy. To be an “approved phased project” the Owner must obtain City Commission approval for the phasing of the project. 3. Any property designated as a Large-Scale Development may have residential uses on the first floor, however, residential uses are not permitted on the first floor within that portion of the building or development fronting on the main street. The phrase “main street” means the street that abuts the property line of the building or development and which has the most traffic, as compared to any other street that abuts the property. (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 Land Development Code (sSection 20-3.3(D), as may be amended), and that such use complies with the following general requirements and any other 59 14 requirements that the City Commission may consider appropriate and necessary. * * * 4. If during the review process it is determined that the dDevelopment, as proposed, will potentially cause adverse impact, the Planning and Zoning Department shall may recommend, and the City Commission may require as a condition of approval 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 Planning and Zoning Department that additional the remedial changes which would have the effect of increasing the densityies, FAR, square footage or altering the height of the Development or significantly changing the use of a Development have been made. Remedial measures may include, but are not limited to: * * * (F) No single Development use within the TODD shall contain a single permitted use that exceeds a gross floor area of eighty thousand (80,000) square feet of gross floor area, except that no such limitation applies to residential uses within the TODD. (G) Within the MU-5 and MU-6 sub-categories, tThe maximum permitted building height of new buildings or an existing building with additions shall be limited to a as set forth below: 1. TODD (MU-5): A maximum of four (4) and eight (8) stories, respectively as permitted without bonuses, unless the development earns a bonus as set forth in section 20-8.10. In no event shall a development in the MU-5 subcategory exceed; a maximum of eight (8) stories, as permitted with bonuses, notr shall it to exceed one hundred (100) feet in height. In the MU-6 subcategory the maximum total number of stories a development can achieve through bonus is twelve (12). 2. TODD (MU-6): A maximum of eight (8) stories, as permitted without bonuses; a maximum of twelve (12) stories, as permitted with bonuses, not to exceed one hundred fifty (150) feet in 60 15 height. 3. TODD (MU-M): A maximum of six (6) stories, as permitted without bonuses; a maximum of nine (9) stories, as permitted with bonuses, not to exceed one hundred twenty (120) feet in height. (H) * * * 2. The structure shall be built on the property line and the owner shall give an attachment a maintenance easement to the adjacent property owner(s). * * * (I) The City Commission shall have the discretion to condition, Tthe granting of a sSpecial eException shall be conditioned on the Applicant signing an agreement with the ApplicantCity, in a form acceptable to the City, which shall include all of the conditions required for the granting of the sSpecial eException (“Development Agreement”). The Development Agreement, after it has been drafted by the City Attorney shall be subject to approval by the City Commission. A separate agreement or covenant (“Covenant”) that provides for maintenance of common elements and any other condition specified as a prerequisite to approval of the sSpecial eException (“Maintenance Covenants”) shall be signed by the owner of the property in question. The Maintenance Covenant shall be treated as a covenant running with and binding the land upon which the Development is situated and it shall be recorded in the land records of Miami-Dade County and, at the option of the City and if allowed by law, the Maintenance Covenant may be re-recorded when necessary or required to maintain, uninterrupted, the effectiveness of the covenant running with the land. The Covenant shall provide that the owner and his/her/its grantees, heirs, successors and assigns (“Owner”) shall comply with the Maintenance Covenants at the Owner’s expense and without any cost to the City. * * * (3) The Development Agreement and the Maintenance Covenant shall contain the following provision: 61 16 * * * (d) Invalidation of any of the covenants identified in this sSection 20-8.9, by judgment of court shall not affect any of the other provisions, which shall remain in full force and effect. In the event of a violation of the Development Agreement or the Maintenance Covenant, in addition to any other remedies available, the City of South Miami is hereby authorized to withhold any future permits, and refuse to make any inspections or grant any approvals, until such time as the Development Agreement or the Maintenance Covenant declaration of restrictive covenants in lieu of unity of title are complied with. All rights, remedies and privileges granted pursuant to the Development Agreement and/or Maintenance Covenant shall be deemed to be cumulative and the exercise of any one or more shall neither be deemed to constitute an election of remedies, nor shall it preclude the party exercising the same from exercising such other additional rights, remedies or privileges. * * * 20-8.10 - Bonus allocations. * * * (C) TODD (MU-M) Action Bonus For every one (1) floor of residential use One (1) additional floor of residential use provided the applicable minimum vehicular parking requirement is met per Section. 20-8.8(C) For providing a plaza, open to the public of at least five thousand (5,000) sq. ft. of contiguous area functionally and visually connected to pedestrian walkway system, including seating, lighting, and art work One (1) additional floor 62 17 For developing the full frontage of the property with streetscape design connected to and useable as part of the public pedestrian walkway system including pedestrian amenities. The maximum change in level between the portion of a sidewalk shall be ½ inch and must be beveled, with a slope no greater than 1V:2H (2:1) One (1) additional floor For assembling a minimum of one (1) acre of contiguous land to make up a larger redevelopment site and joined by a Unity of Title. One (1) additional floor* For buildings that have an office or commercial component that provide onsite bicycle amenities including at least three (3) of the following features: (a) secure bike parking room (in addition to bike racks that may be required); (b) bike repair stations (accessible to occupants and guests and may be outside if covered) or repair room (may be included in bike parking room); (c) bike wash stations (accessible to occupants and guests and may be outside if covered); (d) showers and locker/change room for employees and commercial invitees; (e) availability of loaner bicycles for building residents and employees. One (1) additional floor * 63 18 *This bonus can be requested only once per project but may be requested in combination with the other two listed in this section with an asterisk to obtain up to three (3) bonus floors. (DC) * * * 20-8.14 - Street standards. (A) Landscaping and Utilities. * * * 1. Tree requirements: * * * a. Tree Requirements for Lands Zoned TODD within the Hometown District Overlay (HD-OV). Landscaping and tree protection requirements shall be subject to the provisions of Sections 20-4.5 and 20-4.5.1. Notwithstanding the foregoing, in recognition of the infill nature of lands zoned TODD within the HD-OV, an applicant may satisfy the requirements of this Section with the following adjustments, credits, and mitigation. i. Site Tree Adjustments. When the minimum number of trees required under Section 20-4.5 cannot be reasonably planted on the ground level of the subject property, the applicant may utilize one or more of the following adjustments: (A) Site Trees in the Public Right-of-Way. Site Trees may be planted within the public right-of-way so long as they are within ten (10) feet of the private property line and the trees do not unreasonably interfere with the activities of the right-of-way. Site Trees planted in the public right-of-way shall be in addition to any Street Tree requirement for a site and shall only count toward the Site Tree 64 19 requirement for that site. When trees are requested by a property owner to be planted within the right- of-way, the requesting property owner shall execute a covenant provided by the City to provide for the maintenance of such trees subsequent to planting. (B) Upper Level Trees. The applicant may plant thirty percent (30%) of the required Site Trees on upper levels such as open recreation areas, amenity areas or exposed decks. Trees placed on balconies attached to and serving private dwelling units shall not count as an Upper Level Tree for purposes of meeting the Site Tree requirement. 2. Utilities: Where feasible and permissible Aall electrical power utilities, cable television and telephone lines shall run underground. * * * 65 20 20-8.17 - Regulating pPlan—Graphics. * * * 66 21 * * * 67 22 * * * 68 23 Request 3: Map Amendment to Official Zoning Map to Rezone the Property to Transit-Oriented Development District Mixed-Use Market [TODD (MU-M)] Amend the Official Zoning Map of the City of South Miami to rezone the property legally described in Exhibit 1 from Neighborhood Retail [NR] district to Transit-Oriented Development District Mixed-Use Market [TODD (MU-M)] zoning sub-category. Existing Official Zoning Map Neighborhood Retail [NR] Proposed Official Zoning Map Transit-Oriented Development District Mixed-Use Market [TODD (MU-M)] 69 24 SPECIAL EXCEPTION APPROVAL Request 4: Special Exception Approval for the Project. Request Special Exception approval for a mixed-use multi-family residential project on the property legally described in Exhibit 1 pursuant to Section 20-8.9, South Miami Land Development Code, for developments of more than 40,000 square feet or exceeding four (4) stories in height. 70 25 EXHIBIT 1 LEGAL DESCRIPTION The land referred to herein below is situated in the County of Miami-Dade, State of Florida, and is described as follows: Lots 23 through 32, inclusive, LESS the North 10 feet of Lot 23; the West 5 feet of Lots 23, 24, 25, 26 and 27; the East 5 feet of Lots 28, 29 and 30; the East 5 feet of Lots 31 and 32 and the North 10 feet of Lot 32, W.A. LARKIN’S SUBDIVISION according to the Plat thereof, as recorded in Plat Book 3, Page 198, of the Public Records of Miami-Dade County, Florida. 71 26 EXHIBIT 2 PERMITTED USES SECTION 20-3.3(D) PERMITTED USE SCHEDULE P = PERMITTED BY RIGHT S = PERMITTED AS SPECIAL USE COND = SPECIAL USE CONDITIONS (See Section 20-3.4) PARK = PARKING REQUIREMENTS (See Section 20-4.4(B)) X = No conditions were adopted USE TYPE ZONING DISTRICT R S 1 R S 2 R S 3 R S 4 R S 5 R T 6 R T 9 R M 1 8 R M 2 4 R O L O M O N R S R G R M U A H T O D D M U 4 T O D D M U 5 T O D D M U 6 T O D D M U M T O D D P I T O D D P R H P I R P R D S C O N D P A R K PLANNED UNIT DEVELOPMENT RESIDENTIAL USES S S S S S S S S S S S S S S S S S S 8 Boardinghouse P P P P P P P P Dwelling, Single-Family P P P P P P P P P S 17 1 Dwelling, Tourist P P P P P P 3 Dwelling, Townhouse P P P P S P P P P P P 17 2 Dwelling, Two-Family P P P P S P 17 1 Dwelling, Multi-Family P P S P P P P P P P 17 3 Community Residential Home, 7 or more P P P P P P P 1 Group Home I Licensed (6 or less) S S S S S S S S S S S S S S 15 1 Group Home II Unlicensed (6 or less) S S S S S S S S S S S S S S 15 1 Home Occupation P P P P P P P P P P P P P P P P P 1 72 27 Live-work S S S S PUBLIC AND INSTITUTIONAL USES Adult Congregate Living Facility S S S S S S S S 13 1 Community Facilities P Community Garden S S S S S S 25 Convalescent Home P P P P P P P 13 Adult Day Care Facility S S Child Care Facility (7 or more children) S S S S S S S S P P S S P S P P 23 10 Early childhood child care, Pre-K, Pre-School P P P P P S S P P P Fraternal Organization or Private Club S S S S S P P P P P S S P 2 7 Governmental Administration P P P P P P P P P P P P 10 Hospital S 14 5 Mobile Pet Grooming Service P P P P P P P P P — — Museum, Library or Art Gallery P P P P P P P P P P P P 12 Greenway, Park, Plaza, or Playground, Public P P P P P P P P P P P P P P P P P P P P P P P Social Services Agency S S S S S S S S S S S S 10 EDUCATIONAL USES School, Elementary or Secondary S S S S S S S S 23 12 School (ancillary to principle use), Church P 12 School, Private or Charter S S S S S S S 23 12 School, Vocational S S S S S S S 23 12 RELIGIOUS USES Church, Temple, Synagogue or Mosque S S S S S S P 1 6 73 28 USE TYPE ZONING DISTRICT R O L O M O N R S R G R M U A H T O D D M U 4 T O D D M U 5 T O D D M U 6 T O D D M U M T O D D P I T O D D P R H P I P R D S C O N D P A R K BUSINESS AND PROFESSIONAL SERVICES Accessory Medical Services P P P P S 18 7 Accounting and Auditing Services P P P P P P P P P P 10 Acupuncturist P P P P P P P P P P 9 Advanced Registered Nurse Practitioner P P P P P P P 9 Advertising Agency P P P P P P P P P P 10 Animal Hospital or Veterinarian S S S S S 21 12 Architectural Services P P P P P P P P P P 10 Automobile Parking Structure P P P P P Automobile Rental Agency S S P1 22 11** Automobile Repair and Body Shop S 11 Automobile Repair S S 11 Automobile Upholstery and Top Shop S 11 Automobile Washing/Detailing Operations S 10 11 Bank or Savings Institutions, Mortgage Banking/Mortgage Brokerage P P P P P P P P P 11 Beauty or Barber Shop (includes nail/skin care as accessory or as separate establishment P P P P P P P P P P P P 11 Bed and Breakfast P P P P P 4 Billiard Parlor S P 11 1 Within the DS district, an Automobile Rental Agency shall operate only as concierge service accessory to a hotel. No automobile rental inventory shall be permitted to be stored or parked in on-site parking resources. 74 29 Bowling Alley or Skating Rink S S P 11 16 Bowling Alley/Restaurant/Entertainment Center S S S S P 16 Building Contractors Office P P P P P P P P P 10 Carpet Cleaning Service S 11 Catering Services P P P 11 Chiropractic Office or Clinic P P P P P P P P P P S P 14 9 Counseling Services P P P P P P P P P P P P 10 Contractor Plant and Storage 14 Computer Supplies and Services P P P P P P P P P P 11 Credit Reporting Services P P P P P P P P P 10 Dentist Office P P P P P P P P P P P P 9 Dry Cleaning Substation (no processing) S S P P P P P P P P P 16 11 Dry Cleaning Plant S S S S S S 7 11 Employment Agency P P P P P P P P P 10 Engineering Services P P P P P P P P P P 10 Film Processing Substation S S P P P P P P P 16 11 Funeral Home S S 3 11 Hotel or Motel P P P P P P P P P 4 Insurance Agency P P P P P P P P P P P 10 Interior Decorator, Showroom and Salesroom P P P P P P P P P 10 Interior Decorator, Office only P P P P P P P P P 10 Investigative Services P P P P P P P P P P 10 Investment and Tax Counseling P P P P P P P P P P 10 Laboratory, Medical or Dental P P P P P P P P P P 9 Laundromat P P P P P P 11 Law Office P P P P P P P P P P 10 75 30 Lawn Maintenance Services 11 Learning Centers or Educational Facilities P 10 Loan or Finance Agency P P P P P P P P P 10 Mail and Parcel Center P P P P P P P P P P P 10 Market Research Services P P P P P P P P P P 10 Massage Therapist P P P P P P P P P P P P 9 Medical Office P P P P P P P P P P 9 Messenger or Courier Services P P P P P P P P P 11 Mobile Automobile Wash/Wax Service S S S S S S S S S S S S S P 20 N/A Notary Public P P P P P P P P P P P 10 Office, Business or Professional * 50% of ground floor square footage must be retail uses. P P P P P* P P P P P P 10 Opticians or Optical Goods P P P P P P P P P P P 9 Personal Skills Instruction Studio**** P P P P P P P P P P P P 10 Photographic Studio P P P P P P P P P P 11 Physical Fitness Facility**** S S S P P P P P P P 25 11 Physical Therapist P P P P P P P P P P 9 Picture Framing Store P P P P P P P 11 Planning and Zoning Consultant P P P P P P P P P P 10 Psychologist P P P P P P P 9 Public Relations Services P P P P P P P P P P 10 Quick Printing P P P P P P P P P P P 11 Radio and Television Repair Shop P P 11 Real Estate Agency P P P P P P P P P P P 10 Reproduction and Stenographic Services P P P P P P P P P 11 Research and Development, incubator P P P 14 76 31 Reupholstery and Furniture Repair Services S S 12 Shoe Repair Shop P P P P P P P P 11 Stock Brokerage P P P P P P P P P 10 Tailor or Seamstress P P P P P P P 11 Tanning Studio P P P P P 11** Telephone Answering Services P P P P P P P P P 11 Tutorial Services P P P P P P P P P P 11 Auditorium, Theater or Cinema P P P P P P 15 Travel Agency P P P P P P P P P P 10 Watch and Clock Sales and Repair P P P P P P P P 11 RETAIL AND WHOLESALE TRADE Air Conditioning Sales and Services P P 11 Antique or Curio Shop P P P P P P P P 11 Automobile Accessories and Parts S P X 11 Automobile Dealer S 9 11 Automobile Showroom P2 11 Bait and Tackle Shop P 11 Bakery P P P P P P P P 11 Bicycle Sales and Services P P P P P P P P 11 Boat Dealer S 9 11 Book or Stationery Store S S P P P P P P P P 16 11 Business Machine Sales and Services P P P P P P P P 11 Camera and Photo Supply Store S S P P P P P P P P 16 11 Carpeting or Flooring Sales P P P P P P P P 11 2 Automobiles for display to consumers may be stored inside the Automobile Showroom but may not be stored or parked in on-site parking resources. No more than ten (10) vehicles for consumer test driving use may be stored or parked in on-site parking resources. No automobile inventory shall be permitted to be stored or parked in on-site parking resources. 77 32 Clothing or Apparel Store (new only) P P P P P P P P 11 Confectionery or Ice Cream Parlor S S P P P P P P P P P 16 8 Consumer Electronics or Music Store P P P P P P P P 11 Cosmetics Store P P P P P P P P 11 Dairy Products Store P P P P P P P P P 8 Deli P P P P P P P P P 8 Department or Dry Goods Store P P P P P P P P 12 Drinking Place, Lounge S S S S P S S S S P 16 7 Drug or Sundry Store Not selling prescription drugs S S P P P P P P P P 16 11 Drug, Pharmacy or Sundry Stores selling prescription drugs and Medical Marijuana Retail Center S S S S S S S S S S S 24 9 Fabric or Drapery Shop P P P P P P P P 11 Florist S S P P P P P P P P P 16 11 Gasoline Service Station S 5 11 Grocery Store (over 4,000 sf gfa) P P P P P P P P 8 Gift, Novelty or Souvenir Shop S S P P P P P P P P 16 11 Glass and Mirror Sales and Services P P P 11 Hardware Store P P P P P P P P 11 Heavy Machinery Sales, Rental and Services 11 Hobby, Toy or Game Shop S S P P P P P P P P 16 11 Household Appliance Store P P P P P P P P 11 Home Furniture or Furnishings Store P P P P P P P P 11 Jewelry Store S S P P P P P P P P 16 11 Lawn and Garden Supplies P 11 Lawnmower Sales and Services P 11 Lighting Fixtures Store P P P P P P P P 11 Liquor Store S S P S S S S S 11 78 33 Luggage or Leather Goods Store P P P P P P P P 11 Lumber and Building Materials Store 11 Mobile Food Vendors P P * N/A Motorcycle Dealer S S P 9 11 Neighborhood Convenience Store *** *** *** 26 Newsstand S S P P P P P P P P P 16 11 Office Supplies S S P P P P P P P P 16 11 Paint Glass and Wallpaper Store P P P P P P P 11 Pet Sales or Grooming Services P P P P P P P P 11 Plant Nursery or Greenhouse P 11 Plumbing Fixture Sales P P 11 Poultry, Meat or Seafood Market P P P P P P P P 11 Recreational Vehicle Dealer S 9 11 Restaurant, Accessory S S P P P 16 N/A Restaurant, Convenience S P P P 4a 7 Restaurant, General P P P P P P P P P 7 Restaurant, Walk up P P P P P P P P 7 Sewing, Needlework or Piece Goods Store P P P P P P 11 Shoe Store P P P P P P P P 11 Sporting Goods Store P P P P P P P P 11 Tea Room P P P P P P 12 Tobacco Shop S S P P P P P P P P P 16 11 Used Merchandise Store: Consignment Goods S S S S S P S 6 11 Used Merchandise Store: Secondhand Goods S S 6 11 Used Merchandise Store: Vehicle Parts S 6 11 Variety Store P P P P P P P 11 79 34 Wholesale Sales and Storage 13 * Revised January 15, 1991 by Ord. No. 3-91-1468 under section 15-63, miscellaneous provisions, South Miami Code of Ordinances (see text at end of table). ** Parking requirement category; 1 space per 300 sq. ft. gross floor area. *** This activity is permitted as of right if it does not include sale of alcoholic beverages. Otherwise, it shall be approved as a Special Use (Sec 20-3.4) and will be subject to the requirements of Chapter 4 of the South Miami Code of Ordinances. **** All activities must only occur within a fully enclosed, soundproof structure and all openings shall remain closed except for immediate use when entering or leaving the building. Evidence of such soundproofing shall be provided to the satisfaction of the City. All businesses that adjoin or abut a single-family or multi- family zoned district may not be open before 8:00 a. m. and must close on or before 7:00 p. m.; otherwise it shall not be open before 6:00 a.m. and it must be closed on or before 10:00 p.m. No sound emanating from the premises may be audible at the property line so as to disrupt the reasonable conduct of basic human activities, e.g., contemplation, conversation or sleep. The fact that sound is audible at the property line constitutes prima facie evidence of a violation of this Section of the Land Development Code. Gross floor area of the use shall not exceed 2,000 square feet. USE TYPE ZONING DISTRICT R O L O M O N R S R G R M U A H T O D D M U 4 T O D D M U 5 T O D D M U 6 T O O D M U M T O D D P I T O D D P R H P I P R D S C O N D P A R K TRANSPORTATION, WAREHOUSING AND COMMUNICATIONS Radio and TV Broadcasting Station P P P P P P P P P 12 Bus, Transit, Taxi, Limousine, or On- Demand Vehicle Service Facility P P P P S 12 Food Storage Locker 12 Material Storage Yard 12 Parking Lot, Commercial P P P P P P P P P P Storage Garage 14 Transfer and Moving Company 14 Vehicle and Truck Storage 14 80 35 Public Warehousing and Storage S 14 MANUFACTURING AND INTENSIVE USES Apparel Products S 14 Cabinet Making and Millwork S 14 Food Products (no abattoir) S 14 Furniture and Fixtures S 14 Machine Shop S 14 Ornamental Metalwork Shop S 14 Paint and Allied Products S 14 Printing, Publishing or Bookbinding S 14 Sign Painting and Lettering Shop S 14 Stone Cutting and Processing 14 Tire Vulcanizing and Retreading 14 Upholstery Shop S 14 Small Scale and Custom manufacturing Business S 28 14 Artist Studio S S 28 14 81 SoMi Market Loading Area Management Plan April 21, 2020 Introduction SoMi Market is a proposed mixed use development located at 5850 SW 73rd Street in South Miami, Florida (see Exhibit 1). This development will consist of a residential building with a supermarket on the ground floor; this project also proposes an on-site parking garage providing 351 parking spaces and a ground floor parking area with 29 reserved parking spaces, for a total of 380 off-street parking spaces. Access to and from the proposed garage will be via a two-way driveway located on SW 74th Street. Access to the ground floor parking area will be via a two-way driveway located on SW 59th Avenue. A designated ride-share drop-off /pick-up area is proposed on the northeast side of the property along SW 73rd Street. The service/loading area for the proposed project will be located on the west side with an access driveway on SW 59th Avenue. The current site is occupied by Winn-Dixie supermarket with a surface parking lot providing 93 parking spaces. The existing loading areas are located on the east and west side of the property and accessed from SW 59th Avenue and SW 58th Court. The purpose of this study is to provide a loading management plan that describes the operations of the proposed loading area. The loading management plan includes location of loading areas, type of delivery vehicles, maneuverability of the vehicles, delivery times, internal circulation, and interaction with other uses. 82 SoMi Market - #17186 Page 2 Loading Area Management Plan Existing Operations The existing Winn-Dixie supermarket has access to the surface parking lot with two driveways at SW 73rd Street, one driveway at SW 59th Avenue and one driveway at SW 58th Court; as mentioned before, the existing loading areas are accessed from SW 59th Avenue and SW 58th Court. It should be noted that currently, loading/deliveries also occur outside the loading area; trucks park along the travel lanes of SW 58th Court and SW 74th Street to make their deliveries. Exhibit 2 shows the existing site circulation. Proposed Operations The proposed SoMi Market development will be constructed on the same parcel as the existing Winn-Dixie supermarket. As part of the project, a parking garage will be constructed to provide parking for the supermarket and residents. A ground level parking area with reserved parking will be provided for residents. The garage will be accessed via a two-way driveway located on SW 74th Street and the ground level parking area via a two-way driveway on SW 59th Avenue. On- street parking spaces will be provided along SW 59th Avenue, SW 58th Court and SW 74th Street. The proposed loading area will be accessed from SW 59th Avenue; therefore, existing on-street parking along SW 59th Avenue from SW 73rd Street to SW 74th Street will be removed to facilitate with the maneuverability of the service / loading area. The service / loading area will have 2 driveways, and will serve all deliveries for the residential and supermarket uses. Exhibit 3 shows the proposed site circulation. Management Plan A loading area management plan has been developed for the proposed SoMi Market project to ensure the safe and efficient operations of the loading area. The loading area will consist of five loading bays. The loading bays will be as follows:  Four 12’ x 35’ (Loading Bays 1, 2 3 and 5)  One 12’ x 55’ (Loading Bay 4) The typical features of the loading area, circulation elements, and applicable design criteria are outlined below. 83 SoMi Market - #17186 Page 3 Loading Area Management Plan Accessibility Access to the loading area will be through SW 59th Avenue. Trucks or vans will access the loading area by coming eastbound on SW 73rd Street and turning right onto SW 59th Avenue. The trucks or vans will exit the loading area by driving north on SW 59th Avenue and making a left turn on SW 73rd Street. Both ingress and egress routes will occur via US-1. Exhibit 4 shows the proposed loading area accessibility route. Accommodating Vehicles The proposed loading area will accommodate passenger vehicles, single-unit (SU) trucks and semi-trailers (WB) trucks. Passenger vehicles include automobiles, vans, SUVs, and light trucks. Single-unit trucks include trucks used for most local commercial and residential deliveries and municipal services. Semi-trailer trucks include trucks used for commercial and industrial deliveries. Two types of SU trucks can be accommodated in the loading area; the SU-30 and the SU-40. It should be noted that the SU-40 can only be accommodated on bays 1, 2 and 3. Exhibits 5a and 5b show the specifications for the SU-30 and SU-40 trucks. The largest semi-trailer that can be accommodated in the loading area is a WB-50 (loading bay 4 only). Exhibit 5c shows the specifications for the WB-50. Trucks Maneuverability Truck maneuverability refers to the ability of a truck to make the necessary turns to enter and exit a loading area without encroaching into fixed objects or restricted areas. The truck maneuverability of the SU-30, SU-40 and WB-50 were tested for the proposed loading area. The AutoTURN analysis is shown in Exhibits 6a, 6b, and 6c. Hours of Operations The loading area will be managed by a Dock Manager and loading hours will be restricted to off- peak hours only. The supermarket hours of operations are anticipated to be from 7:00 am to 12:00 am, seven days a week. The proposed hours of operations for the loading area are as follows: 84 SoMi Market - #17186 Page 4 Loading Area Management Plan Deliveries that require more than 30 minutes of staging time such as, but not limited to, moving trucks, food deliveries, and delivery of heavy equipment/furniture will be limited to the following hours:  Monday – Friday from 4:00 am to 6:00 am & 10:00 am to 4:00 pm  Saturday – Sunday from 10:00 am to 4:00 pm Deliveries that require less than 30 minutes of staging time such as mail deliveries, small parcel deliveries, and take-out food will be coordinated by the Dock Manager on an as-needed basis. Monitoring Ingress and Egress The proposed project will have a Dock Manager on site during the buildings operating hours and during delivery hours. The Dock Manager will have a room or a booth located with-in the service/loading area, so that he/she can keep the entire area in view to facilitate controlling the entrance and exit of delivery trucks and authorizing users. Loading Dock Manager The function of the loading dock manager will be to oversee all operations of the loading area including the circulation of the alley. The manager’s responsibilities include the following:  Provide guidance to all delivery truck drivers entering and exiting the loading area.  Manage all deliveries to ensure that loading occurs as per the proposed schedule to minimize delays.  Coordinate delivery positions to ensure that appropriate loading spaces are available  Prevent deliveries from occurring outside of the loading area.  Opening and closing of the exterior doors at the loading area. w:\17\17186\loading management plan\loading mngmt plan april 2020.docx 85 Exhibits 86 Exhibit 1- Location Map 87 SoMi Market Exhibit 1 Location Map Project Location DAVID PLUMMER & ASSOCIATES | Project No. 17186 SW 59th Avenue SW 58th Avenue SW 58th Court SW 59th Court SW 73rd Street SW 74th Street Red RoadUS-1 (South Dixie Highway)US-1 (South Dixie Highway)Sunset Drive 88 Exhibit 2- Existing Site Circulation 89 90 Exhibit 3- Proposed Site Circulation 91 92 Exhibit 4 – Proposed Loading Area Accessibility Route 93 94 Exhibit 5a – SU-30 Truck Specifications 95 96 Exhibit 5b –SU-40 Truck Specifications 97 98 Exhibit 5c –WB-50 Truck Specifications 99 100 Exhibit 6a – SU-30 Auto-Turn Analysis 101 102 Exhibit 6b – SU-40 Auto-Turn Analysis 103 104 Exhibit 6c – WB-50 Auto-Turn Analysis 105 106 SoMi MARKETTraffic Study David Plummer & Associates 107 Prepared By: David Plummer & Associates Prepared For: 5850 S.W. 73 Street LLC Prepared In: April 2020 DPA Job #: 17186 DAVID PLUMMER & ASSOCIATES | Project No. 17186 108 SoMi Market Traffic Study # 17186 Page i Table of Contents EXECUTIVE SUMMARY ......................................................................................................... iii 1.0 INTRODUCTION................................................................................................................. 1 1.1 Project Background ............................................................................................................ 1 1.2 Study Objective ................................................................................................................ 1 1.3 Study Area and Methodology .......................................................................................... 3 2.0 DATA COLLECTION ......................................................................................................... 5 2.1 Roadway Characteristics .................................................................................................. 5 2.2 Traffic Counts .................................................................................................................. 6 2.3 Intersection Data .............................................................................................................. 6 2.4 Roadway Capacity Analysis ............................................................................................ 9 2.5 Intersection Capacity Analysis ....................................................................................... 10 3.0 PLANNED AND PROGRAMED ROADWAY IMPROVEMENTS ............................. 12 4.0 FUTURE TRAFFIC CONDITIONS................................................................................. 13 4.1 Background Traffic and Committed Developments ...................................................... 13 4.2 Future without Project Roadway Capacity Analysis ..................................................... 14 4.3 Future without Project Intersection Capacity Analysis .................................................. 15 4.4 Project Trip Generation .................................................................................................. 18 4.5 Project Trip Assignment................................................................................................. 21 4.6 Future with Project Roadway Capacity Analysis ........................................................... 23 4.7 Future with Project Intersection Capacity Analysis ....................................................... 24 5.0 SITE CIRCULATION ....................................................................................................... 28 6.0 CONCLUSIONS ................................................................................................................. 33 Appendix A: Site Plan Appendix B: Methodology Appendix C: Data Collection Appendix D: Intersection Capacity Analysis Worksheets Appendix E: Committed Development Information Appendix F: Project Trip Generation Appendix G: Transit Documentation 109 SoMi Market Traffic Study # 17186 Page ii LIST OF EXHIBITS Exhibit 1: Location Map ................................................................................................................. 2 Exhibit 2: Existing Lane Configurations ........................................................................................ 7 Exhibit 3: Existing AM and PM Peak Hour Traffic Volumes ........................................................ 8 Exhibit 4: Existing Roadway Capacity Analysis ............................................................................ 9 Exhibit 5: Existing Intersection Capacity Analysis ...................................................................... 10 Exhibit 6: Committed Development Trip Generation .................................................................. 13 Exhibit 7: Future without Project Roadway Capacity Analysis ................................................... 14 Exhibit 8: Future without Project Intersection Capacity Analysis ................................................ 15 Exhibit 9: Future without Project AM and PM Peak Hour Traffic Volumes ............................... 17 Exhibit 10: Project Trip Generation Summary ............................................................................. 19 Exhibit 11: Existing Trip Generation Summary ........................................................................... 20 Exhibit 12: Cardinal Distribution.................................................................................................. 21 Exhibit 13: Project Trip Distribution ............................................................................................ 22 Exhibit 14: Future with Project Roadway Capacity Analysis ...................................................... 23 Exhibit 15: Future with Project AM and PM Peak Hour Volumes .............................................. 25 Exhibit 16: Future with Project Intersection Capacity Analysis ................................................... 26 Exhibit 17: 95th Percentile Back of Queue .................................................................................... 27 Exhibit 18: Circulation Plan - Mobility ........................................................................................ 30 Exhibit 19: Existing Available Transit ......................................................................................... 31 Exhibit 20: Circulation Plan - Bus Routes .................................................................................... 32 110 SoMi Market Traffic Study # 17186 Page iii EXECUTIVE SUMMARY The SoMi Market will be located at 5850 SW 73rd Street in South Miami, Florida. The project proposes a residential building with 248 units and a 32,800 SF supermarket. The project proposes an on-site parking garage providing 351 parking spaces and a ground floor parking area with 29 reserved parking spaces, for a total of 380 off-street parking spaces. Access to and from the proposed garage will be via a two-way driveway located on SW 74th Street. Access to the ground floor parking area will be via a two-way driveway located on SW 59th Avenue. A designated drop-off / pick-up area will be provided on the northeast side of the property along SW 73rd Street. It should be noted that the existing site access consists of four two-way driveways and the project is proposing one main driveway on SW 74th Street leading to a parking garage and a secondary driveway on SW 59th Avenue leading to ground floor parking area. For the purpose of this traffic analysis, project build-out is anticipated in 2022. An assessment of the traffic impacts associated with the project was performed in accordance with the requirements for the City of South Miami. It should be noted that the City, in its entirety, is located within Miami-Dade County’s Urban Infill Area, which is designated a Transportation Concurrency Exception Area (“TCEA”). A TCEA is a legislative statement designed to promote infill development and redevelopment. The result of the analysis shows that the study intersections listed below are currently operating and are projected to operate within the City’s adopted LOS standards during the morning and afternoon peak hours:  US-1 / Sunset Drive  Sunset Drive / SW 58th Avenue  Sunset Drive / Red Road  SW 74th Street / Red Road  SW 74th Street / SW 58th Avenue  SW 73rd Street / SW 58th Avenue  SW 73rd Street / SW 58th Court 111 SoMi Market Traffic Study # 17186 Page iv  SW 73rd Street / SW 59th Avenue  SW 73rd Street / US-1  SW 74th Street / SW 59th Avenue Intersection capacity analysis shows adequate operations at the project main driveway. The result of the analysis shows that the following roadway segments currently operate and are projected to operate within the City’s LOS standards during the morning and afternoon peak hours:  Sunset Drive between US-1 and Red Road  SW 73rd Street between US-1 and Red Road  SW 74th Street between SW 59th Avenue and Red Road  Red Road between SW 74th Street and Sunset Drive  SW 58th Court between SW 74th Street and Sunset Drive In addition, a mobility and circulation plan was completed as part of the study. The plan shows that the project area is currently served by various Miami-Dade Transit buses and the South Miami Metrorail Station. The project is providing bike storage and is located in an area that is conducive for pedestrian and bicycle activities. Ample sidewalks, crosswalks, and its proximity to the M- Path encourage pedestrian activity and the use of other modes of transportation to travel to nearby retail space, restaurants, and residential uses. These conditions encourage the use of other modes of transportation, therefore, reducing the vehicular impact on the roadway network. 112 SoMi Market Traffic Study - #17186 Page 1 1.0 INTRODUCTION 1.1 Project Background The SoMi Market will be located at 5850 SW 73rd Street in South Miami, Florida. The project proposes a residential building with 248 units and a 32,800 SF supermarket. The project proposes an on-site parking garage providing 351 parking spaces and a ground floor parking area with 29 reserved parking spaces, for a total of 380 off-street parking spaces. Access to and from the proposed garage will be via a two-way driveway located on SW 74th Street. Access to the ground floor parking area will be via a two-way driveway located on SW 59th Avenue. A designated drop-off / pick-up area will be provided on the northeast side of the property along SW 73rd Street. The loading zone is accessed on SW 59th Avenue. See Appendix A for the site plan. It should be noted that the existing site access consists of four two-way driveways and the project is proposing one main driveway on SW 74th Street leading to a parking garage and a secondary driveway on SW 59th Avenue leading to ground floor parking area. For the purpose of this traffic analysis, project build-out is anticipated in 2022. 1.2 Study Objective The purpose of the study is to provide a traffic analysis that meets the City’s requirements, while recognizing that the project is within the County’s Urban Infill Area and is extremely well served by transit. This study includes vehicular flow, trip generation, and intersection analyses. Notably, the City is entirely located within Miami-Dade County’s Urban Infill Area which is a designated Transportation Concurrency Exception Area in (TCEA) order to promote development. 113 SoMi Market Exhibit 1 Location Map Project Location p.2DAVID PLUMMER & ASSOCIATES | Project No. 17186 SW 59th Avenue SW 58th Avenue SW 58th Court SW 59th Court SW 73rd Street SW 74th Street Red RoadUS-1 (South Dixie Highway)US-1 (South Dixie Highway)Sunset Drive 114 SoMi Market Traffic Study - #17186 Page 3 1.3 Study Area and Methodology A synopsis of the study methodology (Appendix B) is as follows:  Traffic Counts (Intersections): Turning movement counts were collected during the AM (7:00 – 9:00), and PM (4:00 – 7:00) peak hours on February 20, 2018 at the following intersections:  Sunset Drive / US-1 (S)  Sunset Drive / SW 58th Avenue (S)  Sunset Drive / Red Road (S)  SW 74th Street / Red Road (S)  SW 74th Street / SW 58th Avenue (U)  SW 73rd Street / SW 58th Avenue (U)  SW 73rd Street / SW 58th Court (U)  SW 73rd Street / SW 59th Avenue (U)  SW 73rd Street / US-1 (S)  Existing driveways to the existing commercial plaza S= Signalized U=Un-signalized  As requested by the City, turning movement counts were collected at the intersection of SW 74th Street / SW 59th Avenue during the AM (7:00 – 9:00) and PM (4:00 – 6:00) peak hours on February 27 2019.  Background Traffic: Average Annual Daily Traffic (AADT) volumes were reviewed to determine the appropriate background growth applicable to this area. This growth rate was applied to existing traffic counts to establish future traffic conditions without project for the anticipated project buildout year.  Committed Developments: Three committed developments in the vicinity of the project site were considered for estimating future traffic volumes in this study: Paseo de la Riviera, the South Miami Office Building, and Treo Somi.  Project Traffic: Trip generation for the project was estimated using trip generation information published by the Institute of Transportation Engineers (ITE) publication Trip Generation Manual, 10th Edition. Net new external project traffic was assigned to the adjacent street 115 SoMi Market Traffic Study - #17186 Page 4 network using the appropriate cardinal distribution from the Miami-Dade 2040 Long Range Transportation Plan, published by the Metropolitan Planning Organization.  Future Traffic Conditions: Project traffic was combined with projections of future traffic without the project. Intersection capacity analyses were performed for this condition.  LOS, delay, and 95th percentile queues per approach on all intersections were provided in table format for each scenario.  Link / Segment capacity was estimated using service volume obtained from the generalized vehicular capacities from the latest FDOT Quality / LOS Handbook. 116 SoMi Market Traffic Study - #17186 Page 5 2.0 DATA COLLECTION Data collection for this study included roadway characteristics, intersection traffic counts, signal timing, and seasonal adjustment factors. The data collection effort is described in the following sections. 2.1 Roadway Characteristics SW 58th Court SW 58th Court is a local road that provides north / south access throughout the project area. Within the study area, SW 58th Court is a two-way, two-lane, undivided roadway. On-street parking is provided on the east and west side of the roadway between SW 73rd Street and SW 74th Street. The City of South Miami has jurisdiction on this roadway. The posted speed limit is 25 mph. SW 59th Avenue SW 59th Avenue is a local road that provides north / south access throughout the project area. Within the study area, SW 59th Avenue is a one-way, one-lane southbound roadway between Sunset Drive and SW 73rd Street. South of SW 73rd Street, SW 59th Avenue is a two-way, two- lane, undivided roadway. On-street parking is provided on the east and west side of the roadway within the study area. Miami-Dade County has jurisdiction on this roadway. The posted speed limit is 25 mph. Red Road (SW 57th Avenue) SW 57th Avenue is a minor arterial that provides north / south access throughout Miami-Dade County. Within the study area, SW 57th Avenue is a two-way, two-lane, divided roadway. On- street parking is provided on the east and west side of the roadway within the study area. The City of South Miami has jurisdiction on this roadway. The speed limit is not posted within the study limits; however, if not posted, the City’s speed limit is 30 mph. 117 SoMi Market Traffic Study - #17186 Page 6 SW 72nd Street (Sunset Drive) Sunset Drive, east of US-1, is a county minor arterial. This segment of Sunset Drive is a two-way, two-lane, divided roadway with on-street parallel parking on both sides of the roadway. Miami- Dade County operates and maintains this segment of Sunset Drive. The posted speed limit is 25 mph on the segment of Sunset Drive west of Red Road. US-1 (South Dixie Highway) US-1 is a state principal arterial that provides northeast / southwest access throughout Miami-Dade County. US-1 is a two-way, six-lane, divided roadway. On-street parking is prohibited. FDOT has jurisdiction of this roadway. The posted speed limit is 40 mph. 2.2 Traffic Counts Vehicle turning movement counts were taken on February 20 - 21, 2018 at the study intersections during the AM (7:00 – 9:00), and PM (4:00 – 7:00) peak periods. For all the existing driveways to the existing commercial plaza parking lot, vehicle turning movement counts were collected on February 22, 2018. As requested by the City, turning movement counts were also collected at the intersection of SW 74th Street / SW 59th Avenue during the AM (7:00 – 9:00) and PM (4:00 – 6:00) peak hours on February 27, 2019. The counts were adjusted to reflect average annual daily traffic conditions using the latest peak season conversion factors obtained from FDOT. A peak season conversion factor of 1.00 (Miami-Dade County South) corresponding to the dates of the counts was used. Traffic counts are provided in Appendix C. 2.3 Intersection Data Signal timing data was obtained from Miami-Dade County for the signalized intersections analyzed in this study. This information was used for the signal phasing and timing required for the intersection capacity analysis. A field survey was also conducted to obtain the intersection lane configurations to be used in the intersection analysis. Exhibit 2 shows the existing lane configurations at the analyzed intersections. Existing volumes for the peak hours at the intersections analyzed are shown in Exhibit 3. The signal timings are also provided in Appendix C. 118 SW 73rd Street SW 74th Street Sunset Drive Exhibit 2 Existing Lane Configuration Project Location p.7DAVID PLUMMER & ASSOCIATES | Project No. 17186 US-1 US-1 SW 59th Avenue SW 58th Avenue SW 59th Court Red RoadSTOP STOP STOP STOP SW 58th Court SW 57th CourtONE WAYSTOP SoMi Market 119 29 (14) 88 (69) 22 (40) SW 73rd Street SW 74th Street Sunset Drive Exhibit 3 Existing AM & PM Peak Hour Traffic Volumes Project Location p.8DAVID PLUMMER & ASSOCIATES | Project No. 17186 US-1 US-1 SW 59th Avenue SW 58th Avenue SW 59th Court Red Road SW 58th Court SW 57th Court182 (194)1587 (2341)38 (50)1520 (2311)47 (36)42 (107)2628 (1610)70 (68)438 (442) 40 (67)2820 (1784)70 (85)3 (11) 268 (392) 51 (81) 110 (289) 130 (119) 339 (286) 34 (30) 108 (104) 217 (295) 23 (26)31 (43)64 (80)16 (13)3 (33)13 (42)6 (21)136 (64) 236 (216) 26 (49) 57 (63) 232 (163) 149 (133)56 (55)508 (325)129 (143)96 (237)307 (472)89 (75)28 (43) 9 (22) 13 (33) 10 (26) 9 (64) 6 (36)60 (84)662 (451)40 (14)25 (70)335 (437)10 (22)32 (32) 84 (230) 6 (16)21 (30)58 (36)24 (9)49 (29)22 (39)11 (23)18 (26) 80 (83) 2 (22) 19 (44) 110 (236) 8 (30) 29 (17) 72 (53) 4 (8)10 (24)26 (35)6 (14)17 (36)18 (52)20 (22)9 (13)73 (60)24 (5)26 (31)34 (64)17 (21)9 (18) 92 (250) 2 (22)25 (22)9 (13)6 (9)20 (36)13 (26)4 (14)69 (78) 22 (34) 96 (267) 12 (23)63 (87)41 (18)4 (19)19 (35)26 (15)(00) PM Peak Hour 00 AM Peak Hour 37 (76)56 (54)384 (455) 546 (509) 161 (370) 136 (131) 122 (278) 123 (101)482 (654)700 (523) Segment Volumes SoMi Market 36 (33) 69 (218) 5 (32) 38 (23) 64 (77) 12 (19)US-1 120 SoMi Market Traffic Study - #17186 Page 9 2.4 Roadway Capacity Analysis The FDOT’s generalized service volume tables provide the maximum volume for a specific Level of Service (LOS). LOS is a qualitative assessment of a road’s operating conditions and is represented by the letters A through F, where A is free flow (best condition) and F is the most congested condition. Exhibit 3 shows the existing roadway capacity volumes. Exhibit 4 shows roadway link analysis for the segments based on the FDOT generalized peak hour directional service volume tables. All roadway segments currently operate within the City’s LOS standards. Exhibit 4: Existing Roadway Capacity Analysis Weekday AM and PM Peak Hour Condition Source: David Plummer & Associates EB 1LD 546 509 F 756 Yes WB 1LD 384 455 F 756 Yes EB 1LU 136 131 F 576 Yes WB 1LU 161 370 F 576 Yes EB 1LU 123 101 F 576 Yes WB 1LU 122 278 F 576 Yes NB 1LD 700 523 F 756 Yes SB 1LD 482 654 F 720 Yes NB 1LU 56 54 F 576 Yes SB 1LU 37 76 F 576 Yes Roadway Direction # of Lanes AM Peak Volume PM Peak Volume LOS Std Service Volume Meet LOS Std? Sunset Drive between US-1 and Red Road SW 73rd Street between US-1 and Red Road SW 74th Street between SW 59th Avenue and Red Road Red Road between SW 74th Street and Sunset Drive SW 58th Court between SW 74th Street and Sunset Drive Sunset Drive : Class II Arterial 1 Lane - 10% Non_State Signalized Roadway (800 vph * 0.9 *1.05 = 756 vph); Red Road (NB): Class II Arterial 1 Lane - 10% Non_State Signalized Roadway +5% Exclusive right-turns (800 vph* 0.9 * 1.05=756 vph); Red Road (SB): Class II Arterial 1 Lane - 10% Non_State Signalized Roadway (800 vph*0.9 = 720 vph), SW 73rd Street, SW 74th Street, SW 58th Court: Class II Arterial 1 Lane - 10% Non_State Signalized Roadway,-20% No exclusive left/right-turns (800 vph*0.9 *0.8= 576 vph) 121 SoMi Market Traffic Study - #17186 Page 10 2.5 Intersection Capacity Analysis Synchro software was used to perform intersection capacity analyses for the analyzed intersections. Synchro is a macroscopic analysis and optimization software application that implements the Intersection Capacity Utilization method for determining intersection capacity. Exhibit 5 shows the resulting LOS for existing conditions during morning and afternoon peak hours. The results show that all intersections operate within the City of South Miami’s LOS standards. Analysis worksheets are included in Appendix D. Exhibit 5: Existing Intersection Capacity Analysis Weekday AM and PM Peak Hour Conditions Intersection Signalized/ Unsignalized AM Peak PM Peak LOS Standard1 LOS Delay (seconds) LOS Delay (seconds) Sunset Drive / US-1 S C 34.1 C 34.0 D + 50% Sunset Drive / SW 58th Avenue S A 8.3 B 13.8 F Sunset Drive / Red Road S E 56.8 D 47.7 F Red Road / SW 74th Street S B 10.9 C 27.8 F SW 74th Street / SW 58th Avenue U A 8.9 A 9.4 F SW 73rd Street / SW 58th Avenue U A 8.5 B 10.2 F (1) LOS Standard per the City of South Miami Comprehensive Plan Transportation Element Source: David Plummer & Associates 122 SoMi Market Traffic Study - #17186 Page 11 Exhibit 5-continued: Existing Intersection Capacity Analysis Weekday AM and PM Peak Hour Conditions Intersection Signalized/ Unsignalized AM Peak PM Peak LOS Standard1 LOS Delay (seconds) LOS Delay (seconds) SW 73rd Street / SW 58th Court U A 8.1 A 9.5 F SW 73rd Street / SW 59th Avenue U A 8.1 A 9.6 F SW 73rd Street / US-1 S B 12.7 B 14.4 D + 50% SW 74th Street / SW 59th Avenue U A 8.0 B 10.2 F (1) LOS Standard per the City of South Miami Comprehensive Plan Transportation Element Source: David Plummer & Associates 123 SoMi Market Traffic Study - #17186 Page 12 3.0 PLANNED AND PROGRAMED ROADWAY IMPROVEMENTS The 2020 Miami-Dade County Transportation Improvement Program (TIP) and the 2045 Long Range Transportation Program were reviewed to identify programmed or planned projects within the established limits of the study area. These documents show no officially programmed or planned capacity improvement projects within the study area. However, the following improvements regarding the M-path and congestion management were found within the study area. All documentation has been included in Appendix E. Bicycle / Pedestrian Improvements NW00143 -- Sunset Drive (SW 72nd Street, SR 986) from SW 57th Ave to SW 64th Court, On- Road Bicycle improvements NW00150 – SW 57th Ave from Sunset Drive (SW 72nd Street, SR 986) to SW 64th Street, On- Road Bicycle improvements PW000924 – Underline from Dadeland South to Miami River DT4386731 – SW 62nd Avenue from north of SW 70th Street to north of SW 85th Street, Pedestrian and bike mobility enhancements Roadway Improvements DT4439161 – US-1 (Dixie Highway) from north of SW 80th street to South of Riviera Drive, Resurfacing Congestions Management CM01 – US-1 from Sunset Drive to SE 13th Street, Install fiber optic communications for traffic surveillance and Control Systems 124 SoMi Market Traffic Study - #17186 Page 13 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic and Committed Developments Average Daily Traffic counts published by the Miami-Dade Public Works Department and the FDOT were reviewed to determine historic growth in the area. This analysis indicated that traffic has decreased in the past years. However, a conservative 0.5% annual growth rate was used for the study. Historic growth rate documentation is included in Appendix C. Three committed developments in the vicinity of the project site were considered for estimating future traffic volumes in this study: Paseo de la Riviera, the South Miami Office Building, and the Treo Somi Station. Exhibit 6 provides a tabulation of the AM and PM peak hour trips generated by the committed development, along with the approved land uses. Committed development information is included in Appendix E. Exhibit 6: Committed Development Trip Generation Project * ITE Land Use Size/Units AM Peak Hour Vehicle Trips PM Peak Hour Vehicle Trips In Out Total In Out Total Paseo de la Riviera Apartments (Land Use 223) 236 DU 21 50 71 54 38 92 Hotel (Land Use 310) 252 Rooms 78 56 134 78 73 151 Restaurant (Land Use 931) 4,380 SF 0 0 0 22 11 33 Specialty Retail (Land Use 826) 14,094 SF 0 0 0 17 21 38 South Miami Office Building Medical Offices (Land Use 720) 39,314 SF 74 20 94 39 101 140 Specialty Retail (Land Use 826) 11,224 SF 0 0 0 13 17 30 Treo Somi Station General Office (Land Use 710) 193,250 SF 284 38 322 46 243 289 Student Housing (Calculated) 102 DU 3 5 8 9 5 14 Shopping Center (Land Use 820) 26,000 SF 31 31 62 71 79 150 * Gross vehicle trip ends. Appendix E reflects adjustments for existing land uses, pass-by, internal, and transit trips. 125 SoMi Market Traffic Study - #17186 Page 14 4.2 Future without Project Roadway Capacity Analysis Future without project conditions was obtained by adding background traffic with committed development trips. Exhibit 7 shows the future without project AM and PM peak hour traffic at the analyzed roadway segments. Exhibit 9 shows the existing roadway capacity volumes. All of the studied roadway segments meet the City’s LOS standards. Exhibit 7: Future without Project Roadway Capacity Analysis Source: David Plummer & Associates EB 1LD 566 530 F 756 Yes WB 1LD 417 474 F 756 Yes EB 1LU 139 134 F 576 Yes WB 1LU 164 377 F 576 Yes EB 1LU 125 103 F 576 Yes WB 1LU 124 284 F 576 Yes NB 1LD 714 534 F 756 Yes SB 1LD 492 667 F 720 Yes NB 1LU 57 55 F 576 Yes SB 1LU 38 78 F 576 Yes Roadway Direction # of Lanes AM Peak Volume PM Peak Volume LOS Std Service Volume Meet LOS Std? SW 74th Street between SW 59th Avenue and Red Road Red Road between SW 74th Street and Sunset Drive SW 58th Court between SW 74th Street and Sunset Drive Sunset Drive : Class II Arterial 1 Lane - 10% Non_State Signalized Roadway (800 vph * 0.9 *1.05 = 756 vph); Red Road (NB): Class II Arterial 1 Lane - 10% Non_State Signalized Roadway +5% Exclusive right-turns (800 vph* 0.9 * 1.05=756 vph); Red Road (SB): Class II Arterial 1 Lane - 10% Non_State Signalized Roadway (800 vph*0.9 = 720 vph), SW 73rd Street, SW 74th Street, SW 58th Court: Class II Arterial 1 Lane - 10% Non_State Signalized Sunset Drive between US-1 and Red Road SW 73rd Street between US-1 and Red Road 126 SoMi Market Traffic Study - #17186 Page 15 4.3 Future without Project Intersection Capacity Analysis Future without project conditions were obtained by adding background traffic with committed development trips. Exhibit 8 shows the resulting LOS for the morning and afternoon peak conditions for future without project. Exhibit 9 shows the projected turning movements for future without project traffic. The results show that all intersections operate within the City’s LOS standards. Capacity worksheets are included in Appendix D. Exhibit 8: Future without Project Intersection Capacity Analysis Weekday AM and PM Peak Hour Conditions Intersection Signalized/ Unsignalized AM Peak PM Peak LOS Standard1 LOS Delay (seconds) LOS Delay (seconds) Sunset Drive / US-1 S D 35.3 D 39.8 D + 50% Sunset Drive / SW 58th Avenue S A 8.1 B 13.6 F Sunset Drive / Red Road S E 60.2 D 50.5 F Red Road / SW 74th Street S B 11.0 C 28.2 F SW 74th Street / SW 58th Avenue U A 9.0 A 9.5 F SW 73rd Street / SW 58th Avenue U A 8.5 B 10.3 F (1) LOS Standard per the City of South Miami Comprehensive Plan Transportation Element Source: David Plummer & Associates 127 SoMi Market Traffic Study - #17186 Page 16 Exhibit 8-continued: Future without Project Intersection Capacity Analysis Weekday AM and PM Peak Hour Conditions Intersection Signalized/ Unsignalized AM Peak PM Peak LOS Standard1 LOS Delay (seconds) LOS Delay (seconds) SW 73rd Street / SW 58th Court U A 8.2 A 9.6 F SW 73rd Street / SW 59th Avenue U A 8.2 A 9.7 F SW 73rd Street / US-1 S B 13.3 B 14.6 D + 50% SW 74th Street / SW 59th Avenue U A 8.0 B 10.3 F (1) LOS Standard per the City of South Miami Comprehensive Plan Transportation Element Source: David Plummer & Associates 128 30 (14) 90 (70) 22 (41) SW 73rd Street SW 74th Street Sunset Drive Exhibit 9 Future Without Project AM & PM Peak Hour Traffic Volumes Project Location p.17DAVID PLUMMER & ASSOCIATES | Project No. 17186 US-1 US-1 SW 59th Avenue SW 58th Avenue SW 59th Court Red Road SW 58th Court SW 57th Court186 (198)1655 (2429)42 (68)1587 (2398)48 (37)117 (137)2709 (1688)75 (72)449 (462) 41 (68)2920 (1876)71 (87)3 (11) 299 (410) 52 (83) 112 (295) 133 (121) 351 (320) 35 (31) 110 (106) 247 (311) 23 (27)32 (44)65 (82)16 (13)3 (34)13 (43)6 (21)139 (65) 246 (249) 27 (50) 58 (64) 262 (176) 152 (136)57 (56)518 (332)132 (146)98 (242)313 (482)91 (77)29 (44) 9 (22) 13 (34) 10 (27) 9 (65) 6 (37)61 (86)675 (460)41 (14)26 (71)342 (446)10 (22)33 (33) 86 (235) 6 (16)21 (31)59 (37)24 (9)50 (30)22 (40)11 (23)18 (27) 82 (85) 2 (22) 19 (45) 112 (241) 8 (31)9 (13)74 (61)24 (5)27 (32)35 (65)17 (21)9 (18) 94 (255) 2 (22)26 (22)9 (13)6 (9)20 (37)13 (27)4 (14)70 (80) 22 (35) 98 (272) 12 (23)64 (89)42 (18)4 (19)19 (36)27 (15)(00) PM Peak Hour 00 AM Peak Hour Segment Volumes SoMi Market 29 (17) 73 (54) 4 (8)10 (24)26 (35)6 (14)17 (36)18 (53)20 (22)36 (33) 70 (220 ) 5 (32)38 (78)57 (55)417 (474) 566 (530) 164 (377) 139 (134) 124 (284) 125 (103) 39 (23) 65 (79) 12 (19)492 (667)714 (534)129 SoMi Market Traffic Study - #17186 Page 18 4.4 Project Trip Generation Trip generation for the proposed project was estimated using the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition. This manual provides gross trip generation rates and / or equations by land use type. These rates and equations estimate vehicle trip ends at a free-standing site’s driveways. See Appendix F for project trip generation worksheets. The proposed development plan will be a mixed-use development that incorporates a supermarket and residential land uses, which can satisfy the work trip and retail needs for some residents, employees, and visitors without making a trip off-site. An internalization matrix was developed to establish the appropriate number of internal project trips. The ITE Trip Generation Handbook, 3rd Edition, provides internal capture rates for the AM and PM peak hours. The internal capture rates used are included in Appendix F. ITE research shows that a certain percent of retail trips and supermarket trips are “pass-by” trips. These are described as trips “attracted from the traffic passing the site on an adjacent street.” These are not new trips, but trips already using the existing roadway network that stop at the proposed use and return to their original path. Pass-by trips for this use were established based on guidelines provided in ITE’s Trip Generation Handbook, 3rd Edition. The average pass-by rate published by ITE for Supermarket and the existing volume of the adjacent street were used to establish the pass-by component. Although ITE only provides data for the PM peak hour, the supermarket will attract patrons from the adjacent traffic flow throughout the day. Therefore, the ratio of pass-by was proportioned to the AM and PM peak hour trips for each use. The US Census Bureau provides data on other means of transportation. Census survey data shows a 10.7% use of other modes of transportation (6.6% public transportation, 3.1% walking, 1.0% bicycling) for the 33143 zip code (see Appendix F). A 10% reduction factor was used in the study to account for other modes of transportation. As previously mentioned, the project site is located in an area where pedestrian activity is common between the existing site and surrounding properties. This area is also serviced by Miami-Dade transit bus routes (see Section 5.0 of this report for site circulation, including details on pedestrian access and available transit). The South 130 SoMi Market Traffic Study - #17186 Page 19 Miami Metrorail Station is within walking distance. The project trip generation summary is provided in Exhibit 10. The existing land use trip generation and the net new external trip summary is provided in Exhibit 11. Exhibit 10: Project Trip Generation Summary Proposed ITE Land Use Designation1 Size/Units AM Peak Hour Vehicle Trips PM Peak Hour Vehicle Trips In Out Total In Out Total Multifamily Mid-Rise LU 221 248 DU 22 62 84 65 41 106 ()=0.98 ()−0.98 ()=0.96 ()−0.63 Supermarket LU 850 32,800 SF 75 50 125 173 166 339 = 3.82 1000 ()=0.75 ()+3.21 Subtotal Gross Trips 96 112 208 237 206 443 Internalization2 AM 1.0% PM 21.2 % -1 -1 -2 -47 -47 -94 Pass-By Trips (Supermarket) AM 14 % PM 11% -9 -9 -18 -16 -16 -32 Pedestrian / Transit3 10% -9 -10 -19 -18 -14 -32 Net External Trips (Proposed) 78 92 170 157 130 287 1 Based on ITE Trip Generation Manual, 10th Edition Source: David Plummer & Associates 2 Based on ITE Trip Generation Manual User’s Guide and Handbook, Third Edition, 3 Based on data published by the US Census Bureau for the City of South Miami 131 SoMi Market Traffic Study - #17186 Page 20 Exhibit 11: Existing Trip Generation Summary Existing ITE Land Use Designation1 Size/Units AM Peak Hour Vehicle Trips PM Peak Hour Vehicle Trips In Out Total In Out Total Supermarket LU 850 20,664 SF 47 32 79 122 118 240 = 3.82 1000 ()=0.75 ()+3.21 Subtotal Gross Trips 47 32 79 122 118 240 Pass-By Trips (Supermarket) AM 8% PM 5% -3 -3 -6 -6 -6 -12 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, 10th Edition Source: David Plummer & Associates 2 Based on data published by the US Census Bureau for the City of South Miami 132 SoMi Market Traffic Study - #17186 Page 21 4.5 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 1120 shown in Exhibit 12. The Cardinal Distribution gives a generalized distribution of trips from a TAZ to other parts of Miami-Dade County. The distribution can be summarized as follows: 36% to the north, 15% to the south, 12% to the east, and 37% to the west. For estimating trip distribution for the project traffic, consideration was given to conditions such as the roadway network accessed by the project traffic, roadways available to travel in the desired direction, and attractiveness of traveling on a specific roadway. It should be noted that the existing site access consist of four two-way driveways and the project is proposing one driveway leading to a parking garage along SW 74th Street. Project trip distribution for the proposed project is shown in Exhibit 13. Exhibit 12: Cardinal Distribution (TAZ 1120) Direction 2010 2040 2022 NNE 19.90% 23.10% 21.18% ENE 9.50% 10.80% 10.02% ESE 2.30% 1.50% 1.98% SSE 1.60% 1.10% 1.40% SSW 13.40% 14.20% 13.72% WSW 22.30% 21.70% 22.06% WNW 15.70% 13.30% 14.74% NNW 15.20% 14.30% 14.84% Source: Miami-Dade Long Range Transportation Plan 133 Exhibit 13 Project Trip Distribution % Outbound % Inbound Project Location p.22DAVID PLUMMER & ASSOCIATES | Project No. 17186 SW 73rd Street SW 74th Street Sunset DriveUS-1 US-1 SW 59th Avenue SW 58th Avenue SW 59th Court Red Road SW 58th Court SW 57th Court18%15%23%5% 12% 28% 5% 10% 15% 3% 10%12%10% 12% 15%3%22%5%10%33%2%19%5%10%10%5%12%12%5% 10%5%5%10%10%5%3%9%10% 9%19% 3% 5%3%2%SoMi Market SW 74th St. SW 58th Ct.27% 12%22%27% SW 74th St. SW 59th Ave.25% 3% 33%13%10% 10% 5 % 10% 10%33%23%10%49%51%39%61%134 SoMi Market Traffic Study - #17186 Page 23 4.6 Future with Project Roadway Capacity Analysis Trip assignments in the previous sections and traffic projections for the project were combined to obtain the total traffic on the analyzed roadway segments. Exhibit 14 shows roadway capacities for the future with project during the AM and PM peak hours for the roadway segments analyzed. Exhibit 15 shows the existing roadway capacity volumes. All of the roadway segments meet the City’s LOS standards. Exhibit 14: Future with Project Roadway Capacity Analysis Weekday AM and PM Peak Hour Condition Source: David Plummer & Associates EB 1LD 578 542 F 756 Yes WB 1LD 425 488 F 756 Yes EB 1LU 148 149 F 576 Yes WB 1LU 188 393 F 576 Yes EB 1LU 161 164 F 576 Yes WB 1LU 173 343 F 576 Yes NB 1LD 719 532 F 756 Yes SB 1LD 498 678 F 720 Yes NB 1LU 61 51 F 576 Yes SB 1LU 58 109 F 576 Yes AM Peak Volume PM Peak Volume LOS Std Sunset Drive : Class II Arterial 1 Lane - 10% Non_State Signalized Roadway (800 vph * 0.9 *1.05 = 756 vph); Red Road (NB): Class II Arterial 1 Lane - 10% Non_State Signalized Roadway +5% Exclusive right-turns (800 vph* 0.9 * 1.05=756 vph); Red Road (SB): Class II Arterial 1 Lane - 10% Non_State Signalized Roadway (800 vph*0.9 = 720 vph), SW 73rd Street, SW 74th Street, SW 58th Court: Class II Arterial 1 Lane - 10% Non_State Signalized Roadway,-20% No exclusive left/right-turns (800 vph*0.9 *0.8= 576 vph) SW 74th Street between SW 59th Avenue and Red Road Red Road between SW 74th Street and Sunset Drive SW 58th Court between SW 74th Street and Sunset Drive Service Volume Meet LOS Std? Sunset Drive between US-1 and Red Road SW 73rd Street between US-1 and Red Road Roadway Direction # of Lanes 135 SoMi Market Traffic Study - #17186 Page 24 4.7 Future with Project Intersection Capacity Analysis The trip assignments in the previous section, traffic projections for the project, committed developments, and background growth were combined to obtain future traffic with project at the analyzed intersections. Exhibit 15 shows the projected turning movement volumes for the future with project. Exhibit 16 shows the resulting LOS for the morning and afternoon peak hour conditions for the future with project. The results of the analysis shows that all intersections analyzed are projected to operate within the City’s LOS standard during the morning and afternoon peak hours. Capacity worksheets are included in Appendix D. Exhibit 17 shows the projected 95th percentile queue at all exclusive turning lanes for AM and PM peak hour conditions. During existing, future without, and future with project conditions, various movements have queues exceeding the lane storage capacities at the 95th percentile of the queue. It should be noted that the project adds no trips to the Sunset Drive / Red Road Westbound left turning movement. 136 60 (108)40 (73) SW 74th St. SW 59th Ave.60 (108)40 (73)34 (21) 103 (78) 24 (42) SW 73rd Street SW 74th Street Sunset Drive Exhibit 15 Future With Project AM & PM Peak Hour Traffic Volumes Project Location p.25DAVID PLUMMER & ASSOCIATES | Project No. 17186 US-1 US-1 SW 59th Avenue SW 58th Avenue Red Road SW 58th Court SW 57th Court186 (198)1660 (2436)46 (74)1587 (2398)55 (46)127 (141)2727 (1706)75 (72)453 (467) 43 (71)2929 (1889)74 (91)3 (11) 299 (410) 73 (102) 114 (291) 132 (117) 361 (332) 35 (31) 110 (106) 252 (320) 25 (28)32 (44)65 (77)17 (9)3 (34)14 (44)6 (21)146 (71) 249 (250) 27 (50) 58 (64) 266 (182) 152 (136)57 (56)521 (330)135 (147)101 (247)316 (485)91 (77)36 (49) 9 (22) 19 (36) 10 (27) 9 (65) 6 (37)65 (91)675 (460)41 (14)31 (80)342 (446)10 (22)33 (33) 97 (255) 6 (16)23 (32)59 (37)24 (9)54 (37)22 (40)11 (23)14 (11) 80 (80) 2 (22) 19 (45) 110 (236) 8 (31)9 (13)79 (67)24 (5)25 (26)39 (73)17 (21)9 (18) 94 (255) 2 (22)26 (22)20 (28)4 (2)14 (19)27 (53)4 (14)64 (62) 39 (67) 92 (250) 12 (23)93 (126)42 (18)4 (19)25 (46)27 (15)(00) PM Peak Hour 00 AM Peak Hour Segment Volumes SoMi Market SW 74th St. SW 59th Ave.65 (95)45 (66)47 (93) 98 (259) 49 (97) 85 (54) 25 (5) 85 (78) 4 (8)10 (24)23 (27)8 (19)13 (21)17 (48)45 (69)67 (76) 92 (248) 8 (36) SW 59th Court58 (109)61 (51)425 (488) 578 (542) 188 (393) 148 (149) 173 (343) 161 (164) 37 (15) 59 (57) 11 (17)719 (532)498 (678)137 SoMi Market Traffic Study - #17186 Page 26 Exhibit 16: Future with Project Intersection Capacity Analysis Weekday AM and PM Peak Hour Conditions Intersection Signalized/ Unsignalized AM Peak PM Peak LOS Standard1 LOS Delay (seconds) LOS Delay (seconds) Sunset Drive / US-1 S D 35.7 D 41.0 D + 50% Sunset Drive / SW 58th Avenue S A 8.1 B 13.2 F Sunset Drive / Red Road S E 61.2 D 50.3 F Red Road / SW 74th Street S B 12.1 C 28.6 F SW 74th Street / SW 58th Avenue U A 9.2 A 9.8 F SW 73rd Street / SW 58th Avenue U A 8.5 B 10.2 F SW 73rd Street / SW 58th Court U A 8.3 A 9.6 F SW 73rd Street / SW 59th Avenue U A 8.3 A 9.8 F SW 73rd Street / US-1 S B 14.4 B 15.1 D + 50% Project Driveway / SW 74th Street U B 10.4 B 14.2 N/A SW 74th Street / SW 5 9th Avenue U A 8.5 B 12.2 F (1) LOS Standard per the City of South Miami Comprehensive Plan Transportation Element Source: David Plummer & Associates 138 SoMi Market Traffic Study - #17186 Page 27 Exhibit 17: 95th Percentile Back of Queue 95th Percentile Back of Queue (feet) Intersection Direction Existing Future without Project Future with Project Storage Length (Feet) AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak Sunset Drive / US-1 NEBL 30.8 239.8 96.8 358.6 125.4 374 115 SWBL 85.8 46.2 94.6 70.4 103.4 81.4 140 Sunset Drive / SW 58th Avenue SBL 6.6 22 6.6 22 6.6 22 75 EBL 22 41.8 22 44 22 41.8 225 WBL 0 8.8 0 8.8 0 8.8 95 Sunset Drive / Red Road NBL 46.2 41.8 48.4 46.2 48.4 46.2 105 NBR 125.4 129.8 132 140.8 134.2 143 100 SBL 74.8 57.2 77 63.8 79.2 61.6 180 SBR 88 215.6 94.6 231 96.8 233.2 100 EBL 145.2 127.6 182.6 125.4 209 143 115 WBL 248.6 215.6 257.4 226.6 257.4 220 100 Red Road / SW 74th Street NBL 29 53 30 55 33 59 95 SBL 8 17 8 17 8 18 85 EBL 86 117 89 119 103 130 250 SW 73rd Street / US-1 SWBL 84 3 86 3 100 4 100 WBL 149 335 151 342 157 353 360 Source: David Plummer & Associates 139 SoMi Market Traffic Study - #17186 Page 28 5.0 SITE CIRCULATION Access to and from the site will be provided via a two way driveway on SW 74th Street leading to the projects’ parking garage entrance. The driveway will be 24-feet wide and will be stop controlled. Proper signage will be located at the entrance identifying the access point as the main entrance for the supermarket and residents. A secondary driveway is proposed on SW 59th Avenue. This driveway will provide access to 29 parking spaces located on the ground floor. These parking spaces will be reserved for residents only (including users of the townhomes). This driveway will be 23-feet wide and will be stop controlled. Proper signage will be located at the entrance of this driveway advising drivers that the driveway only provides access to “reserved or permit only parking.” Since this driveway only provides access to 29 reserved parking spaces the traffic impact on the adjacent road will be “de minimis.” Conflicts between this driveway and the adjacent loading area are not anticipated since the loading area hours will be restricted to off-peak hours only and controlled by a dock manager. A sight distance (Triangle of Visibility) anal ysis was conducted for both driveways (see Access Plan exhibit on Attachment A). The analysis was conducted based on the procedures outlined in Section 20-3.6 (G) of the City Code. The project is proving sidewalks along all sides of the property and bike racks on the northeast and northwest corners of the property. A designated rideshare drop-off / pick-up area will be provided on the northeast side of the property along SW 73rd Street. The supermarket loading area is accessed on SW 59th Avenue. The project is located in an area that is conducive for pedestrian activities. Existing retail space, restaurants, and residential uses along Red Road, SW 74th Street, and Sunset Drive contribute to pedestrian activity. All of the roads within the project area provide sidewalks on both sides of the road. A bike path, M-Path / Underline is provided along US-1 under the elevated Metrorail. Intersections in the project area have sidewalks and clearly marked crosswalks to facilitate 140 SoMi Market Traffic Study - #17186 Page 29 pedestrian activity. A mobility plan was prepared for the site (see Exhibit 18). The plan shows the project driveway, location of street signals, and pedestrian crosswalks. The project area is less than one mile from the South Miami Metrorail station and is further connected to the station via four Miami-Dade transit bus routes (Routes 37, 57, 72 and 500). Exhibit 19 provides a summary of the available transit, peak hour headways and ridership information. Transit documentation is included in Appendix G. The closest bus stops to the project site are located on Red Road south of SW 74th Street and on the NE and SW corners of the Sunset Drive and SW 58th Avenue intersection. A crosswalk accessing the South Miami Station is provided at the signalized intersection of US-1 / Sunset Drive. Both the Metrorail Orange and Green lines provide service to the South Miami Metrorail station. The Metrorail system is a 25- mile dual track, elevated rapid transit system that provides service to Miami International Airport (MIA) and runs from Kendall through South Miami, Coral Gables, and downtown Miami, to the Civic Center / Jackson Memorial Hospital area, and to Brownsville, Liberty City, Hialeah, and Medley in northwest Miami-Dade, with connections to Broward and Palm Beach counties at the Tri-Rail / Metrorail transfer station. Available bus routes and bus stops in the area are shown in Exhibit 20. These conditions encourage the use of other modes of transportation therefore, reducing the vehicular impact on the roadway network. 141 Exhibit 18 Circulation Plan - Mobility Project Location Crosswalk Sidewalk M-Path p.30DAVID PLUMMER & ASSOCIATES | Project No. 17186 SW 73rd Street US-1 (South Dixie Highway) Red RoadSunset Drive SW 59th Court SW 58th Avenue SW 59th Avenue SW 58th Court SW 74th Street SoMi Market Proposed Crosswalk 142 SoMi Market Traffic Study - #17186 Page 31 Exhibit 19: Existing Available Transit Routes Direction Average Weekday Ridership Peak Hour Headways MDT Route 37 NB / SB 3,158 30 minutes 30 minutes MDT Route 57 NB / SB 456 60 minutes 60 minutes MDT Route 72 EB / WB 836 30 minutes 30 minutes MDT Route 5001 NB / SB 37 - - South Miami Metrorail Station NB / SB 3,136 8 minutes 8 minutes (1) MDT Route 500 is the Midnight Owl and provides express service with limited stops and serves from 1AM to 5AM 143 Exhibit 20 Circulation Plan - Bus Routes Project Location Bus Stops Metrorail Station p.32DAVID PLUMMER & ASSOCIATES | Project No. 17186 SW 59th Avenue SW 58th Avenue SW 58th Court SW 59th Court SW 73rd Street SW 74th StreetUS-1 (South Dixie Highway)Miami-DadeBus Routes Route 37 Route 57 Route 72 Route 500 Metrorail Orange Line Green Line Red RoadSunset DriveUS-1 (South Dixie Highway) SW 70th Street SoMi Market 144 SoMi Market Traffic Study - #17186 Page 33 6.0 CONCLUSIONS An assessment of the traffic impacts associated with the project was performed in accordance with the requirements for the City of South Miami. It should be noted that the City, in its entirety, is located within Miami-Dade County’s Urban Infill Area, which is designated a Transportation Concurrency Exception Area (“TCEA”). A TCEA is a legislative statement designed to promote infill development and redevelopment. The result of the analysis shows that the study intersections listed below are currently operating and are projected to operate within the City’s adopted LOS standards during the morning and afternoon peak hours:  US-1 / Sunset Drive  Sunset Drive / SW 58th Avenue  Sunset Drive / Red Road  SW 74th Street / Red Road  SW 74th Street / SW 58th Avenue  SW 73rd Street / SW 58th Avenue  SW 73rd Street / SW 58th Court  SW 73rd Street / SW 59th Avenue  SW 73rd Street / US-1  SW 74th Street / SW 59th Avenue Intersection capacity analysis shows adequate operations at the project driveway. The result of the analysis shows that the following roadway segments currently operate and are projected to operate within the City’s LOS standards during the morning and afternoon peak hours:  Sunset Drive between US-1 and Red Road  SW 73rd Street between US-1 and Red Road  SW 74th Street between SW 59th Avenue and Red Road  Red Road between SW 74th Street and Sunset Drive  SW 58th Court between SW 74th Street and Sunset Drive In addition, a mobility and circulation plan was completed as part of the study. The plan shows that the project area is currently served by various Miami-Dade Transit buses and the South Miami 145 Appendix A Site Plan 146 147 148 Appendix B Methodology 149 1 | Page 5850 SW 73rd Place Traffic Study Methodology October 23, 2017 Revised: February 8, 2018 DPA will undertake a Traffic Impact Analysis as required by the City of South Miami. This methodology will provide the details of the Traffic Impact Analysis proposed for this redevelopment. This methodology is based on the requirements of the City. Confirmation of this methodology is requested from the City prior to performing the study. All work will be based on the final development plan to be provided by the client. Location: 5850 SW 73rd Place in South Miami, Florida Existing Site: 20,664 SF Supermarket Proposed Plan: 194 Residential units, 37,140 SF Supermarket, 14,323 SF Retail Trip Generation: In Out Total In Out Total 20 46 66 48 34 82 9 5 14 25 31 56 78 48 126 180 172 352 107 99 206 253 237 490 Internalization -7 -7 -14 -26 -26 -52 Pass-By Trips -21 -21 -42 -59 -59 -118 Pedestrian/Transit -8 -7 -15 -15 -14 -29 71 64 135 153 138 291 43 27 70 100 96 196 Pass-By Trips -13 -13 -25 -35 -35 -71 Pedestrian/Transit -3 -1 -4 -6 -6 -13 27 13 40 58 55 113 71 64 135 153 138 291 -27 -13 -40 -58 -55 -113 44 51 95 95 83 178 Equation 20,664 Sq. Ft. (1) ITE's rate for LU 820 was used for the AM Peak Hour Source: Institute of Transportation Engineers (ITE) Trip Generation Manual 9th Edition. Source: Institute of Transportation Engineers (ITE) Trip Generation Manual 9th Edition. Rate -36% -10% TOTAL Net New Trips Rate TOTAL Proposed Uses Specialty Retail (LUC 826) (1) Equation Mid-Rise Apartments (LUC 220) 14,323 Sq. Ft. 37,140 Sq. Ft. 194 Dwelling Units Rate Weekday Units AM Peak Hour Vehicle Trips PM Peak Hour Vehicle Trips Proposed Uses Existing Uses Rate Subtotal 6.8 % (AM) 9.8 % (PM) -36% -10% Rate Existing Uses Supermarket (LUC 850) Equation Supermarket (LUC 850) ITE Land Use Designation Size/ Weekday 150 2 | Page Methodology The proposed methodology is outlined below: Study Area The study area for the project will include the following intersections:  US-1 / SW 73rd Street (S)  US-1 / SW 72nd Street (S)  SW 74th Street / SW 57th Avenue (Red Road) (S)  SW 73rd Street / SW 59th Avenue (U)  SW 58th Avenue and SW 74th Street (U)  SW 58th Avenue and SW 73rd Street (U)  SW 58th Court and SW 73rd Street (U)  SW 58th Avenue and SW 72nd Street (S)  SW 72nd Street and SW 57th Avenue (Red Road) (S)  All existing and future driveways to the existing commercial plaza The study area will also include the following roadway links:  SW 72nd Street between US-1 and SW 57th Avenue (Red Road)  SW 73rd Street between US-1 and SW 57th Avenue (Red Road)  SW 74th Street between SW 59th Avenue and SW 57th Avenue (Red Road)  SW 57th Avenue between SW 74th Street and SW 72nd Street  SW 58th Court between SW 74th Street and SW 72nd Street Analysis Scenarios The analysis scenarios for this study are as follows:  Existing year  Project build-out year (2020) without project trips (background traffic)  Project build-out year (2020) with project trips (total traffic) Data Collection  Vehicle turning movement counts will be collected during the AM (7– 9) and PM (4 – 7) peak hour conditions of a regular weekday.  Collected counts will be adjusted to reflect AM and PM peak hour peak season conditions for the intersection analysis. The traffic volumes will be adjusted by applying the corresponding peak season conversion factors obtained from the latest Florida Department of Transportation (FDOT) Peak Season Factor Category Report.  Field reviews will be performed to obtain existing physical and operating characteristics of the roadway network within the study area. Data to be acquired will include the number and type of traffic lanes, intersection geometrics, signal timings, speed limit information, and other appropriate physical and operating characteristics. 151 3 | Page  Roadway improvements included within the Miami-Dade County TIP or roadway improvements identified by the City will be assumed as committed for the intersection and link analyses purposes. Existing Conditions Intersection / Link Capacity Analysis  Intersection capacity analyses will be evaluated for the study area intersections using Synchro software. Access driveways will be included as part of the LOS analysis. All input files will be provided for review purposes.  Link / Segment capacity will be estimated using service volume obtained from the generalized vehicular capacities from the latest FDOT Quality/LOS Handbook. Future Conditions Intersection / Link Analysis – Background Traffic Conditions  Future background traffic volumes will be determined by applying a compound growth rate to existing volumes and adding committed development traffic. The growth rate will be calculated based on a review of historical volumes obtained from FDOT and Miami-Dade County. If the historical growth rate is calculated to be less than 0.5 percent, 0.5 percent annual growth will be used for analysis purposes.  Committed development information will be obtained from the City of South Miami. If information is not available, an additional 0.5% growth rate will be used to account for committed developments.  Intersection capacity analyses will be evaluated using the Synchro software. Signal timings may be optimized for future conditions analyses.  Committed roadway improvements will be obtained from the 2017 Miami-Dade County TIP and/or FDOT’s 5-year program. Any programmed improvement will be included in the analysis. Project Trip Generation Using information contained in the Institute of Transportation Engineer’s (ITE) Trip Generation Manual, 10th Edition, trips associated with the proposed development will be estimated. Pass‐by capture and internal capture will be established based on the latest version of the ITE, Trip Generation Manual, Users Guide and Handbook. Exiting Land Use size will be verified with the city. ITE regression equation for the existing and proposed uses will be used if either the data plot has 20 points or R2 ≥ 0.75. Project Trip Distribution / Trip Assignment Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Miami-Dade Long Range Transportation Plan Update, published by the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. 152 4 | Page Future Conditions Intersection / Link Analysis – Total Traffic Conditions  Future total traffic volumes will be determined by summing project trips and background traffic volumes.  Intersection capacity analyses will be evaluated using the Synchro software. Signal timings may be optimized for future conditions analyses. Signal timing optimizations and modifications will be coordinated with Miami Dade County Public Works Traffic and Signs Division for approval as necessary.  For intersections that fail to operate at an acceptable level of service at future with project conditions, improvements will be recommended to mitigate the impacts of project trips from the proposed development. The improvements are intended to mitigate project traffic impacts, the improvements will not necessarily result in the intersection operating at an acceptable level of service.  LOS, delay, and 95th percentile queues per approach on all intersections will be provided in table format for each scenario. Queuing Analysis A queuing analysis will be conducted for the any proposed drop-off / pick-up areas and/or gated parking entrance(s). The potential queue will be calculated based on the peak hour traffic published by ITE’s Trip Generation, 9th Edition. The project trip generation for the PM peak hour (the critical inbound hour) will be used for the analysis. The processing time will be determined based on data collected at a similar facility. Data collected and processing time calculation will be included in the study. Other Considerations  A parking study will be conducted if required. A parking study methodology will be provided for review. w:\17\17186\traffic study methodology_revised.docx 153 Appendix C Data Collection Traffic Volumes Peak hour factor Signal Timings Historic Background Growth Cardinal Distribution 154 Traffic Volumes 155 EXISTING EXISTINGTotalFUTUREFUTURE2018 20190.5% In Out Total In Out Total In Out Total CommittedW/OIn OutTotalIn OutTotalWITH4 87 90 177 70 19 89 227 43 270 DevelopmentsPROJECT40 26 66 78 92 170PROJECTNEBL 42 0 22% 15 26% 59 74 117 0% 15% 4 0% 15% 14 127NEBT 2628 30% 26 8% 2 0 28 2709 0% 12% 3 0% 23% 21 2727NEBR 70 0 5% 4 0 4 75 0% 0% 0 0% 0% 0 75SWBL 38 0 0 8% 3 3 42 10% 0% 4 10% 0% 8 46SWBT 1587 40% 36 0 0 36 1655 13% 0% 5 13% 0% 10 1660SWBR 182 0 0 0 0 186 0% 0% 0 0% 0% 0 186EBL 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0EBT 438 0 10% 2 0 2 449 10% 0% 4 10% 0% 8 453EBR 40 0 0 0 0 41 5% 0% 2 5% 0% 4 43WBL 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0WBT 268 0 10% 7 8% 18 25 299 0% 0% 0 0% 0% 0 299WBR 3 0 0 0 0 3 0% 0% 0 0% 0% 0 35296 0.300 0.400 62 0.370 0.18029 0.340 0.080 81 172 5575 0.3800.270 22 0.380 0.380 65 5617NBL 31 0 0 0 0 32 0% 0% 0 0% 0% 0 32NBT 64 0 0 0 0 65 0% 7% 2 0% 2% 2 65NBR 16 0 0 0 0 16 0% 8% 2 0% 3% 3 17SBL 6 0 0 0 0 6 0% 0% 0 0% 0% 0 6SBT 13 0 0 0 0 13 2% 0% 1 2% 0% 2 14SBR 3 0 0 0 0 3 0% 0% 0 0% 0% 0 3EBL 130 0 0 0 0 133 0% 4% 1 0% 0% 0 132EBT 339 0 10% 2 8% 3 5 351 0% 4% 1 0% 12% 11 361EBR 34 0 0 0 0 35 0% 0% 0 0% 0% 0 35WBL 23 0 0 0 0 23 3% 0% 1 3% 0% 2 25WBT 217 0 10% 7 8% 18 25 247 10% 0% 4 12% 0% 9 252WBR 108 0 0 0 0 110 0% 0% 0 0% 0% 0 110984 0.000 0.000 0 0.100 0.100 9 311034 0.150 0.230 12 0.170 0.170 29 1051NBL 56 0 0 0 0 57 0% 0% 0 0% 0% 0 57NBT 508 0 0 0 0 518 0% 8% 2 0% 5% 5 521NBR 129 0 0 0 0 132 0% 5% 1 0% 5% 5 135SBL 89 0 0 0 0 91 0% 0% 0 0% 0% 0 91SBT 307 0 0 0 0 313 12% 0% 5 10% 0% 8 316SBR 96 0 0 0 0 98 3% 0% 1 5% 0% 4 101EBL 136 0 0 0 0 139 0% 7% 2 0% 10% 9 146EBT 236 0 10% 2 8% 3 5 246 0% 5% 1 0% 5% 5 249EBR 26 0 0 0 0 27 0% 0% 0 0% 0% 0 27WBL 149 0 0 0 0 152 0% 0% 0 0% 0% 0 152WBT 232 0 10% 7 8% 18 25 262 10% 0% 4 10% 0% 8 266WBR 57 0 0 0 0 58 0% 0% 0 0% 0% 0 582021 0.000 0.000 0 0.100 0.100 9 312092 0.250 0.250 17 0.250 0.250 43 2118NBL 60 0 0 0 0 61 9% 0% 4 9% 0% 7 65NBT 662 0 0 0 0 675 0% 0% 0 0% 0% 0 675NBR 40 0 0 0 0 41 0% 0% 0 0% 0% 0 41SBL 10 0 0 0 0 10 0% 0% 0 0% 0% 0 10SBT 335 0 0 0 0 342 0% 0% 0 0% 0% 0 342SBR 25 0 0 0 0 26 7% 0% 3 10% 0% 8 31EBL 28 0 0 0 0 29 0% 8% 2 0% 10% 9 36EBT 9 0 0 0 0 9 0% 0% 0 0% 0% 0 9EBR 13 0 0 0 0 13 0% 9% 2 0% 9% 8 19WBL 6 0 0 0 0 6 0% 0% 0 0% 0% 0 6WBT 9 0 0 0 0 9 0% 0% 0 0% 0% 0 9WBR 10 0 0 0 0 10 0% 0% 0 0% 0% 0 101207 0.000 0.000 0 0.000 0.000 0 0 12310.160 0.170 11 0.190 0.190 32 1253NBL 21 0 0 0 0 21 3% 0% 1 3% 0% 2 23NBT 58 0 0 0 0 59 0% 0% 0 0% 0% 0 59NBR 24 0 0 0 0 24 0% 0% 0 0% 0% 0 24SBL 11 0 0 0 0 11 0% 0% 0 0% 0% 0 11SBT 22 0 0 0 0 22 0% 0% 0 0% 0% 0 22SBR 49 0 0 0 0 50 0% 0% 0 5% 0% 4 54EBL 29 0 0 0 0 30 0% 0% 0 0% 5% 5 34EBT 88 0 0 0 0 90 0% 17% 4 0% 19% 17 103EBR 22 0 0 0 0 22 0% 3% 1 0% 3% 3 24WBL 6 0 0 0 0 6 0% 0% 0 0% 0% 0 6WBT 84 0 0 0 0 86 9% 0% 4 19% 0% 15 97WBR 32 0 0 0 0 33 0% 0% 0 0% 0% 0 33446 0 0 0 455 0.120 0.200 10 0.270 0.270 46 491Treo Somi342275823715267524139410PHF=0.9191313TOTAL 2062MOVEMENT13TOTAL32572 Sunset Drive / SW 58th Avenue (U)INTERSECTION16PHF=0.973510042313251891394161South Miami Office Building2733133346FUTURE BACKGROUND TRAFFIC1619651863Paseo de la Riviera2211101 Sunset Drive / US 1 (S)4310268171294 Red Road / SW 74th Street (S)TOTAL 5403PHF = 0.946260447PHF=0.95PHF=0.7586333 Sunset Drvie / Red Road (S)9810TOTAL 4555 SW 74th Street / SW 58th Avenue (U)215924112262291231TOTAL613503090SoMi Market_5850 SW 73rd Street WINN DIXIE AM PEAK HOUR INTERSECTION ASSIGNMENT PROJECT TRIPSExisting TRIPS 156 EXISTING EXISTINGTotalFUTUREFUTURE2018 20190.5% In Out Total In Out Total In Out Total CommittedW/OIn OutTotalIn OutTotalWITH4 87 90 177 70 19 89 227 43 270 DevelopmentsPROJECT40 26 66 78 92 170PROJECTTreo SomiMOVEMENTINTERSECTIONSouth Miami Office BuildingFUTURE BACKGROUND TRAFFICPaseo de la RivieraSoMi Market_5850 SW 73rd Street WINN DIXIE AM PEAK HOUR INTERSECTION ASSIGNMENT PROJECT TRIPSExisting TRIPSNBL 9 0 0 0 0 9 0% 0% 0 0% 0% 0 9NBT 73 0 0 0 0 74 0% 0% 0 0% 5% 5 79NBR 24 0 0 0 0 24 0% 0% 0 0% 0% 0 24SBL 17 0 0 0 0 17 0% 0% 0 0% 0% 0 17SBT 34 0 0 0 0 35 0% 0% 0 5% 0% 4 39SBR 26 0 0 0 0 27 5% 0% 2 0% 0% 0 25EBL 18 0 0 0 0 18 0% 15% 4 0% 0% 0 14EBT 80 0 0 0 0 82 0% 5% 1 0% 0% 0 80EBR 2 0 0 0 0 2 0% 0% 0 0% 0% 0 2WBL 8 0 0 0 0 8 0% 0% 0 0% 0% 0 8WBT 110 0 0 0 0 112 5% 0% 2 0% 0% 0 110WBR 19 0 0 0 0 19 0% 0% 0 0% 0% 0 19420 0.000 0.000 0 0.000 0.000 0 0 4280.100 0.200 9 0.050 0.050 9 428NBL 25 0 0 0 0 26 0% 0% 0 0% 0% 0 26NBT 9 0 0 0 0 9 0% 0% 0 0% 12% 11 20NBR 6 0 0 0 0 6 0% 7% 2 0% 0% 0 4SBL 4 0 0 0 0 4 0% 0% 0 0% 0% 0 4SBT 13 0 0 0 0 13 8% 0% 3 22% 0% 17 27SBR 20 0 0 0 0 20 17% 0% 7 0% 0% 0 14EBL 38 0 0 0 0 39 0% 8% 2 0% 0% 0 37EBT 64 0 0 0 0 65 8% 13% 7 0% 0% 0 59EBR 12 0 0 0 0 12 2% 0% 1 0% 0% 0 11WBL 2 0 0 0 0 2 0% 0% 0 0% 0% 0 2WBT 92 0 0 0 0 94 0% 0% 0 0% 0% 0 94WBR 9 0 0 0 0 9 0% 0% 0 0% 0% 0 9294 0.000 0.000 0 0.000 0.000 0 0 3000.350 0.280 21 0.220 0.120 28 307NBL 63 0 0 0 0 64 0% 5% 1 0% 33% 30 93NBT 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0NBR 41 0 0 0 0 42 0% 0% 0 0% 0% 0 42SBL 26 0 0 0 0 27 0% 0% 0 0% 0% 0 27SBT 19 0 0 0 0 19 5% 0% 2 10% 0% 8 25SBR 4 0 0 0 0 4 0% 0% 0 0% 0% 0 4EBL 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0EBT 69 0 0 0 0 70 17% 0% 7 0% 0% 0 64EBR 22 0 0 0 0 22 4% 0% 2 23% 0% 18 39WBL 12 0 0 0 0 12 0% 0% 0 0% 0% 0 12WBT 96 0 0 0 0 98 0% 22% 6 0% 0% 0 92WBR 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0352 0.000 0.000 0 0.000 0.000 0 0 3590.260 0.270 17 0.330 0.330 56 398NEBL 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0NEBT 2820 30% 26 22% 8% 17 0 43 2920 0% 0% 0 0% 10% 9 2929NEBR 70 0 0 0 0 71 3% 0% 1 5% 0% 4 74SWBL 47 0 0 0 0 48 18% 0% 7 18% 0% 14 55SWBT 1520 40% 36 0 0 36 1587 0% 0% 0 0% 0% 0 1587SWBR 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0EBL 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0EBT 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0EBR 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0WBL 110 0 0 0 0 112 0% 10% 3 0% 5% 5 114WBT 0 0 0 0 0 0 0% 0% 0 0% 0% 0 0WBR 51 0 0 0 0 52 0% 17% 4 0% 28% 26 734618 0.300 0.400 62 0.220 0.080 17 794790 0.210 0.270 15 0.230 0.430 58 4832NBL0 0 0% 0% 0 0NBT0 0 0% 0% 0 0NBR0 0 0% 0% 0 0SBL0 0 0% 39% 36 45SBT0 0 0% 0% 0 0SBR0 0 0% 61% 56 65EBL0 0 51% 0% 40 49EBT 0 98 0 0 0 0 99 5 0% 0% 0 85EBR00%0%00WBL00%0%00WBT 0 110 0 0 0 0 112 5 0% 0% 0 98WBR0 0 49% 0% 38 470 0.000 0.000 0 0.000 0.000 0 0 2110.000 0.000 10 1.000 1.000 170 389NBL 100 10 0 0% 0% 0 10NBT 260 26 8% 3 0% 0% 0 23NBR 606 03%0%28SBL 200 20 5% 1 33% 0% 26 45SBT 180 18 5% 1 0% 0% 0 17SBR 170 17 15% 4 0% 0% 0 13EBL 290 29 12% 5 0% 0% 0 25EBT 720 73 0 15% 0% 12 85EBR 404 00%0%04WBL 505 00%3%38WBT 690 70 5% 1 0% 25% 23 92WBR 360 37 0 0% 33% 30 670 0.000 0.000 0 0.000 0.000 0 0 3170.200 0.300 16 0.510 0.610 96 3970702200PHF= N/A1120TOTAL 21110 Project Driveway / SW 74th Street (U) *EB & WB Based on 2019 counts 0000990000129492651239176 SW 73rd Street / SW 58th Avenue (U)97418242428PHF=0.85112193527PHF=0.90980TOTAL 3598 SW 73rd Street / SW 59th Avenue (U)644219427TOTAL 3007 SW 73rd Street / SW 58th Court (U)26PHF=0.74139 SW 73rd Street / US 1 (S)0287771PHF=0.96TOTAL4815510000112052471120964828TOTAL11 SW 59th Avenue / SW 74th Street (U)10266201817297345PHF=0.817037TOTAL 317 157 EXISTING EXISTINGTotalFUTUREFUTURE2018 20190.5% In Out Total In Out Total In Out Total CommittedW/OIn OutTotalIn OutTotalWITH4 123 102 225 48 111 159 67 217 284 DevelopmentsPROJECT104 101 205CHECK 1158 129 287PROJECTNEBL 107 0 22% 11 26% 17 28 137 0% 15% 151220% 15% 19 141NEBT 1610 30% 37 8% 9 0 46 1688 0% 12% 1216760% 23% 30 1706NEBR 68 0 5% 2 0 2 72 0% 0% 0720% 0% 0 72SWBL 50 0 0 8% 17 17 68 10% 0% 105810% 0% 16 74SWBT 2341 40% 41 0 0 41 2429 13% 0% 14241513% 0% 21 2436SWBR 194 0 0 0 0 198 0% 0% 01980% 0% 0 198EBL 0 0 0 0 0 0 0% 0% 000% 0% 0 0EBT 442 0 10% 11 0 11 462 10% 0% 1045210% 0% 16 467EBR 67 0 0 0 0 68 5% 0% 5635% 0% 8 71WBL 0 0 0 0 0 0 0% 0% 000% 0% 0 0WBT 392 0 10% 5 8% 5 10 410 0% 0% 04100% 0% 0 410WBR11 0000110%0%0110% 0% 0 115282 0.300 0.400 78 0.370 0.180 38 156 55440.380 0.270 67 0.380 0.380 109 0 5586NBL43 0000440%0%0440% 0% 0 44NBT80 0000820%7%7750% 2% 3 77NBR13 0000130%8%850% 3% 4 9SBL 21 0 0 0 0 21 0% 0% 0210% 0% 0 21SBT 42 0 0 0 0 43 2% 0% 2412% 0% 3 44SBR 33 0 0 0 0 34 0% 0% 0340% 0% 0 34EBL 119 0 0 0 0 121 0% 4% 41170% 0% 0 117EBT 286 0 10% 11 8% 17 28 320 0% 4% 43160% 12% 15 332EBR 30 0 0 0 0 31 0% 0% 0310% 0% 0 31WBL26 0000273%0%3233% 0% 5 28WBT 295 0 10% 5 8% 5 10 311 10% 0% 1030112% 0% 19 320WBR 104 0 0 0 0 106 0% 0% 01060% 0% 0 1061092 0.000 0.000 0 0.100 0.100 16 39 11530.150 0.230 39 0.170 0.170 49 0 1163NBL55 0000560%0%0560% 0% 0 56NBT 325 0 0 0 0 332 0% 8% 83230% 5% 6 330NBR 143 0 0 0 0 146 0% 5% 51410% 5% 6 147SBL 75 0 0 0 0 77 0% 0% 0770% 0% 0 77SBT 472 0 0 0 0 482 12% 0% 1246910% 0% 16 485SBR 237 0 0 0 0 242 3% 0% 32395% 0% 8 247EBL 64 0 0 0 0 65 0% 7% 7580% 10% 13 71EBT 216 0 10% 11 8% 17 28 249 0% 5% 52440% 5% 6 250EBR 49 0 0 0 0 50 0% 0% 0500% 0% 0 50WBL 133 0 0 0 0 136 0% 0% 01360% 0% 0 136WBT 163 0 10% 5 8% 5 10 176 10% 0% 1016610% 0% 16 182WBR63 0000640%0%0640% 0% 0 641995 0.000 0.000 0 0.100 0.100 16 39 20740.250 0.250 51 0.250 0.250 72 0 2094NBL84 0000869%0%9769% 0% 14 91NBT 451 0 0 0 0 460 0% 0% 04600% 0% 0 460NBR14 0000140%0%0140% 0% 0 14SBL 22 0 0 0 0 22 0% 0% 0220% 0% 0 22SBT 437 0 0 0 0 446 0% 0% 04460% 0% 0 446SBR 70 0 0 0 0 71 7% 0% 76410% 0% 16 80EBL 43 0 0 0 0 44 0% 8% 8360% 10% 13 49EBT 22 0 0 0 0 22 0% 0% 0220% 0% 0 22EBR 33 0 0 0 0 34 0% 9% 9250% 9% 12 36WBL36 0000370%0%0370% 0% 0 37WBT64 0000650%0%0650% 0% 0 65WBR26 0000270%0%0270% 0% 0 271302 0.000 0.000 0 0.000 0.000 0 0 13280.160 0.170 34 0.190 0.190 55 0 1349NBL30 0000313%0%3273% 0% 5 32NBT36 0000370%0%0370% 0% 0 37NBR 9 0 0 0 0 9 0% 0% 090% 0% 0 9SBL 23 0 0 0 0 23 0% 0% 0230% 0% 0 23SBT 39 0 0 0 0 40 0% 0% 0400% 0% 0 40SBR 29 0 0 0 0 30 0% 0% 0305% 0% 8 37EBL 14 0 0 0 0 14 0% 0% 0140% 5% 6 21EBT 69 0 0 0 0 70 0% 17% 17530% 19% 25 78EBR 40 0 0 0 0 41 0% 3% 3380% 3% 4 42WBL16 0000160%0%0160% 0% 0 16WBT 230 0 0 0 0 235 9% 0% 922519% 0% 30 255WBR32 0000330%0%0330% 0% 0 33567 0.000 0.000 0 0.000 0.000 0 0 5780.120 0.200 33 0.270 0.270 77 0 623106Treo SomiSouth Miami Office Building301Paseo de la Riviera40011680691985123880451PHF=0.94 MOVEMENTFUTURE BACKGROUND TRAFFICTOTAL 53881 Sunset Drive / US 1 (S)1091642214334121TOTAL 11142 Sunset Drive / SW 58th Avenue (U)4482132923127PHF=0.923 Sunset Drvie / Red Road (S)56332146774822426522050PHF=0.9416664TOTAL 20351364 Red Road / SW 74th Street (S)8646014224467144223437PHF=0.956527TOTAL 13285 SW 74th Street / SW 58th Avenue (U)3137923403014704116PHF=0.9223533TOTAL 578SoMi Market_5850 SW 73rd Street WINN DIXIE PM PEAK HOUR INTERSECTION ASSIGNMENT Existing TRIPSPassByPROJECT TRIPS 158 EXISTING EXISTINGTotalFUTUREFUTURE2018 20190.5% In Out Total In Out Total In Out Total CommittedW/OIn OutTotalIn OutTotalWITH4 123 102 225 48 111 159 67 217 284 DevelopmentsPROJECT104 101 205CHECK 1158 129 287PROJECTTreo SomiSouth Miami Office BuildingPaseo de la Riviera MOVEMENTFUTURE BACKGROUND TRAFFICSoMi Market_5850 SW 73rd Street WINN DIXIE PM PEAK HOUR INTERSECTION ASSIGNMENT Existing TRIPSPassByPROJECT TRIPSNBL13 0000130%0%0130% 0% 0 13NBT60 0000610%0%0610% 5% 6 67NBR 5 0 0 0 0 5 0% 0% 050% 0% 0 5SBL 21 0 0 0 0 21 0% 0% 0210% 0% 0 21SBT 64 0 0 0 0 65 0% 0% 0655% 0% 8 73SBR 31 0 0 0 0 32 5% 0% 5260% 0% 0 26EBL 26 0 0 0 0 27 0% 15% 15110% 0% 0 11EBT 83 0 0 0 0 85 0% 5% 5800% 0% 0 80EBR 22 0 0 0 0 22 0% 0% 0220% 0% 0 22WBL30 0000310%0%0310% 0% 0 31WBT 236 0 0 0 0 241 5% 0% 52360% 0% 0 236WBR44 0000450%0%0450% 0% 0 45635 0.000 0.000 0 0.000 0.000 0 0 6480.100 0.200 31 0.050 0.050 14 0 631NBL22 0000220%0%0220% 0% 0 22NBT13 0000130%0%0130% 12% 15 28NBR 9 0 0 0 0 9 0% 7% 720% 0% 0 2SBL 14 0 0 0 0 14 0% 0% 0140% 0% 0 14SBT 26 0 0 0 0 27 8% 0% 81822% 0% 35 53SBR 36 0 0 0 0 37 17% 0% 18190% 0% 0 19EBL 23 0 0 0 0 23 0% 8% 8150% 0% 0 15EBT 77 0 0 0 0 79 8% 13% 21570% 0% 0 57EBR 19 0 0 0 0 19 2% 0% 2170% 0% 0 17WBL22 0000220%0%0220% 0% 0 22WBT 250 0 0 0 0 255 0% 0% 02550% 0% 0 25518 0000180%0%0180% 0% 0 18529 0.000 0.000 0 0.000 0.000 0 0 5400.350 0.280 65 0.220 0.120 50 0 525NBL87 0000890%5%5840% 33% 43 126NBT 0 0 0 0 0 0 0% 0% 000% 0% 0 0NBR18 0000180%0%0180% 0% 0 18SBL 15 0 0 0 0 15 0% 0% 0150% 0% 0 15SBT 35 0 0 0 0 36 5% 0% 53110% 0% 16 46SBR 19 0 0 0 0 19 0% 0% 0190% 0% 0 19EBL 0 0 0 0 0 0 0% 0% 000% 0% 0 0EBT 78 0 0 0 0 80 17% 0% 18620% 0% 0 62EBR 34 0 0 0 0 35 4% 0% 43123% 0% 36 67WBL23 0000230%0%0230% 0% 0 23WBT 267 0 0 0 0 272 0% 22% 222500% 0% 0 250WBR 0 0 0 0 0 0 0% 0% 000% 0% 0 0576 0.000 0.000 0 0.000 0.000 0 0 5880.260 0.270 54 0.330 0.330 95 0 628NEBL 0 0 0 0 0 0 0% 0% 000% 0% 0 0NEBT 1784 30% 37 22% 8% 19 0 56 1876 0% 0% 018760% 10% 13 1889NEBR 85 0 0 0 0 87 3% 0% 3845% 0% 8 91SWBL 36 0 0 0 0 37 18% 0% 191818% 0% 28 46SWBT 2311 40% 41 0 0 41 2398 0% 0% 023980% 0% 0 2398SWBR 0 0 0 0 0 0 0% 0% 000% 0% 0 0EBL 0 0 0 0 0 0 0% 0% 000% 0% 0 0EBT 0 0 0 0 0 0 0% 0% 000% 0% 0 0EBR 0 0 0 0 0 0 0% 0% 000% 0% 0 0WBL 289 0 0 0 0 295 0% 10% 102850% 5% 6 291WBT 0 0 0 0 0 0 0% 0% 000% 0% 0 0WBR 81 0 0 0 0 83 0% 17% 17650% 28% 36 1024586 0.300 0.400 78 0.220 0.080 19 97 47760.210 0.270 49 0.230 0.430 92 0 4818NBL0000% 0% 0 0NBT00000 000% 0% 0 0NBR0000% 0% 0 0SBL0000% 39% 50 16 66SBT00000 000% 0% 0 0SBR0000% 61% 79 16 95EBL00051% 0% 81 16 97EBT 89090 20700% 0% 0 -16 54EBR0000% 0% 0 0WBL0000% 0% 0 0WBT 0 2830 287 122750% 0% 0 -16 259WBR00049% 0% 77 16 930 0.000 0.000 0 0.000 0.000 0 0 3780.000 0.000 33 1.000 1.000 287 32 664NBL 240240%0%0240% 0% 0 24NBT 350368%0%8270% 0% 0 27NBR 140140%0%0143% 0% 5 19SBL 220220%5%51733% 0% 52 69SBT 520530%5%5480% 0% 0 48SBR 360 37 0% 15% 15210% 0% 0 21EBL 170 17 12% 0% 1250% 0% 0 5EBT 530540%0%05415% 0% 24 78EBR 80 8 0% 0% 080% 0% 0 8WBL 320320%0%0320% 3% 4 36WBT 2180 221 0% 5% 52160% 25% 32 248WBR 330330%0%0330% 33% 43 76544 0.000 0.000 0 0.000 0.000 0 0 5520.200 0.300 51 0.510 0.610 160 0 661295PHF=0.97083TOTAL 46789 SW 73rd Street / US 1 (S)01820873723580000019272551837PHF= N/A2870TOTAL 37810 Project Driveway / SW 74th Street (U) *EB & WB Based on 2019 counts 0000000900222379212213914PHF=0.9024145TOTAL 64827316 SW 73rd Street / SW 58th Avenue (U)13615653285228035PHF=0.890187 SW 73rd Street / SW 58th Court (U)TOTAL 540PHF=0.942720TOTAL 5888 SW 73rd Street / SW 59th Avenue (U)8915361902311 SW 59th Avenue / SW 74th Street (U)2436142253371754832PHF=0.8022133TOTAL 552 159 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: Project Number: 17186Location: US1 & SW 72nd St. (Sunset Drive) Count Date: 2/20/2018Observer: Traffic Survey Specialists, Inc. Day of Week: TuesdayTIME NORTHBOUNDSOUTHBOUNDEASTBOUND WESTBOUND GRANDINTERVALU L T R TOTALU L T R TOTALL T R TOTALL T R TOTALTOTAL07:00 AM 07:15 AM0 8 656 15 679 1 3 313 26 343 0 127 8 135 0 46 0 46 1,20307:15 AM 07:30 AM0 11 648 13 672 0 6 395 32 433 0 110 9 119 0 55 1 56 1,28007:30 AM 07:45 AM0 10 677 21 708 1 11 403 28 443 0 112 7 119 0 51 0 51 1,32107:45 AM 08:00 AM0 7 680 18 705 1 4 421 34 460 0 102 10 112 0 51 0 51 1,32808:00 AM 08:15 AM0 3 599 18 620 0 9 403 35 447 0 124 7 131 0 70 0 70 1,26808:15 AM 08:30 AM0 22 673 14 709 0 11 385 57 453 0 119 6 125 0 78 2 80 1,36708:30 AM 08:45 AM0 10 676 20 706 2 11 378 56 447 0 93 17 110 0 69 1 70 1,33308:45 AM 09:00 AM0 7 608 17 632 1 12 406 35 454 0 104 10 114 0 59 2 61 1,261AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSUS-1 SW 72nd St.TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALU L T R TOTAL U L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:45 AM 08:45 AM0 42 2628 70 2740 3 35 1587 182 1807 0 438 40 478 0 268 3 271 5,296PEAK HOUR FACTOR0.97 0.98 0.91 0.85 0.97Note: 2016 FDOT Peak Season Conversion Factor = 1.005850 SW 73rd StreetUS-1 SW 72nd St.1_SW 72nd St & US-1160 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: 5850 SW 73rd Street Project Number:17186Location: US1 & SW 72nd St. (Sunset Drive) Count Date: 2/20/2018Observer: Traffic Survey Specialists, Inc. Day of Week: TuesdayTIME NORTHBOUNDSOUTHBOUNDEASTBOUND WESTBOUND GRANDINTERVALU L T R TOTALU L T R TOTALL T R TOTALL T R TOTALTOTAL04:00 PM 04:15 PM0 20 400 18 438 1 12 624 49 686 0 94 10 104 0 73 3 76 1,30404:15 PM 04:30 PM1 31 436 22 490 3 8 595 63 669 0 81 6 87 0 81 1 82 1,32804:30 PM 04:45 PM3 22 392 22 439 0 13 621 31 665 0 101 17 118 0 80 2 82 1,30404:45 PM 05:00 PM2 23 396 16 437 1 10 548 39 598 0 116 21 137 0 105 5 110 1,28205:00 PM 05:15 PM0 26 396 17 439 2 9 580 43 634 0 103 9 112 0 101 4 105 1,29005:15 PM 05:30 PM0 31 426 13 470 3 12 592 81 688 0 122 20 142 0 106 0 106 1,40605:30 PM 05:45 PM2 17 444 19 482 1 9 540 51 601 0 81 14 95 0 64 1 65 1,24305:45 PM 06:00 PM2 26 396 19 443 1 5 506 43 555 0 102 25 127 0 77 3 80 1,20506:00 PM 06:15 PM1 17 411 15 444 1 10 580 73 664 0 93 11 104 0 84 1 85 1,29706:15 PM 06:30 PM3 8 415 12 438 2 7 605 54 668 0 109 12 121 0 70 4 74 1,30106:30 PM 06:45 PM5 17 454 33 509 1 6 571 57 635 0 109 14 123 0 73 3 76 1,34306:45 PM 07:00 PM2 17 401 27 447 5 5 466 32 508 0 74 14 88 0 81 1 82 1,125PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSUS-1 SW 72nd St.TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALU L T R TOTAL U L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:30 PM 05:30 PM5 102 1610 68 1785 6 44 2341 194 2585 0 442 67 509 0 392 11 403 5,282PEAK HOUR FACTOR0.95 0.94 0.90 0.92 0.94Note: 2016 FDOT Peak Season Conversion Factor = 1.00US-1 SW 72nd St.1_SW 72nd St & US-1161 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: Project Number: 17186Location: SW 72nd St. (Sunset Drive) & SW 58th Ave. Count Date: 2/21/2018Observer: Traffic Survey Specialists, Inc. Day of Week: WednesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:00 AM 07:15 AM3 6 3 12 2 0 2 4 31 88 12 131 1 59 17 77 22407:15 AM 07:30 AM3 11 4 18 0 0 1 1 40 83 3 126 7 61 26 94 23907:30 AM 07:45 AM8 8 10 26 1 4 3 8 30 79 8 117 5 34 11 50 20107:45 AM 08:00 AM1 15 7 23 3 1 3 7 22 80 8 110 4 45 14 63 20308:00 AM 08:15 AM6 16 2 24 3 7 1 11 25 84 9 118 5 39 20 64 21708:15 AM 08:30 AM11 18 5 34 1 3 0 4 26 89 8 123 5 63 30 98 25908:30 AM 08:45 AM7 14 6 27 1 1 1 3 36 81 9 126 9 69 29 107 26308:45 AM 09:00 AM7 16 3 26 1 2 1 4 43 85 8 136 4 46 29 79 245AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 58th Ave SW 72nd St.TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL08:00 AM 09:00 AM31 64 16 111 6 13 3 22 130 339 34 503 23 217 108 348 984PEAK HOUR FACTOR0.82 0.50 0.92 0.81 0.94Note: 2016 FDOT Peak Season Conversion Factor = 1.005850 SW 73rd StreetSW 58th Ave SW 72nd St.2_SW 72nd St & 58th Ave162 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: 5850 SW 73rd Street Project Number:17186Location: SW 72nd St. (Sunset Drive) & SW 58th Ave. Count Date: 2/21/2018Observer: Traffic Survey Specialists, Inc. Day of Week: WednesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 04:15 PM11 16 5 32 5 9 13 27 16 60 8 84 8 74 15 97 24004:15 PM 04:30 PM6 16 5 27 4 8 7 19 31 62 3 96 5 52 25 82 22404:30 PM 04:45 PM2 13 5 20 2 12 6 20 15 72 7 94 7 76 36 119 25304:45 PM 05:00 PM14 22 2 38 6 9 9 24 32 72 5 109 3 64 22 89 26005:00 PM 05:15 PM9 19 2 30 3 13 14 30 32 81 8 121 7 84 24 115 29605:15 PM 05:30 PM13 16 1 30 9 12 6 27 25 62 6 93 9 65 33 107 25705:30 PM 05:45 PM10 16 2 28 2 6 7 15 31 78 7 116 6 71 14 91 25005:45 PM 06:00 PM11 29 8 48 7 11 6 24 31 65 9 105 4 75 33 112 28906:00 PM 06:15 PM12 13 6 31 5 10 12 27 31 68 2 101 9 67 33 109 26806:15 PM 06:30 PM9 12 1 22 6 6 2 14 27 60 6 93 11 85 37 133 26206:30 PM 06:45 PM10 9 5 24 4 7 7 18 40 55 6 101 14 59 39 112 25506:45 PM 07:00 PM5 9 6 20 5 7 4 16 40 73 12 125 3 91 40 134 295PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 58th Ave SW 72nd St.TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL05:00 PM 06:00 PM43 80 13 136 21 42 33 96 119 286 30 435 26 295 104 425 1,092PEAK HOUR FACTOR0.71 0.80 0.90 0.92 0.92Note: 2016 FDOT Peak Season Conversion Factor = 1.00SW 58th Ave SW 72nd St.2_SW 72nd St & 58th Ave163 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: Project Number: 17186Location: SW 57th Ave (Red Road) & SW 72nd St. (Sunset Drive) Count Date: 2/21/2018Observer: Traffic Survey Specialists, Inc. Day of Week: WednesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:00 AM 07:15 AM28 114 26 168 13 99 16 128 36 50 10 96 21 36 6 63 45507:15 AM 07:30 AM27 106 17 150 19 89 18 126 40 54 5 99 22 48 9 79 45407:30 AM 07:45 AM12 112 23 147 14 92 14 120 26 48 5 79 21 30 14 65 41107:45 AM 08:00 AM18 122 32 172 36 80 13 129 27 59 5 91 22 29 13 64 45608:00 AM 08:15 AM9 117 34 160 28 84 19 131 26 69 5 100 30 43 8 81 47208:15 AM 08:30 AM13 141 41 195 28 75 27 130 41 54 7 102 44 68 15 127 55408:30 AM 08:45 AM20 125 22 167 18 66 30 114 39 50 6 95 43 68 18 129 50508:45 AM 09:00 AM14 125 32 171 15 82 20 117 30 63 8 101 32 53 16 101 490AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 57th Ave SW 72nd StTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL08:00 AM 09:00 AM56 508 129 693 89 307 96 492 136 236 26 398 149 232 57 438 2,021PEAK HOUR FACTOR0.89 0.94 0.98 0.85 0.91Note: 2016 FDOT Peak Season Conversion Factor = 1.005850 SW 73rd StreetSW 57th Ave SW 72nd St3_SW 57TH AVE (Red Road) & SW 72nd ST (Sunset Drive)164 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: 5850 SW 73rd Street Project Number:17186Location: SW 57th Ave (Red Road) & SW 72nd St. (Sunset Drive) Count Date: 2/21/2018Observer: Traffic Survey Specialists, Inc. Day of Week: WednesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 04:15 PM12 71 29 112 18 111 45 174 20 42 13 75 24 53 20 97 45804:15 PM 04:30 PM16 74 34 124 22 120 57 199 17 49 13 79 29 41 11 81 48304:30 PM 04:45 PM17 75 42 134 15 122 62 199 16 45 17 78 38 60 22 120 53104:45 PM 05:00 PM10 87 30 127 15 115 56 186 21 58 9 88 33 26 11 70 47105:00 PM 05:15 PM12 89 37 138 23 115 62 200 10 64 10 84 33 36 19 88 51005:15 PM 05:30 PM19 70 32 121 15 114 72 201 13 57 8 78 25 22 11 58 45805:30 PM 05:45 PM16 71 38 125 17 121 42 180 30 60 7 97 39 49 15 103 50505:45 PM 06:00 PM14 70 34 118 18 113 58 189 27 53 11 91 28 41 11 80 47806:00 PM 06:15 PM20 62 34 116 20 101 58 179 21 44 9 74 35 44 18 97 46606:15 PM 06:30 PM13 62 44 119 16 91 78 185 23 49 6 78 46 59 14 119 50106:30 PM 06:45 PM14 69 35 118 21 94 65 180 12 50 6 68 47 52 21 120 48606:45 PM 07:00 PM15 66 43 124 17 95 54 166 17 53 7 77 44 51 10 105 472PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 57th Ave SW 72nd StTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:15 PM 05:15 PM55 325 143 523 75 472 237 784 64 216 49 329 133 163 63 359 1,995PEAK HOUR FACTOR0.95 0.98 0.93 0.75 0.94Note: 2016 FDOT Peak Season Conversion Factor = 1.00SW 57th Ave SW 72nd St3_SW 57TH AVE (Red Road) & SW 72nd ST (Sunset Drive)165 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: Project Number: 17186Location: SW 57th Ave (Red Road) & SW 74th St. Count Date: 2/20/2018Observer: Traffic Survey Specialists, Inc. Day of Week: TuesdayTIME SW 57th Ave SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:00 AM 07:15 AM2 153 1 156 1 124 8 133 5 0 4 9 0 0 2 2 30007:15 AM 07:30 AM9 149 3 161 1 92 5 98 4 0 2 6 1 0 2 3 26807:30 AM 07:45 AM9 180 3 192 3 79 5 87 6 3 1 10 4 1 4 9 29807:45 AM 08:00 AM15 175 5 195 2 81 2 85 3 2 3 8 4 1 1 6 29408:00 AM 08:15 AM17 158 8 183 2 95 4 101 8 2 2 12 1 3 2 6 30208:15 AM 08:30 AM13 165 9 187 3 79 5 87 6 3 4 13 0 3 1 4 29108:30 AM 08:45 AM9 181 13 203 2 64 5 71 10 2 2 14 2 2 5 9 29708:45 AM 09:00 AM21 158 10 189 3 97 11 111 4 2 5 11 3 1 2 6 31760AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 57th Ave SW 74th St TIME SW 57th Ave SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL08:00 AM 09:00 AM60 662 40 762 10 335 25 370 28 9 13 50 6 9 10 25 1,207PEAK HOUR FACTOR0.94 0.83 0.89 0.69 0.95Note: 2016 FDOT Peak Season Conversion Factor = 1.005850 SW 73rd StreetSW 57th Ave SW 74th St 4_SW 57th Ave &SW 74th st166 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: 5850 SW 73rd Street Project Number:17186Location: SW 57th Ave (Red Road) & SW 74th St. Count Date: 2/20/2018Observer: Traffic Survey Specialists, Inc. Day of Week: TuesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 04:15 PM20 126 7 153 5 114 17 136 12 2 9 23 11 10 11 32 34404:15 PM 04:30 PM23 99 5 127 6 115 18 139 15 9 8 32 7 21 5 33 33104:30 PM 04:45 PM26 120 2 148 9 111 13 133 10 6 8 24 8 19 5 32 33704:45 PM 05:00 PM15 106 0 121 2 97 22 121 6 5 8 19 10 14 5 29 29005:00 PM 05:15 PM15 103 4 122 2 91 20 113 10 1 10 21 6 15 16 37 29305:15 PM 05:30 PM11 78 4 93 9 88 23 120 11 7 9 27 8 23 5 36 27605:30 PM 05:45 PM16 91 1 108 2 92 21 115 14 6 8 28 8 16 7 31 28205:45 PM 06:00 PM5 75 3 83 3 87 35 125 16 5 6 27 11 9 3 23 25806:00 PM 06:15 PM6 92 4 102 6 95 27 128 10 3 5 18 5 8 6 19 26706:15 PM 06:30 PM10 84 3 97 4 110 24 138 6 6 5 17 7 7 9 23 27506:30 PM 06:45 PM4 80 4 88 3 131 22 156 14 5 11 30 8 9 5 22 29606:45 PM 07:00 PM6 72 0 78 8 106 9 123 10 2 5 17 1 4 4 9 227PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 57th Ave SW 74th St TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 05:00 PM84 451 14 549 22 437 70 529 43 22 33 98 36 64 26 126 1,302PEAK HOUR FACTOR0.90 0.95 0.77 0.95 0.95Note: 2016 FDOT Peak Season Conversion Factor = 1.00SW 57th Ave SW 74th St 4_SW 57th Ave &SW 74th st167 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: Project Number: 17186Location: SW 74th St & SW 58th Ave Count Date: 2/21/2018Observer: Traffic Survey Specialists, Inc. Day of Week: WednesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:00 AM 07:15 AM223 7 232 7 5150 20 162 9 4307:15 AM 07:30 AM4 9 2 15 0 1 0 1 4 12 3 19 1 15 4 20 5507:30 AM 07:45 AM496 19 343 101183 22 070 7 5807:45 AM 08:00 AM2 13 5 20 2 4 2 8 5 17 6 28 0 10 4 14 7008:00 AM 08:15 AM0 16 4 20 3 4 4 11 5 18 7 30 2 12 9 23 8408:15 AM 08:30 AM4 15 5 24 3 6 4 13 7 10 2 19 1 17 9 27 8308:30 AM 08:45 AM11 15 4 30 3 8 20 31 9 23 4 36 0 27 7 34 13108:45 AM 09:00 AM6 12 11 29 2 4 21 27 8 37 9 54 3 28 7 38 148AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 58th Ave SW 74th StTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL08:00 AM 09:00 AM21 58 24 103 11 22 49 82 29 88 22 139 6 84 32 122 446PEAK HOUR FACTOR0.86 0.66 0.64 0.80 0.75Note: 2016 FDOT Peak Season Conversion Factor = 1.005850 SW 73rd StreetSW 58th Ave SW 74th St5_SW 58th Ave & SW 74th st168 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: 5850 SW 73rd Street Project Number:17186Location: SW 74th St & SW 58th Ave Count Date: 2/21/2018Observer: Traffic Survey Specialists, Inc. Day of Week: WednesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 04:15 PM5 10 3 18 3 13 5 21 3 16 10 29 6 31 10 47 11504:15 PM 04:30 PM6 8 1 15 4 10 10 24 3 15 9 27 5 37 3 45 11104:30 PM 04:45 PM11 9 4 24 9 12 7 28 3 23 10 36 6 54 6 66 15404:45 PM 05:00 PM3 5 0 8 7 9 4 20 5 17 14 36 2 53 10 65 12905:00 PM 05:15 PM7 14 2 23 5 10 11 26 3 13 10 26 7 57 7 71 14605:15 PM 05:30 PM9 8 3 20 2 8 7 17 3 16 6 25 1 66 9 76 13805:30 PM 05:45 PM9 8 7 24 4 14 10 28 5 22 7 34 3 60 5 68 15405:45 PM 06:00 PM2 10 3 15 6 10 10 26 2 15 6 23 11 40 7 58 12206:00 PM 06:15 PM7 7 3 17 3 17 10 30 6 15 2 23 2 44 7 53 12306:15 PM 06:30 PM6 4 4 14 5 10 7 22 4 12 12 28 3 24 7 34 9806:30 PM 06:45 PM1 7 4 12 3 9 8 20 1 13 7 21 2 21 8 31 8406:45 PM 07:00 PM5 6 2 13 2 7 7 16 3 14 3 20 2 32 3 37 86PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 58th Ave SW 74th StTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:30 PM 05:30 PM30 36 9 75 23 39 29 91 14 69 40 123 16 230 32 278 567PEAK HOUR FACTOR0.78 0.81 0.85 0.91 0.92Note: 2016 FDOT Peak Season Conversion Factor = 1.00SW 58th Ave SW 74th St5_SW 58th Ave & SW 74th st169 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: Project Number: 17186Location: SW 58th Ave & SW 73rd st Count Date: 2/21/2018Observer: Traffic Survey Specialists, Inc. Day of Week: WednesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:00 AM 07:15 AM2 7 2 11 9 5 2 16 2 7 1 10 1 25 3 29 6607:15 AM 07:30 AM2 11 3 16 2 1 3 6 2 14 0 16 0 28 6 34 7207:30 AM 07:45 AM1 15 4 20 2 9 6 17 7 14 0 21 2 27 4 33 9107:45 AM 08:00 AM1 18 5 24 3 7 4 14 1 19 0 20 3 25 4 32 9008:00 AM 08:15 AM6 15 10 31 7 7 3 17 4 24 2 30 2 30 6 38 11608:15 AM 08:30 AM1 25 5 31 5 11 13 29 6 23 0 29 1 28 5 34 12308:30 AM 08:45 AM1 23 7 31 3 15 3 21 1 5 0 6 14 12 7 33 9108:45 AM 09:00 AM0228 30 4110 15 0 0 0 0 170 4 21 66AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 58th Ave SW 73rd stTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:30 AM 08:30 AM9 73 24 106 17 34 26 77 18 80 2 100 8 110 19 137 420PEAK HOUR FACTOR0.85 0.66 0.83 0.90 0.85Note: 2016 FDOT Peak Season Conversion Factor = 1.005850 SW 73rd StreetSW 58th Ave SW 73rd st6_SW 58th Ave & SW 73rd st170 Project Name: 5850 SW 73rd Street Project Number:17186Location: SW 58th Ave & SW 73rd st Count Date: 2/21/2018Observer: Traffic Survey Specialists, Inc. Day of Week: WednesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 04:15 PM3 18 1 22 7 14 10 31 6 22 4 32 1 50 7 58 14304:15 PM 04:30 PM1 11 3 15 1 14 9 24 8 23 5 36 6 55 6 67 14204:30 PM 04:45 PM4 12 4 20 7 17 8 32 5 26 8 39 3 45 7 55 14604:45 PM 05:00 PM4 15 1 20 3 13 6 22 6 25 4 35 4 46 8 58 13505:00 PM 05:15 PM4 18 2 24 6 15 12 33 3 21 4 28 4 52 9 65 15005:15 PM 05:30 PM7 14 0 21 5 14 9 28 4 16 2 22 3 41 6 50 12105:30 PM 05:45 PM4 15 0 19 5 14 8 27 8 19 10 37 7 64 13 84 16705:45 PM 06:00 PM3 19 2 24 6 14 4 24 7 20 4 31 7 75 15 97 17606:00 PM 06:15 PM4 15 1 20 5 22 8 35 7 26 4 37 10 50 8 68 16006:15 PM 06:30 PM2 11 2 15 5 14 11 30 4 18 4 26 6 47 8 61 13206:30 PM 06:45 PM5 10 4 19 3 17 14 34 3 24 3 30 2 42 7 51 13406:45 PM 07:00 PM4 6 2 12 5 13 7 25 5 28 3 36 4 38 4 46 119PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 58th Ave SW 73rd stTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL05:30 PM 06:30 PM13 60 5 78 21 64 31 116 26 83 22 131 30 236 44 310 635PEAK HOUR FACTOR0.81 0.83 0.89 0.80 0.90Note: 2016 FDOT Peak Season Conversion Factor = 1.00SW 58th Ave SW 73rd st6_SW 58th Ave & SW 73rd st171 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: Project Number: 17186Location: SW 58th Court & SW 73rd st Count Date: 2/20/2018Observer: Traffic Survey Specialists, Inc. Day of Week: TuesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:00 AM 07:15 AM210303253121162261295307:15 AM 07:30 AM111311354161210261275607:30 AM 07:45 AM021302686152230271286207:45 AM 08:00 AM5 2 3 10 1 3 3 7 7 17 3 27 1 24 2 27 7108:00 AM 08:15 AM2 1 2 5 3 5 8 16 12 27 0 39 0 35 4 39 9908:15 AM 08:30 AM1840 22 033 6 1357 25 162 9 6208:30 AM 08:45 AM17 8 0 25 0 12 6 18 14 0 4 18 0 0 0 0 6108:45 AM 09:00 AM13 9 0 22 0 7 9 16 13 0 14 27 0 0 0 0 6525AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 58th Court SW 73rd stTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:30 AM 08:30 AM25 9 6 40 4 13 20 37 38 64 12 114 2 92 9 103 294PEAK HOUR FACTOR0.45 0.58 0.73 0.66 0.74Note: 2016 FDOT Peak Season Conversion Factor = 1.005850 SW 73rd StreetSW 58th Court SW 73rd st7_SW 58th Court & SW 73rd st172 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: 5850 SW 73rd Street Project Number:17186Location: SW 58th Court & SW 73rd st Count Date: 2/20/2018Observer: Traffic Survey Specialists, Inc. Day of Week: TuesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 04:15 PM5 2 4 11 4 5 7 16 6 17 3 26 2 55 2 59 11204:15 PM 04:30 PM8 5 3 16 3 5 5 13 5 23 4 32 4 53 1 58 11904:30 PM 04:45 PM3 4 4 11 6 3 15 24 6 23 1 30 9 60 1 70 13504:45 PM 05:00 PM5 4 3 12 2 6 10 18 4 16 2 22 1 59 3 63 11505:00 PM 05:15 PM7 2 0 9 1 10 8 19 9 19 7 35 5 73 8 86 14905:15 PM 05:30 PM7 3 2 12 5 7 3 15 4 19 9 32 7 58 6 71 13005:30 PM 05:45 PM3 3 4 10 3 11 8 22 3 19 5 27 4 47 5 56 11505:45 PM 06:00 PM9 1 0 10 2 4 9 15 6 19 3 28 8 60 4 72 12506:00 PM 06:15 PM1 1 1 3 1 7 7 15 6 19 0 25 3 53 4 60 10306:15 PM 06:30 PM2 2 7 11 1 2 12 15 5 15 0 20 3 62 4 69 11506:30 PM 06:45 PM3 1 3 7 3 9 6 18 13 23 4 40 1 43 3 47 11206:45 PM 07:00 PM5 2 2 9 3 6 8 17 4 27 0 31 8 35 1 44 101PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 58th Court SW 73rd stTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:30 PM 05:30 PM22 13 9 44 14 26 36 76 23 77 19 119 22 250 18 290 529PEAK HOUR FACTOR0.92 0.79 0.85 0.84 0.89Note: 2016 FDOT Peak Season Conversion Factor = 1.00SW 58th Court SW 73rd st7_SW 58th Court & SW 73rd st173 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: Project Number: 17186Location: SW 59th Ave & SW 73rd st Count Date: 2/20/2018Observer: Traffic Survey Specialists, Inc. Day of Week: TuesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:00 AM 07:15 AM15 0 6 21 7 3 0 10 0 10 3 13 2 25 0 27 7107:15 AM 07:30 AM7 0 10 17 2 3 1 6 0 11 1 12 4 22 0 26 6107:30 AM 07:45 AM14 0 5 19 10 2 1 13 0 10 5 15 6 18 0 24 7107:45 AM 08:00 AM17 0 9 26 5 4 1 10 0 24 1 25 6 24 0 30 9108:00 AM 08:15 AM18 0 10 28 7 6 1 14 0 20 3 23 2 31 0 33 9808:15 AM 08:30 AM10 0 13 23 4 4 2 10 0 18 8 26 1 23 0 24 8308:30 AM 08:45 AM18 0 9 27 10 5 0 15 0 7 10 17 3 18 0 21 8008:45 AM 09:00 AM24 0 9 33 1 6 4 11 0 16 8 24 4 17 0 21 89AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 59th Ave SW 73rd stTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:45 AM 08:45 AM63 0 41 104 26 19 4 49 0 69 22 91 12 96 0 108 352PEAK HOUR FACTOR0.93 0.82 0.88 0.82 0.90Note: 2016 FDOT Peak Season Conversion Factor = 1.005850 SW 73rd StreetSW 59th Ave SW 73rd st8_SW 59th Ave & SW 73rd st174 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: 5850 SW 73rd Street Project Number:17186Location: SW 59th Ave & SW 73rd st Count Date: 2/20/2018Observer: Traffic Survey Specialists, Inc. Day of Week: TuesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 04:15 PM18 0 4 22 4 10 9 23 0 16 15 31 7 65 0 72 14804:15 PM 04:30 PM26 0 4 30 2 8 5 15 0 21 8 29 7 62 0 69 14304:30 PM 04:45 PM21 0 5 26 2 12 2 16 0 25 7 32 3 77 0 80 15404:45 PM 05:00 PM22 0 5 27 7 5 3 15 0 16 4 20 6 63 0 69 13105:00 PM 05:15 PM18 0 7 25 8 8 3 19 0 14 5 19 8 70 0 78 14105:15 PM 05:30 PM21 0 4 25 7 7 4 18 0 17 2 19 2 70 0 72 13405:30 PM 05:45 PM20 0 4 24 7 9 4 20 0 12 6 18 8 52 0 60 12205:45 PM 06:00 PM21 0 3 24 4 10 5 19 0 18 8 26 5 66 0 71 14006:00 PM 06:15 PM19 0 5 24 3 14 2 19 0 19 9 28 3 60 0 63 13406:15 PM 06:30 PM12 0 4 16 8 7 6 21 0 20 7 27 11 58 0 69 13306:30 PM 06:45 PM11 0 6 17 9 8 1 18 0 25 9 34 7 55 0 62 13106:45 PM 07:00 PM12 0 4 16 2 8 2 12 0 25 6 31 3 41 0 44 103PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 59th Ave SW 73rd stTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 05:00 PM87 0 18 105 15 35 19 69 0 78 34 112 23 267 0 290 576PEAK HOUR FACTOR0.88 0.75 0.88 0.91 0.94Note: 2016 FDOT Peak Season Conversion Factor = 1.00SW 59th Ave SW 73rd st8_SW 59th Ave & SW 73rd st175 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: Project Number: 17186Location: SW 73rd St & US-1 Count Date: 2/20/2018Observer: Traffic Survey Specialists, Inc. Day of Week: TuesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:00 AM 07:15 AM0 670 11 681 4 290 0 294 0 0 0 0 14 0 16 30 1,00507:15 AM 07:30 AM0 708 13 721 8 378 0 386 0 0 0 0 20 0 11 31 1,13807:30 AM 07:45 AM0 702 11 713 8 358 0 366 0 0 0 0 22 0 10 32 1,11107:45 AM 08:00 AM0 694 24 718 9 379 0 388 0 0 0 0 26 0 13 39 1,14508:00 AM 08:15 AM0 715 22 737 9 416 0 425 0 0 0 0 29 0 15 44 1,20608:15 AM 08:30 AM0 720 18 738 10 364 0 374 0 0 0 0 21 0 14 35 1,14708:30 AM 08:45 AM0 694 9 703 10 361 0 371 0 0 0 0 27 0 8 35 1,10908:45 AM 09:00 AM0 691 21 712 18 379 0 397 0 0 0 0 33 0 14 47 1,156AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSRed Road Sunset DriveTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL08:00 AM 09:00 AM0 2820 70 2890 47 1520 0 1567 0 0 0 0 110 0 51 161 4,618PEAK HOUR FACTOR0.98 0.92 #DIV/0! 0.86 0.96Note: 2016 FDOT Peak Season Conversion Factor = 1.005850 SW 73rd StreetRed Road Sunset Drive9_ SW 73rd St & US-1176 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: 5850 SW 73rd Street Project Number:17186Location: SW 73rd St & US-1 Count Date: 2/20/2018Observer: Traffic Survey Specialists, Inc. Day of Week: TuesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 04:15 PM0 465 23 488 12 602 0 614 0 0 0 0 59 0 18 77 1,17904:15 PM 04:30 PM0 450 26 476 3 576 0 579 0 0 0 0 79 0 26 105 1,16004:30 PM 04:45 PM0 441 21 462 13 614 0 627 0 0 0 0 79 0 16 95 1,18404:45 PM 05:00 PM0 428 15 443 8 519 0 527 0 0 0 0 72 0 21 93 1,06305:00 PM 05:15 PM0 422 12 434 10 501 0 511 0 0 0 0 87 0 31 118 1,06305:15 PM 05:30 PM0 475 16 491 8 529 0 537 0 0 0 0 87 0 20 107 1,13505:30 PM 05:45 PM0 504 14 518 9 582 0 591 0 0 0 0 65 0 15 80 1,18905:45 PM 06:00 PM0 422 21 443 9 493 0 502 0 0 0 0 63 0 24 87 1,03206:00 PM 06:15 PM0 419 23 442 3 523 0 526 0 0 0 0 63 0 26 89 1,05706:15 PM 06:30 PM0 444 22 466 6 594 0 600 0 0 0 0 54 0 15 69 1,13506:30 PM 06:45 PM0 508 29 537 7 611 0 618 0 0 0 0 48 0 26 74 1,22906:45 PM 07:00 PM0 416 32 448 7 560 0 567 0 0 0 0 32 0 22 54 1,069PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSRed Road Sunset DriveTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 05:00 PM0 1784 85 1869 36 2311 0 2347 0 0 0 0 289 0 81 370 4,586PEAK HOUR FACTOR0.96 0.94 0.00 0.88 0.97Note: 2016 FDOT Peak Season Conversion Factor = 1.00Red Road Sunset Drive9_ SW 73rd St & US-1177 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: 5850 SW 73rd Street Project Number: 17186Location: Existing Parking Lot Driveways Count Date: Observer: Traffic Survey Specialists, Inc. Day of Week:GRANDINTERVALIN OUT TOTAL IN OUT TOTAL IN OUT TOTAL IN OUT TOTAL IN OUTTOTAL07:00 AM 07:15 AM3366171011341171807:15 AM 07:30 AM4374482022021271907:30 AM 07:45 AM2240553254489132207:45 AM 08:00 AM63953813454917133008:00 AM 08:15 AM5494372134151592408:15 AM 08:30 AM63953844833618133108:30 AM 08:45 AM73 10 57 12 91 10 61 7 27123908:45 AM 09:00 AM9514448235268171835AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSTIME Driveway #1 Driveway #2GRANDINTERVALIN OUT TOTAL IN OUT TOTAL IN OUT TOTAL IN OUT TOTAL IN OUTTOTAL08:00 AM 09:00 AM27 15 42 18 17 35 17 9 26 15 11 26 77 52 129PEAK HOUR FACTOR0.75 0.73 0.65 0.81 0.83Note: 2016 FDOT Peak Season Conversion Factor = 1.00Driveway #3 Driveway #4TOTALTOTAL2/22/2018-2/23/2018Wednesday - ThursdsyTIME Driveway #1 Driveway #4Driveway #2Driveway #3Winn Dixie_Existing Driveways178 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: 5850 SW 73rd Street Project Number: 17186Location: Existing Parking Lot Driveways Count Date: Observer: Traffic Survey Specialists, Inc. Day of Week: ThursdayGRANDINTERVALIN OUT TOTAL IN OUT TOTAL IN OUT TOTAL IN OUT TOTAL IN OUTTOTAL04:00 PM 04:15 PM5 12 17 4 12 16 2 2 4 5 3 8 16 29 4504:15 PM 04:30 PM13 8 21 6 3 9 7 4 11 5 3 8 31 18 4904:30 PM 04:45 PM9 11 20 8 9 17 1 8 9 3 4 7 21 32 5304:45 PM 05:00 PM61016113 14 32 5 56 1125214605:00 PM 05:15 PM12 13 25 7 8 15 3 8 11 6 9 15 28 38 6605:15 PM 05:30 PM7 9 16 10 6 16 4 4 8 7 3 10 28 22 5005:30 PM 05:45 PM4 9 13 9 7 16 3 1 4 2 6 8 18 23 4105:45 PM 06:00 PM71320681435 8 741123305306:00 PM 06:15 PM9 9 18 7 10 17 0 2 2 6 1 7 22 22 4406:15 PM 06:30 PM991853853823521183906:30 PM 06:45 PM61420661263 9 671324305406:45 PM 07:00 PM91019681456114711243155PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSTIMEGRANDINTERVALIN OUT TOTAL IN OUT TOTAL IN OUT TOTAL IN OUT TOTAL IN OUTTOTAL04:30 PM 05:30 PM34 43 77 36 26 62 11 22 33 21 22 43 102 113 215PEAK HOUR FACTOR0.77 0.91 0.75 0.72 0.81Note: 2016 FDOT Peak Season Conversion Factor = 1.00Driveway #1 Driveway #2 Driveway #3 Driveway #4TOTAL1/0/1900TIME Driveway #1 Driveway #2 Driveway #3 Driveway #4TOTALWinn Dixie_Existing Driveways179 # 17186 SBL - NBR IN WBL - WBR OUT IN OUT TOTAL 07:00 AM 07:15 AM 1 231 23 Driveway #1 35% 29% 33% 07:15 AM 07:30 AM 2 242 13 Driveway #2 23% 33% 27% 07:30 AM 07:45 AM 1 122 02 Driveway #3 22% 17% 20% 07:45 AM 08:00 AM 0 662 13 Driveway #4 19% 21% 20% 08:00 AM 08:15 AM 2 3 5 3 1 4 100% 100% 100% 08:15 AM 08:30 AM 1 562 13 08:30 AM 08:45 AM 3 473 03 08:45 AM 09:00 AM 1 895 05 04:00 PM 04:15 PM 3 2 5 4 8 12 IN OUT TOTAL 04:15 PM 04:30 PM 310135 38Driveway #1 33% 38% 36% 04:30 PM 04:45 PM 2 798 311 Driveway #2 35% 23% 29% 04:45 PM 05:00 PM 2 469 110 Driveway #3 11% 19% 15% 05:00 PM 05:15 PM 48127613Driveway #4 21% 19% 20% 05:15 PM 05:30 PM 2 5 7 8 1 9 100% 100% 100% 05:30 PM 05:45 PM 1 347 29 05:45 PM 06:00 PM 4 377 613 06:00 PM 06:15 PM 3 697 29 06:15 PM 06:30 PM 2 798 19 06:30 PM 06:45 PM 06610414 06:45 PM 07:00 PM 5 495 510 SBR - NBR IN EBR - EBL OUT 07:00 AM 07:15 AM 2 461 01 07:15 AM 07:30 AM 1 342 24 07:30 AM 07:45 AM 0 004 15 07:45 AM 08:00 AM 2 353 03 08:00 AM 08:15 AM 1 342 13 08:15 AM 08:30 AM 4 153 03 08:30 AM 08:45 AM 1 455 27 08:45 AM 09:00 AM 2 244 04 04:00 PM 04:15 PM 22410212 04:15 PM 04:30 PM 0 660 33 04:30 PM 04:45 PM 3 585 49 04:45 PM 05:00 PM 2911213 05:00 PM 05:15 PM 2 577 18 05:15 PM 05:30 PM 4610426 05:30 PM 05:45 PM 4 594 37 05:45 PM 06:00 PM 2 464 48 06:00 PM 06:15 PM 2 578 210 06:15 PM 06:30 PM 1 452 13 06:30 PM 06:45 PM 3 366 06 06:45 PM 07:00 PM 2 466 28 EBR - WBL IN NBL - NBR OUT 07:00 AM 07:15 AM 0 110 00 07:15 AM 07:30 AM 0 220 00 07:30 AM 07:45 AM 0 331 12 07:45 AM 08:00 AM 1 010 33 08:00 AM 08:15 AM 0 220 11 08:15 AM 08:30 AM 1 341 34 08:30 AM 08:45 AM 2 790 11 08:45 AM 09:00 AM 0 221 23 04:00 PM 04:15 PM 0 221 12 04:15 PM 04:30 PM 1 671 34 04:30 PM 04:45 PM 0 113 58 04:45 PM 05:00 PM 0 331 12 05:00 PM 05:15 PM 1 235 38 05:15 PM 05:30 PM 0 442 24 05:30 PM 05:45 PM 0 330 11 05:45 PM 06:00 PM 0 333 25 06:00 PM 06:15 PM 0 000 22 06:15 PM 06:30 PM 1 451 23 06:30 PM 06:45 PM 1 562 13 06:45 PM 07:00 PM 0 553 36 EBR - WBL IN NBL - NBR OUT 07:00 AM 07:15 AM 1 010 33 07:15 AM 07:30 AM 2 020 00 07:30 AM 07:45 AM 3 141 34 07:45 AM 08:00 AM 5 052 24 08:00 AM 08:15 AM 2 241 01 08:15 AM 08:30 AM 3 030 33 08:30 AM 08:45 AM 4 261 01 08:45 AM 09:00 AM 1 124 26 04:00 PM 04:15 PM 4 152 13 04:15 PM 04:30 PM 2 351 23 04:30 PM 04:45 PM 1 234 04 04:45 PM 05:00 PM 5 053 36 05:00 PM 05:15 PM 6 064 59 05:15 PM 05:30 PM 5 272 13 05:30 PM 05:45 PM 1 122 46 05:45 PM 06:00 PM 6 173 14 06:00 PM 06:15 PM 4 261 01 06:15 PM 06:30 PM 0 220 33 06:30 PM 06:45 PM 5 162 57 06:45 PM 07:00 PM 3 144 37 AM Driveway Percent Use PM Driveway Percent Use SW 59th Avenue / Driveway #1 SW 58th Court / Driveway #2 SW 73rd Street / (East) Driveway #3 SW 73rd Street / (West) Driveway #4 180 SI,.I 7]RD STREET & US 1 MIAMI, FLORIDA COUNTED BY: RICH MENDEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (561)2't2 3255 sice code: 00180027 Start Date: 02/20/IB File I.D. : 73ST_US1 Page : 1 ALL VEHICLES US1 From Norlh 0 1 0 0 lus 1 I Fr^m C^!rtsh ]SW 73RD STREET From East 0 14 020 o22 ,r"* "a"a Thru Rlght UTurn LeftUTurn Left Thru Rlght UTurn Left Thru Right I UTurn Left Dare A2/24/18 07: O0 07:15 A-7 :3Q A"l :45 290 378 358 379 0 0 0l 0 4 7 8 9 0 0 670 11 0070813 0 0 '102 1l- o 26 0 131 0069424 00 o 16 | 0 11 | 0 10 | 1005 1t-38 1111 114 5 0000 0000 0000 00 Hr Tot.a.L 0B:00 0B:15 08:30 0B:45 28 1405 0l o82 o 50 |a 2174 59 l 0 4399 1206 IT4'1 110 9 0 0 1 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 4L6 10 364 9 36r 17 379 0 0 0 0 29 2L 27 33 1q I 14 J 8l 14 l 694 775 22 l'720 18 9 0000 0000 0000 691 2r 0 0 0 0 1156 Hr Tot.al l-6:00 L6:15 L6:30 0 12 642 0 3 576 r 12 614 1 58 a 79 a '79 0 18 426 0 16 45 L520 0 110 q1 2820 70 0 0 0 4618 *BREAK*., 0 0 0 0 0 0 0 465 23 0 450 26 o 44L 2L 0 0 0 0 ),719 0 0 0 0 1160 0 0 0 0 1184 0 0 0 0 1063 Hr Total 17:00 17:15 17:30 1 2BB 0 87 0 87 0 65 0 1063 o lltc 0 I 1189 0 r 1032 1 35 23\\0 81 l 0 31 l 0 20 I n 1q r 0 1784 85 0 4586 1 1 2 0 9 7 '7 9 0 0 0 0 0 0 0 0 0 0 c 0 0 0 0 0 0 0 0 0 501 529 582 493 0 0 0 0: 422 415 504 422 I2 76 21- )0 : 0 53 0 24 Hr Total 18:00 18:15 18:30 32 2105 r2523 06594 a 7 611 o 302 0 63 0 54 0 48 L 451 1135 L229 r069 0l 0l 0 0 0 90 I 4260 0 15 0 4260 0 419 23 | 0 444 221 0 508 291 L823 63 1 l-8:45 i 6 560 0 0 32 A 22 0 0 4].6 32 0 0 0 0 0 0 0 0 0 0 0 0 01 0l 0 0 Hr Total 2 2f 2288 0 a r97 0 89 I 0 o 1787 106 0 4490 *TOTAL*9629 0 0l 225L2l5t I 10988 383 l 181 SW 73RD STREET & US 1 MIAIV]I, FLORIDA COLn$TED BY: RICH MENDEZ S IGNALI ZED TRAFFIC SURVEY SPECIALI9TS, INC 85 SE 4TH AVENUE, INIT 109 DELRAY BEACH, FLORIDA pHoNE (s61)2'/2 3255 ALL VEHICLES Slte Code : 0018002? start Date: 02/20/18 FJ-1E I-D. : 73ST_US1 Page | 2 us1 From NorEh i SW 73RD STREET I From East i Thru Rlghc UTurn Left. Thru US1 From South Pidht ITTilr. I aFf I !rom wesL i Thru Right i UTurn LeftUTurn Left Thrrr P i dhts Tot.al. DaLe a2/2A/I8 Peak Hour Analysls By Entfre Intersectron for the Peak start 08:00 OB: O0 Vo1ume245l52a0r01l0 Percent 0t 3? 91\ 0*' 0? 68? Pk total :.561 1 161 Highest 08 :00 | 08 : a5 Volume 0 9 41.6 0J 0 33 Hl fotal. 425 1 47 PHF .92 j .86 Perlod: O?:00 !o 09:00 on 02/20/l-B 08:00 0 51 0 0 2820 0t 32\ 03 0g 98t 2894 08:15 01400720 I '/38 .98 08:00 'ta 0 2\ : ot r0 I 07:00 18 I 0 l0 | .0 0 0* 0 0 0t 0 03 0 US1 L ,520 4'l 0 2 ,820 51 0 L ,520 L ,567 4'/2,87r 0 0 0 4.438 - rf iJo l- I--r ALL VEHTCLES r- I-l',.LLVE''J-\-!,'D trII, ,i, t I0 | Intersection Total r | 4'618 tll- I - A tr.^ - 110 110 LI'I SW 73RD STREET 47 0 10 110il.. 2,820 L,520 0 r,630 2 ,820 182 SW 73RD STREET & US 1 MIA]VlI , FLORIDA COLTNTED BY: RICH MENDEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (56r-) 272-3255 ALL VEHICLES site code : 00180027 start DaLe: a2/2a/IB File I.D. : 73ST_US1 Page : 3 US1 From North UTurn Left Thru SW 73RD STREET From Eas! Rrght UTurn Left Thru tus 1 From SouLh Right UTurn Left Thru From tlest Right UTurn Left I Thru Right Total. DaLe a2/2a/18 peak Hour Analysis By Entire Intersection for the Perlod: 16:00 to 19:00 on A2/24/I8 Peak starE 16:00 Volume 1 35 23II Percent 0t lt 98t Pk toEal 234'/ Highest 16:30 Volume I 12 614 Hr Local 627 PHF ,94 I 15:00 o 81 | 0 0 0* 22\ I 0r o8 i 1869 j 16:00 a 26 I o o I 488 .96 I 15:00 01 0t 0t 374 1<,1q 00 105 .88 I 16:00 85 0 5& 0t 0 07:00 230 0 .0 00 0B 0t 288 78t 79 L'l84 95t 465 0 0t 0 US1 2 ,3rr 36 0 L ,'l84 B1 0 2 ,3rr ) 1,41 289'l' 2 ,3LL 0 36 'I 0 0 0 -l'''.!!v.E''r\-,J..,D tr:l, ^; L 4,212 t I--l ALL VEHTCLES r-- | tl0 I Intersect ion Tota-L I | | 4,58U Ilr L I| - A A a d - | 't Le2 289 2.89 12L SW 73RD STREET 36 0 B5 2 ,600 r,784 1 'l 9.4 U 183 SW ?3RD STREET & US 1 MIA}4I, FLORIDA COUNTED BY: RICH MENDEZ S I GNALI ZED TRAFFIC SURVEY SPECIALISTS, INC. 85 SE 4TH AVENUE, UNTT 109 DELRAY BEACH, FLORIDA PHONE (s61)2'72 3255 PEDESTRIANS & BIKES siEe code: 00180027 start Date : a2 / 2a / 18 File LD. : ?3ST_USl- Page : 1 us1 From North I I From West ]SW ?3RD STREET FTom EaSE Peds I Left BrKES Ri-ght lus I From SouLh I Peds I Left BIKES Rrght.Peds Left BIKES Right. Peds ' ToLalLeft BIKES Right DaLe 02/20/IB 07:00 0 0 0?:15 0 0 07:30 0 0 01010 01010 0 0r 0 0 0 0 0 0 a1 :4': 0 0 A 2 0 1 0 4 0 - 0 0 0 i 0 0 0 0 3l 0 00 00 00 00 00 0 0 0 0 0 0 0 0 0 5 2 0 '1 0l 0 0 HrTota] C 0 A 4 0l 0i 0l 0l 0l 0002 0 0 0 0l 0000 '/0i 0 1l 0l ol 0 0 0 0 0 08:00 0 0 08:1s 0 0 00 02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 2 0 2 0B:30 0000 0n,45 0 0 0 1 0100 Hr Total 0 0 l6:00 16: 15 i6: l0 15:45 03 0 1 0 2l 1l 0i * BREAK 0 0 0 0 0 0 0 0 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 2) 0l 0l 5 0 1 41000100020000 00010000 00000000 00000000 Hr ToEaf 4: 2t 01 01 3l 003 000 10 17:00 0 0 0 17:15 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1'?:45 0 0 0 0 I 0 0 0 1 0 0 0 0 I 0 0 0 0 05 02 04 00 0l 0 0i 0 0 0 0 0 0 0 0 0 0 7 2 4 1 0 0 0 Hr Total 0 0 18:00 0 0 lB:15 0 0 18:30 0 0 012 0 0 0 0 0 0 I 0 0 0 0 0 2l 0 0 .l 8:45 0 0 0 0 I 0 0 0 2 | 2l 0 0 0 000 0l 0 0 0t 0 0 0 0 0 ol ol 0 0 0, 0 0 0 0l 0 0 0 0 0 0 0 0 0 0 0 o 3 0 0 2 Hr Total 0 0l 4l 0l 0 0l * TOTAI,*L3 28 0l 184 r.r$u rt r||'lrlt$4'l .t. lr/l+lulj+:tr rsE,. A/ .-- \,n :, rtnllI l rl ltltltlltlllll \\inrnt"i ttr['or,da- Scfc,,n'ttoW 15 ,)ot5 (au.,n b4. Lqi s ?ator,rinoJ s\ernaln- a(' n_ Xn&t -u, dV^.$Y)u'L/ etAs*ah\eu l 185 SW 72ND STREET & US 1 MIAIV1I, FLORIDA COIINTED BY: G. CAMPUSANO & M. MALONE S I GNALI ZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, TJNIT 109 DELRAY BEACH, FLORIDA PHONE (561)2'72 325s slte code : 00180027 st.arL Datet a2/20/I8 File I.D. : 72ST_US1 Page : 1 ALL VEHICLES US1 From North I SW 72ND STREET From EasL usl I rom 50utn I 5n /zr\! riKEEr I From West l UTurn Lefr Thru Righc UTurn LefL Thru RighL ] UTurn Left Thru Right UTurn Lefr Thru RighL )ace 02/20/18 - TotaL 07:00 07: 15 07:30 r 3 313 26 I 0 046 0 6 395 32 0 1 54 r. 11 403 28 i 0 0 51 0865615 011648131 0 la 6'7'7 2I i a 7 680 18 0 0 L27 8i 0 0 110 9 i 0 0 r1,2 'J 00ro210t ol 1 0 12a3 1280 L32I L328A1:45 | 4 42I 34 0 0 51 0 Hr Total 08:00 08:15 08:30 08:45 9 403 11 385 11 378 L2 406 3 599 22 673 10 576 7 604 ) 24 1s32 120 I 0 | 242 2) L 0 36 266t 6'7 |0 0 451 34 I 5112 0 0 2 1 35 5'1 56 35 0 0 0 0 0 0 0 1 0 2 1 1A 78 69 5B tR i 14 | 20 17 0 0 0 0 f 0 0 o r23 '7 i L268 01196|].367 0 93 t7 1333 0 3 101 10 L26L Hr ToLal 43 1,5"t2 183 l 275 5l 42 2556 69 3 436 40 I 5229 16 r 00 L6:15 r6:3C BREAK * a 73 3 I 0 20 400 18 0 1 0 0 0 0 0 0 0 0 0 0 81 1 l 0 80 2) 3 22 392 22 1 31 436 22 L6:45 1 10 548 39 0 0 10s 5 | 2 23 396 16 | 12 624 49 3859563 0 13 62L 3l- 94 80 t-01 116 10 1304 5 I r32B )-7 13 04 2t r2a2 Hr Toraf 5 43 2388 L82 0 0 339 11 | 6 96 )-524 78 9 580 L2 592 9 540 s 506 0 0 101 0 0 106 0 0 64 54 5218 9 i I29A 20 i 1405 14 I 1243 2\ | 1205 391 r03 r21 81 I Ol L7:00 L7:30 42 a1 l 51 l 4l 0l 1 2 3 1 1 0 0 7't i 0 26 396 7'] 1 031426131 2I7444191 2 26 396 19 l 0 1 0 l 0 0 0 o Hr ToEal 1B:00 18:15 18:30 18 :45 3 5 221"A 10 580 't 645 6 57r 5 466 2I8 | '73 57 19 l 0 0 348 0 0 84 0 0 'ta 4 100 1662 68 i I I1 411 15 3 I 415 1,2 5 I't 454 33 2 r7 401 2'7 I 68 5144I 1 41 406 1 2 1 5 1 0 72 3 I 0 0 81 1 | 90 11 I 129'7 r09 12 ) 1301 r08 14 | 1343 73 14 | tL25 0 0 1 0 l 0 0 1 Hr ToEal 28 2222 216 |1 0 307 9l 11 s9 1681 87 j 380 s1 | 5066 *TOTAL*9932I"/ 3 L4"] L 34 l 333 10184 ?6q 2464 24't )257 89 186 SW 72ND STREET & US 1 MIAMI, FLORIDA COUNTED BY: G. CAIVIPUSANO & M. MALONE S IGNALI ZED TRAFFIC SURVEY SPECIAL]gTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (561)212 3255 ALL VEHICLES slEe code ; 00180027 st.arc Dace: 02/20/78 File I.D. : 72ST_US1 Page : 2 US1 From North SW 72ND STREET From East SW 72ND STREET From WestFrom South UTurn Left. Thru Right UTurn Left Thru Right UTurn Left Thru Righc UTurn Left. Thru Right TotaL DaLe 02/20/L8 Peak Hour Analysis By Encire Intersection for the Period; 07:OO to 09,00 on O2/2O/78 Peak start 07:45 Q7:45 Volume 3 35 1587 L82 0 PercenE 0* 2Z 88? l-ot 08 27L 08:15 34 0 I e0 .85 Pk Eotal 1807 Highest. Q7:45 Volume I 4 42I Hr foEal 464 pHF .98 SW 72ND STREET 42 268 IB2 492 437 437 I O'7 :45 o 268 3l o o& 99\ 1r | 0t | 2'7 40 I 08:15 0 78 2 | 0 ) -109 91 O7 :45 1 0 437 40 0s 0t 91t 8s 478 0B;00 10723'7 131 .91 US1 42 2\ 22 1 2 ,628 2628 70 l 96* 3t 6'7 3 14 IB2 r ,58'7 3B L82 1 qR? I I Xtt / --l ALL VEHICL Ill | ;"478 | rntersection l___l 5 ' 2e6 2 ,632 n^F -'1,ruLal 2, 7 40 ----------------= 2 ,628 J=J SW 72ND STREET 3B 268 268 3B 431 70 40 tlI' IJ - 4 141 40 Oil. 42 r,627 42 2 ,628 US1 187 SW ?2ND STREET & US 1 M]AMI, FLORlDA COLINTED BY: G. CAMPUSANO & M. MALONE SIGNALl ZED TRAFFIC SURVEY SPECIALISTS, INC. 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (561) 272-3255 ALL VEHICLES Site Code : 00180027 start Date: a2/20/).8 File I.D. : ?2ST_US1 Page : 3 usl From Norch ulurn Lert lnru SW 72ND STREET From East Right UTurn Left Thru lus 1 i From South I P i ^hr I II- rn I af' ThrU SW 72ND STREET I From West l l I Thrrr Di^hts I T^t:l DaEe 02/20/18 Peak Hour Analysis By Entire Intersectlon for the Peri.od: 16:00 to 19:00 on A2/20/18 16:30Peak start 16:30 VoLume 6 44 234I ]-94 Percent 0t 2Z 91* 8t Pk Cotal 2585 Hlghesc 17:15 Vol-ume 3 1,2 592 81 Hr totai 688 PHF 94 SW 72ND STREET L07392 693 L94 44r 44r 392 11 5 r02 9'72 3t 08 6t I 1785 I 17:15 r-05 5 | 0 31 | 4-10 r qq I 16:30 l0 i 0? I 403 | 16:45 o 110 c) i 16:30 68 I 1 4Z I 0S 509 L7:L5 13 I 1 I L42 .90 441- 67 8?g r3g 0 0t 0 161 0 90* 426 L21. 0 0t 0 US1 L94 2 ,34L 50 1 1,610 11 1,94 2 ,341, 2 ,585 50 'I ,il=, 2 ,34rll6t ll;;;;;ll --i;; ltUS1 L,622 L,785 -r 4, VrV 1,510 559 SW 72ND STREET 4,207 ' ', I I--l ALL VEHTCLES r- |-l ALL VEHICLES rrl-'i I r,202 962 L I I509 | Intersection Total- | | s'282 ll I I - .4 lol 392 392 50 44r 6B 61 67 4,L93 188 SW 72ND STREET & US 1 MIAMI, FLORIDA COLn{TED BY: G. CAMPUSANO & M. MALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVEMJE, 1,'}.IIT 109 DELRAY BEACH. FLORIDA pHoNE (s61) 272-3?55 PEDESTRIANS & BIKES Site Code: 00180027 starr Dace | 02/2a/18 File I.D. : 72ST_US1 Page : 1 US1 From North SW 72ND STREET From East US1 SW ?2ND STREET From West Left BIKES Right Peds Left BIKES Right Peds LefE BIKES RighE Peds LefE B]KES Right Peds Tota] Dace 02/20/Ia 07:00 07:15 07:30 0 0 0 18 I 0 0 0 3 0 14 i 0 2 o 2 o '1 I o o a2 0 3l a2 02 03 01 00 0 0 0 0 0 0 0 0 1 1 2 1 0 0 0 0 1 0 1 1 0 3 4 1l 26 18 A'/:45 0 2 0 23 I 0 1 0 11 Hr Total 0 '7 08:00 0 4 08115 0 0 08:30 0 3 062 0 19 a 22" 0 17 I 0 0 0 08:45 0 0 0 9 I 0 0 0 2 1 0002 0001 3 0 18 l 0 0 41 0 0 11 j 0 0 5i 0 2 0 5 0 1 0 4l 0 2 0 4 0 0 0 1i 0 1 0 '7 0 1 0 4l 8l 3i LL2 39 40 3B Hr Total 0 a 6'7 a 22 1 0 5 0 18 0 2 0 10 I * BREAK l6:00 16:15 16:30 0 0 0 5 1 1 0 0 l 0 0 0 1 2 3 0 0 0 0 10 0 0 0 422000 0 19 0 0 0 21 0 1L 0 1i 0 11 0 0i 0 60 7 2 5 32 28 3B t8 Hr Tocal 0 17:00 0 0 69 0 0 19 0 0 0 l'l:I5 0 0 0 0l 1?:30 A 2 0 B 1't:45 0 I 0 9 | 0 0 0 6 o 7'7 i 0 0 18 002 0 0 0 o 1 0 1 0 0 0 0 o 6 1 1l 1 0 11 003 000 104 0003 0106 0000 136 31 4 Hr Total 0 3 0 36 I 0 13 l 0 1 0 11 0 0 0 0 1l el 4l 4 0 0 0 0 2 2 1 1 0 0 0 o 18: O0 18: I5 1B:30 18:45 0 0 a 0 2 1 0 0 0 0 0 0 0 0 0 0 0 1 1 0 :12 27 14 'l 40 11 0 4\ 0 1? 04 3 2 1 0 0 7l 0 sl a 2l BO 31 52 20 Hr Totaf 56 18 I 18 I 0 0 18 127 I TOTALT 290 \B2 72 21 62 i s86 189 -l*t t |ll r {rutl tvl vlof]{ o .t I 4tt I <- zg k, --> Miarnf-t robri.la- ,S<tlewVttt- 15 ,2-o t{ dfa,*.,n bil , l{iS ht"ruilno a bifla-L>-.d ,4*-_.,\tw' 190 SW ?4TH STREET & SW 57TH AVENUE MIAMI, FLORIDA COLN{TED BY: WILLIAN DE LL'NA VARGAS S IGNALI ZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA pHoNE (561) 272-3255 Slte Code: 00180027 Start Date: A2/20/LB File I.D. : 74ST57AV Page : 1 ALL VEHICLES SI,I 57TH AVEN'UE From North UTurn Left SW 74TH STREET From EasE. I SW 57TH AVENUE I From South SW 74TH STREET I From West l 'lhru Rrght ururn !ef! Thru Right uTurn Left Thru RighE UTurn Left Thru Right I Total D-Le A2 /2A / tB 07:00 07 | 15 07:30 08:00 08:15 08:30 )-2 4 92 79 I 5 5 2A 5 5 11 2 1 3 10 l 2 2l 300 268 294 2 I160 0 0 0 0 0 0 0 a 1 1 z '1 0 0 0 0 0 0 0 0 0 1 3 3 2 1 0 0 0 0 0 0 0 5 4 6 0 0 3 2 3 2 376 0 0 0 0 0 2 9 9 a \'7 158 B295 7 19 264 t- 0 2 3 2 1 5i 9 l3 18 I 6 10 302 297 317 0 13 165 0 9 181 08:45 0 3 9'l 2 | A 21 1s8 10 l Hr Total 0 10 335 10 0 60 662 40,28 9 13 r2A'l l6:00 l6: 15 16:30 L5:45 * BREAK * 05 06 18 11 rL4 115 111 9'/ 1i 7 I 10 27 19 5 5 I'/ 0 18 i o 13 i 0 220 L0 11 a 2a 126 02399 0 26 120 '7) 0 r2 to 344 331 3 3'7 5 0 15 9 I 2 A 10 6B 14 q 01510600658290 Hr Totaf i?:00 71:15 17:30 11 :45 2A 431 '74 0 2ai 0 B 68 23 0 2 92 2t 0 36 64 26 6 15 15 0 84 45r 74 0 15 103 4 0 43 22 33 r3A2 0 0 0 0 10 L1 L4 t€, 1 7 5 10 I 9 B 6\ 293 276 282 2\A 0 1 0 0 823 I 16 0 11 78 0 16 91 5 '1 4 1 3 B7 35 0 11 9 t I 0 5 't5 3 Hr TotaL 1B:00 18:15 18:30 L8:45 15 3s8 991 0 33 63 311 a 47 347 r2l 51 19 33 | 1109 0 1 0 2 6 3 3 6 0 0 0 0 5 7 B L B '7 9 4 0 0 0 0 95 110 131 106 21 \ 24 I 22i 9 6 9 5 4l 3 5l 5 i1 I 5 26'7 2'7 5 296 227 6 10 4 6 92 B4 80 72 3 6 5 2 0 10 06 0 14 0 0 10 Hr ToEal * TOTAL* 1B 2l442B2 28 24 328 11 0 40 26 1065 70 1948 100 |252 2 445 l1s i s843 191 SW 74TH STREET & SW 57TH AVENUE MIAIt,lI, FLORIDA COL'NTED BY: WILLIAN DE LUNA VARGAS SIGNALIZED TRAFFIC SURVEY SPECIALIgTS, INC 85 SE 4TH AVENUE, L'}JIT 109 DELRAY BEACH, FLORIDA PHONE (561)272-3255 Site Code : 00180027 start Date: a2/20/18 F11e LD. : 74ST5?AV Page : 2 ALL VEHICLES SW 57TH AVENUE From North SW ?4TH STREET From East SW 57TH AVENUE trr^m q^rrfh L SW 74TH STREET From l.lest UTurn LefE Thru Righc UTurn Lelt Thru Rrght UTurn Left Thru nlgnt i Ururn Left. Thru RighE Total- Date a2/20/rB Peak Hour Analysls By Entire Intersectron for the Perlod: 0?:00 to 09:00 on A2/20/18 08:00Peak sLara 08 | 00 Volume 0 10 335 25 Percent 0t 3& 91t '7\ Pk toLal 370 Hj.ghest 08:45 Volume 0 3 97 l-1 Hi toraf 111 PHF .83 SW 14TH STREET 60994 25 08:00 0 6 9 10 0t 24\ 36* 40r 25 08:30 0225 9 .69 0 0t 762 08 :30 0 243 .94 60 662 4A 8* 87* 5t 08:00 428 0t 56t 50 08:30 0 10 14 .89 9 13 18t 26* 25 SW 57TH AVENUE 335 10 2B 662 10 25 335 'l5 tu b 335 13 . 60 700 162 ;------------t 662 10 28 1-,0'70 I I I -t ALL VEHICLES I.- | ' .n.LJrJ v.orl r\,!crD [ " :ll"',lr rl I rn4 84 | I so I t".ersection Totat Ir I L'20', Ilr Ir_ I f 'f f v 28 59 SW 74TH STREET 10 q 40 13 l3 354 SW 5]T 60 AVENUE ooz 192 SW 74TH STREET & SW 57TH AVENUE MIA},1I, FLORIDA COLTNTED BY: WILLIAN DE LIJ'}JA VARGAS SIGNALIZED TRAFFIC SURVEY SPECIALISTS, 1NC. 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (s61) 2'72-3255 ALL VEHICLES Site Code : 00180027 start Date: Q2/24/18 File LD. : 74ST5?AV Page : 3 SW 57TH AVENUE From North UTurn Left Thru SW 74TH STREET From Eas! Right uTurn Left Thru I SW 5TTH AVENUE I From South Rlght UTurn Left Thru ] SI4 74TH STREET i From West Right I UTurn Left Thru Right Total Date a2/2A/78 Peak Hour Analysis By Entire Peak starE 16:00 Intersect.ion for che Perfod: I 16:00 70 \ 0 36 64 13& 0t 292 51* 16:00 to 19:00 on 02/20/18 16:00 Vol ume 2 2A 437 26084 2L* 0t 1s* 549 16:00 5 0 2Q 16:00 0 43 0t 44\ 98 16:15 0 15 32 .77 22 33 22\ 34tPercenE 0* 4Z 83t Pk toral 529 Highest. 16:15 Volume 0 6 115 Hr Cotal 13 9 pHF .95 SW '7 4TH STREET B464 2]-8 70 L26 I 16:15 18 I A '7 33 qq 21 153 J .e0 57TH AVENUE 437 451 825 126 3g 7 SW 70 22 43 A E1 26 10 431 529 22 520 43 64 3543 1.049 l r4rvrt I I--l ALL VEHICLES [-- |--_l ',t!! v.nrulED t- _l| | r'26 64tlI j,. ,:- L='tt_ 98 | rtrtersection Total II r,302 | utll zz zz 22 22 L4 33 llll--__I sw 74TH STREETJ _ 1 ntrtr _ q4Q .l 36II '841 .451t .L4 437 33 506 84 AVENUE 33 SW 517 193 SW 74TH STREET & SW 5??H AVENUE MIAMl, FLORIDA COLINTED BY: WILLIAN DE I,T,'}JA VARGAS S IGNALI ZED TRAFFIC SURVEY SPECIALISTS, lNC 85 SE 4TH AVENUE, LINIT 109 DELRAY BEACH, FLORIDA PHONE (s61)272 3255 PEDESTRIANS & BIKES Site Code : 00180027 start Date: 02/20/18 File I.D. : 74ST5?AV Page : 1 SW 57TH AVENUE From North Lefr BIKES RrghL Dace a2 /24/ lB I SW 74TH STREET I From East I Peds i LefL BTKES Rrghr I sw 5TTH AVENUE I From South Peds Left BIKES Right sw 74TH STREET I From West l Peds I LefL BIKES RighL Peds Total 1 0 2 4 0 0 0 0 0 0 0 0 o 0 0 11 0 o 0 0l 0 o o o o 0l o o o 0l 0 o 0 1 o 0l 0 o 0 1l o 0 07:00 0 0 0 0 0?:15 0 0 0 0 0?:30 0 0 0 0 o'7:46 0 0 0 0 0 0 0 2 | 0 1 0 1 l 00 Hr ToLal 0 08:00 0 08:15 0 08:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0002 00 0 0 0 0 3l 0l 3l 1 21 ol ol ol ol 0l 000100 000000 000400 0 0 0 0 1 3 5 2 Hr Total 0 q 0007 0l L1 - * BREAK * 0 0 0 0,0 0 0 0 0 0l 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1l 2l 2l 01 0 0 0 0 0 0 0 0 0 0 0 0 0l 3l l- 1 2 5 4 t 16:15 0 0 16:30 0 0 0 0l 0 1l 16:45 0 0 0 0 00 Hr Total 0 0 01 0l 0l 0l c 0 5 1t 1i oi 0i si 1l 1 c 1 L2 17:C0 0 0 0 17:i5 0 0 0 1?:30 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 2 0 3i'| :4\ 0 0 0 0 Hr Totaf 0 18:00 0 18:15 0 18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:45 0 0 0 0 I 0 0 0 0 0000 0 0i ol 0l 0l 0 0 0 3 0005 0004 0001 0 0 0 0 0 0 0 0 2l 0 0l 5 0 0l 4 0 0l 1 0 ol 0 Hr 10f41 I 0l 1 0 '1 21 7 0 0 0 10 00 10 * TOTALT 194 NJ,'V ^ICR*eronJV 4 ,1,F{ +E "s? Fjh[ .,%rrJcl* lzo,z.ott U^'4 Pq-tD{*L l"Jn?tA l : j Yl , 5l v Miavrni {urnv1 \.rrv1 b{: U s,S, 195 SI4 ?3RD STREET & SW 59TH AVENUE MIAIVII, FLORIDA COUNTED BY: NIEVES PAI,OMINO NOT SIGNALiZED TRAFFIC SURVEY SPECIALISTS, INC. 85 SE 4TH AVENUE, I,'IJIT 109 DELRAY BEACH, FLORIDA PHONE (561)2"t2 3255 ALL VEHICLES si.Le code : 00180027 sEart Date: Q2/2A/IB File I.D. : 73ST59AV Page : L SW 59TH AVENUE From North uTurn Left Thru SW 73RD STREET I From East lsw 59TH AVENUE I From South Right I uTurn Left Thru I sw 73RD STREET From WesE I Right UTurn Left Thru Didhf I llTrrrn Left Thru Rj-ght Total Date O2 / 2O / 1.8 07:00 07:15 O?:30 0 0 0 I 2 10 5 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 3 2 4 25 22 1B 24 15 7 "l 53 6 10 5i l0 11 10 3l I 5 '7I 6I 7L 1Q] : Hr ToLal 24 I2 89 294 08:00 08:15 08:30 0 Hr lofaf 16:00 15:1-c 16:30 0 0 0 7 4 l0 6 4 5 6 0 0 0 0 0 0 0 0 I 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2I '7 0 89 0 '70 31 23 1B 0l ol 0l 18 10 18 1B 25 20 30 10 | 13 9 r0 J 3l 8i 10 1 15 I 7 9B 83 80 20 18 7 15 60 r BREAK * 0 0 0 4 2 2 0 0 0 7 l 3 0 0 0 0 0 0 10 I T2 9 si 21 65 62 't'l ol 0l 0 I6 t1 25 L48 L43 0 0 4 4 5 Hr Total 17:00 19 0 8 8 3 0 I 70 2 7a 852 0 o I 0 18 0 0 0 21 0 0 1 19 0 '7 4 4 3 7B I4 I'} I2 si 21 6: 576 134 r22 L?:15 0 '7"t44 I?;30 A '7 9 40 r?.45 o 4 10 5 0 5 66 0 0 21 0 0 0 0 0 0 0 0 0 18 8 140 Hr Tota] 0 26 14 16 0 1 19 0 18 61 2L 531 0 0 19 903142 0876 0981 a 23 258 0 3 60 0 11 58 o '7 55 0 19 0 5 1 1 11 0 4 r 0 11 0 6 0 0 2a 1 0 24 rB:00 L8:15 L8:30 0l oi 01 7 9i 134 r.3 3 131 18:45 A 2 I 2 I 0 3 41 0 0 72 0 4 L 0 0 25 6 103 Hr ToEal 0 22 3'7 11 0 24 2I4 1 53 0 19 L 0 88 31 I s01 * TOTAL*109 139 56 9r'1 0 0 126 125 2258 196 SW 7]RD STREET & SW 59TH AVENUE MIAMI, FLORlDA COUNTED BY: NIEVES PALOMINO NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENIJE, UNIT 109 DELRAY BEACH, FLOR]DA PHONE (s61)2'r2 3255 ALL VEHICLES siLe code : 0018002? start Date: a2/20/18 Fi.le I.D. : 73ST59AV Page : 2 SW ?3RD STREET I From East UTurn Left Thru Right UTurn Left. Thru Peak Hour Analysis By Entj.re Intersection for che Period o7: o0 to 09 | oo on 02/20/78 Peak start 0? : 4 5 07 :45 Volume O 26 19 4 0 \2 96 0 Percent 0t 53t 39t Bg i 08 11* 898 0* pk rotat 49 i 108 SW 59TH AVENUE From North SW 59TH AVENUE From South Right I uTurn Lefc SW 73RD STREET From West Thru Right I UTurn Left. r Th,r, Di ^hts T^r:l O7 :45 | 0 63 i 0t 61t I 104 0B :00 0 18 i28 Q7 :45 41 I 0 39t | 0t I 91 I 08:1s 10 0 )6 I .88 69 22 76\ 24\ 0 0t 0 0 OB 0 PHF Hlghest 0B:30 Volume 0 10 5 Hr total 15 0B :00 0 0 2 31 0 33 \ .82 SW 59TH AVENUE 19 .82 SW 73RD STREET 6396 163 4 zo 0 0 0 4 49l 12|. L9 22 zo 1n4 .l 631. 01. 4L 136 SW 73RD STREET L9 4e t -l ALL VEH]CLES [ -I I i,- ,nln "l I9I I fntersection Total It3521ll L I I r57 96 96 I2 T2 69 69 26 69 4L zz 22 53 63 AVENUESW 59 197 SW ?3RD STREET & SW 59TH AVENUE MIAMl, FLORIDA COIINTED BY, NIEVES PALOMINO NOT SIGNALIZED TRAFFIC SURVEY SPECIALIgTS, INC 85 SE 4TH AVENUE, I,'}ITT 109 DELRAY BEACH, FLORIDA PHONE (56r) 2'72-3255 ALL VEHICLES site code: 0018002? st.art Date: a2/24/I8 File 1.D. : 73ST59AV Page : 3 SW 59TH AVENUE From North UTurn Left Thru SW 73RD STREET From East I Right I UTurn Left Thru ISI4 59TH AVENUE I From souLh Rlght UTurn Leff Thru 5W /JK! DfKEEf From WesC Right UTurn Left Thru I I Right Total Dare A2/20/rB Peak Hour Analysfs BY Entfre Peak start 16;00 Intersection for l-6:00 19 i 0 28X 0? 294 | 16:30 9: 0 I 80 .91 I 16:00 18 0 ],'tz 0t I 112 I 16,30 40 1t . BB 0 78 34 0t 70t 30? the Period: 16:00 to 19 | 00 on A2/24/\8 , 16:00 232670285 8t 922 0s 2s 81& , 105 I 16:15 3710125 30 .88 SW 59TH AVENUE Volume 0 1s 35 0 0t 0 PercenL 0t 22\ 518 Pk totaf 69 Highest 16:00 Volume 0 4 10 Hi total 23 Phf t ) L9 35 l5 0 0 0 T9 15 69 23'].B7 35 SW 73RD STREET 8'7267 373 19 6et --.. ALL vEHICLES t-- I II"0,I i,, -,1 L I LL2 I ,r't.ersect ion Total II 576 Ill Lt-L97 267 26'7 23 23 78 7B 15 1B 18 34 111 SW 73RD STREET34 1ntr .l 35 34 a? SW 597 B-7 AVENUE 198 SW 73RD STREET & SW 59TH AVENUE MIAMI, FLORIDA COUNTED BY: NIEVES PALOMINO NOT SIGNALIZED TRAFFIC SURVEY SPECIALIgTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (s61) 2'72-3255 PEDESTRIANS & BIKES site code : 00180027 Start Date: A2/2A/I8 File LD. : 73ST59AV Page : I SW 59TH AVENUE From North Lefr BrKES Righr peds Left BIKES Right Peds I Left BIKES RighL Peds Left BIKES Right Peds I Total DaLe 02/20/rB 0 0 0 0 0 0 0 0 0 0 0 0 3 4 '7 ISW 73RD STREET ] FTON EASI. ISW 59TH AVENUE From South i SW 73RD STREET I From l,le s t I 07: 00 D]:I5 07:30 a'/ : 45 a2 01 06 1 o 01 o o o ol o o 0 ol 2 o o 0 o 0 1l 0 0 0 0l 00000010000 0010009 0002 021 14 Hr Total 0B:00 0B :15 08:30 08:45 0 0 c 1i 0 o 1 o 11 0 00000 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 4l 0006 000s IO '7 o o o o o o o 2 0 o 0 1 0 o 0 21 5 30100 0002 0 0l ol 0 11 i 280 11 n?l 0 sJ a2 Hr'10tal 0142 012 * BREAK * 16;00 0 0 0 2 16:15 0 0 0 16:30 0 0 01 0 0 0 0 11 i 0 0 a200 0100 0 0 0 1 o 4l 031 02 0 17 I 0 0 0 4l 0005 0006 36 I 16:45 0 o o o 0 0 0 7 0 0 0 2 I 0 0 0 7 I 21, 11 10 16 Hr Total 0 0 17:00 0 0 l'7:i5 0 0 04 0 0l 0 0 0i 0 02t0 0 11 0 22 1 5B T6 B 5 6 17:30 0 0 0 1t 0 0 0 0 0 0 0 21 0 31 0 li 0 0 0 0 0 0 0 t?:45 o o o 0 1 0 o o o I o 0 0 1 | 5 2 r. I 00 00 00 00 0 ei n1l nrl HrTotal 0 0 0 18:00 0 0 0 18:15 C 0 0 11 0 000 00c 6l ei 3l 2 2 19 35 13 11 6 0008 0044 0 0 0 6l a 2) 05 0 0 0 0 0 0 0 0 018:30 0 0 a2000 4 ]8:45 0 0 0 1 0 0 0 3 0 0 0 2 0 0 0 0l HrToLaf 0 0 0 30 0014 9 0 0 0 18 I 44 *TOTAL*64 1 12 81 i 199 ru$n 1lvI1;J+ + [\\iqr,n,i ,trr-xtda- €c\.r*av-rl LO,ZOIS\ ' '' ub' ?o'ton^'tx^r4ar^\\ nOTS\sft o..LZ") 200 SW 74TH STREET & SW 5BTH AVENUE MIAMI, FLORIDA COLINTED BY: I"IILLIAN DE LLITIA VARGAS NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (561) 2a2 3255 site code : 00180027 start Date : a2 / 21 / 18 Fi.le LD. : 74ST58AV Page : 1 ALL VEHICLES Sl,l 5BTH AVENUE From NorCh uTurn Left ThrLL )-Le a2/ 21 / tb C7:00 07,15 07:30 A1 :45 SW 74TH STREET From Easc Rrght UTurn l,eft Thru SW 5BTH AVENUE From SouCh Rrght UTurn Left Thru SW ?4TH STREET From West Rrght UTurn Left Thru Rrght Total a2320162 0 0 1 0 0 1 15 4 ) 0 3 4 3 0 0 7 0l 0223 0492 0496 0 2 13 5 )^'t 6 : '/a 0 0 0 0 5 4 t1 5 15 T2 8 55 58 0l 3l 3l 4242 0 0 10 4 ' Hr Total 0B:c0 !8: 15 0E:,r0 0B :45 a112 '/ 4 li 2A 2\ T2 tf 27 28 9 9' '7 0 4 10 6 4 5 4 11 18 10 23 3'l 7 2l 4 84 83 131 148 a 2 38 10 j 0 12 33 16 25 52 72 I 226 0 J I 0 3 a 2 2 4 6 B 4 0 0 0 0 2 1 0 3 '7 0 0 L 0 0 c 0 0 5 1 9 B l6 I5 L5 l2 9 Hr Total 10 L6:00 0 L6:15 0 L6:30 0 1.6 : 4'' 0 3 4 9 '1 B4 32 5 31 LO 5 31 3 6545 1 53 10 88295822 5 10 'l 2A 24 22 5 10 , 0 6810 3 t6 LO 1 1q A 11 9 4 0 3 23 LO 446 * BREAK L3 10 T2 9 1 0 0 1 0 0 0 0 115 111 350051714729 Hr'Iotal 0 23 q4 1C 8 14 26 li i '1 ) 10 l I't I"7 5 29 25328 0 14 7r 43 '7 1 3 5'7 66 60 0 0 0 '1 9 9 I4 8 I 2 3 7 0 0 0 J 3 { 13 16 22 IO 6 7 509 i46 138 153 I r:00 L7: L5 L7:30 I 0 1 2 3 c 0 0 "l 9 5 'l Hr Total 18:00 18:15 18:30 1B:45 15 I'1 10 9 7 38 r 10 7 B "7 223 21, 32 28 21 66 15 72 13 )9 2l 12 1 '7 559 123 9B B4 86 4022 I2 0 0 0 0 3 5 3 2 0 0 0 0 2 l 2 2 0 0 0 0 'l 6 I 5 7 4 '7 6 0 0 0 0 6 4 1 3 3 4 4 7 7 B] 3r Hr Tocal * TOTAL* 13 43 t4 l9l19)2 24 152 t24 76 331 130 2131 201 SW 74TH STREET & SW 5BTH AVENUE MIAMI, FLORIDA COUNTED BY: WILLIAN DE LUNA VARGAS NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (561) 272-3255 ALL VEHICLES Si-te Code : 0018002? start Date: 02/2I/I8 Fi,le I.D. : 74ST5BAV Page | 2 SW 58TH AVENUE From North ut urn Lefc lnru Rfgnt SW 74TH STREET From East. UTurn Left Thru ] SW 58TH AVENUE J From South I Right I UTurn Left Thru SW 74TH STREET From West l e :ohl I I ITil.n T,cr t Thru I I DaLe 02/2I/IB Peak Hour Analvsis Bv Entire Interseccion for the Period: 07:00 Peak start 0B r 00 ro 09:00 an a2/2r/rB I oB, oo I 08:00 24 1 0 23t 03 I 139 08:45 4A q4 .64 0B:00 49 0 608 0r r22 j 0B:45 Votume Percent I 10 22 L? r2Z 27% ,124 13 19& L 103 08 :30 1 10 I 30 .86 88 22 633 16& 20 6 5Z 3 84 69?, )R 32 262 '7 5B 56? 15 29 21\ 8 Pk total 82 Highest. 08:30 Vol. ume 1 PHF SW "7 4TH STREET 2I84 I54 49 | 38 | .80 SW 58TH AVENUE 49 22 11 29 58 32 49 82 l 6U. 22 zz 11 119 1n?.t 2rl. s8l. 24 723 SW 74TH STREET 22 201, I I--1 ALL VEHICLE$ r- | I'A'LVEN.ILI.JIiD ;;:I i,, ,iu t I139 | Intersection Totaf Irl446llr L I I 153 B4 B4 29 29 88 BB 11 BB 24 22 22 50 SW 5BT 2L AVENUE 5B 202 SW 74TH STREET & SW 58TH AVENUE MIAIV1] , FLORIDA COI'NTED BY: WILLIAN DE LUNA VARGAS NOT SIGNALIZED TRAFFTC SURVEY SPECIAII$TS, INC 85 SE 4TH AVENUE, IIN]T 109 DELRAY BEACH, FLORIDA PHONE (561) 272-3255 ALL VEHICLES si-te code : 00180027 sLart Date: 02/27/L8 File I.D. r 74ST58AV Page : 3 UTurn Left Thru Right UTurn Left Thru Rlght I UTurn Lefr Thru Right i UTurn Left Thru Right Total Date A2/21 /18 Peak Hour Anafysis By Entire InEersection for the Period: 16:00 to 19:00 dn 02/21/18 SW 5BTH AVENUE From North Vol-ume 0 9 12 Hr total 28 PHF .81 SW 74TH STREET From East I sri 5BTH AVENUE l f rom soucn i i Dw /+1n DlKEEl | !rom west Peak start 16 : 3 0 16:30 Volume I 22 39 29 1 Percent. LB 24t 43t 32t 0g Pk total 9l- I 278 Highest 16:30 I 17:15 16:30 rs 230 321 0 30 36 9 5t 83t 12t | 0t 40t 4Bt r2z 75 16:30 16:30 0 r.4 69 40 0B 11t 561 339 123 16:30 0 3 23 10 36 .85 t 0 I 66 76 q1 9 0 11 9 4 24 | .78 SW 58TH AVENUE 29 39 23 L4 36 32 29 39 23 82 9I 'I SW 74TH STREET L73 t I -t ALL VEHICLES |-- I -. ',*!I-J VE''J-\,IJ",D ';', tlI ;,, ,i, t r23 | ,r.ersection Tot.at I ll567ll-L 770 30 230 29 289 230 230 I4 I6I4 T6 69 69 23 69 9 40 101 SW 74TH STREET40 16ll . 301. 36 39 40 75 -.--------------l 95 SW 587 30 AVENUE 36 203 SW 74TH STREET & gW 5BTH AVENUE MIAMI , FI,ORIDA COUNTED BY: WILLIAN DE LL'}JA VARGAS NOT SIGNALIZED TRAFFIC SURVEY SPECIALIgTS, INC 85 SE 4TH AVENUE, LN.IXT 109 DELRAY BEACH, FLORIDA pHoNE (561) 272-3255 PEDESTRIANS & BIKES site code : 00180027 start DaLe: 02/21,/IB Fi.l-e I.D. : 74ST58AV Page : 1 SW 58TH AVENUE From NorEh 07:00 0 0 0?:15 0 0 I SW 74TH STREET I From East SW 58TH AVENUE FY^m e^rrts h IJW /9ln JtNEET I From West tli LefL BIKES Right. peds 1 Lefr BIKES Righr Peds I Left. BrKES Right. Peds I Left BIKES Right Peds DaLe A2/2r/r8 020 000 0 c 0 0 0 0 0 1 0l 0 0 0 0 0 0 0 0 0 0 0 0 4l 3 0l ol 0000 0 0 0 0; 0 0 0 0, 6 4 2 0 07:30 0 0 0 20 Q7:45 0 0 0 0 I 0 0 0 0 l 0 0 0 ol Hr Total 0 0 08:00 0 0 08:15 0 0 o 4 i 0 0 21 0 o 1l o 1l 0l oi ol 0 0 0 0, 08:30 0 0 0 lt 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0i ol oj 08:.15 0 0 0 2 0 0 1 0 0 0 0 l '7 1 0 0 0 1, o 0 0 1l 0 0 0 1l 0001 L2 3 2 2 4 Hr Tocal 0 0 060 ol 0 0 4 I 11 T BREAK * 16:00 0 0 0 L6:15 0 0 0 16:30 0 0 0 1l 2i 2l o o o 0l 0 o o 1l o o o o a 2 i o o 0 o i 0 o o o o 1l o o 0 3l o o 0 0 0 0 '7 5 '1 "7 sl I 1l 3l16:45 0 0 A 2 0 0 0 0t 0002 00 Hr Total 0 17: C0 0 i7:15 0 17:30 0 0 0 0 0 0 0 ']i 0l l l 0 0 0 0 0 0 0 0 0 3 0 0l 1"1 :41 O 0 O 2 I 0 0 a 2 i 0 0 0 1 0 0 0 2l 0 0 0 3l o 0 o 1l 0 0 a 2l 0 0 0 0i 0 0 6l 10 26 0 0 0 0i 0 0 0 0t o o o 1J 4 5 s 'l Hr Total 0 I 0 0 0 5l 4 002 0 0 0 0 0 0 0 0 0 0l sl 0l 0001 000 0 0 0 0i 0 0 0 0l 0000 0 0 0 0 3l o o 3l r- 0 0l 0000 0 0 0 0, 20 7 '7 0 0 1B:00 18:15 lB:30 1B:45 0002 0000 0000 Hr TotaL 0003 sl 0002 1 0 3l I4 * TOTAL*2B l5 t2 2'7 204 r,s{r @i r il, ilAil4\il|ll ,lu, ll I j r /l> ..f E ro-f4 sr @ ? -l g , SftoA:-lr-t\ A V . rV l.\tqwtf rFt-o('.'Cc** R-br.rn rq ,o,,2-ort Ato.,.* b4'. l;""rr ,Po-to,r,tt n o \): ^otSrKnPtalA 205 SW ?3RD STREET & SW 58TH AVENUE MIA}4I, FLORIDA COUNTED BY: RICH MENDEZ NOT SIGNAiIZEL) TRAFFIC SURVEY SPECIALISTS. TNC 85 SE 4TH AVENUE, I,anIT 109 DELRAY BEACH, FLORIDA PHONE (561)272 3255 sice code: 00180027 Start Date: 02/2I/IB File I.D. : 73ST58AV Page : L ALL VEH]CLES UTurn Left Thru Rrght UTurn Left Thru Right ] UTurn Left Thru Right UTurn Left Thru Right ] Total Dare a2/21 / LB SW 58TH AVENUE From North 0 0 0 U 9 2 2 3 S!"I 73RD STREET I From East SW 5BTH AVENUE Fr^m e^rrFh 2'72 SW ?3RD STREET From West 0 0 0 0 2 2 7 1 1 0 0; 07:00 0?:15 07:-10 A"/ :45 r25 428 2 2'7 30 60 2IL 1 15 5 1 9 ') '7 19 20 3r o 6t 0 3 4 55 72 91 40 3 25 4 0 1 18 5 0 90 Hr Tota] 0B:00 08:15 08:30 0B:45 0 0 0 0 7 5 3 4 22 7 11 15 11 3 13 3 Q 2 30 0 1 28 6i 5 7 0 6 15 10 L6 ]q o 6 I05 0 6 s1 t4 0 1 25 5i 0 14 t2 0123'/ 002280] 0 71 0 4 0 0 0 0 t2 4 6 1 0 54 24 23 5 0 t- 2 0 0l 0l t19 i16 L23 91 66 Hr Total 524419 i 0 34 1A 22 0 8 85 30 11 21 5 B 4l 396 * BREAK * . I5: CC 16: L5 16:30 15:45 '74 60 '70 a1 c1 o7 03 l4 i4 I'1 13 I 6 l q 50 55 46 .3 1 4 4 18 11 72 15 6 8 5 6 22 26 lC 0 90 80 60 BO 30 4A 10 L46 135 Hr Total L8 58 33 6 15 12 0 6144) 0')']5 15 14 196 28 0 l2 90 25 0 0 0 0 4 7 4 3 18 15 19 2, 0i 0 2 0 0 0 0 3 4 8 '7 96 a1 2l 4 2 555 150 12I r67 1',76 L?: C0 0 17:15 0 17:30 0 I'7:45 0 5 14 5 14 90 80 3 4L 7 64 19 10 204 el 6i l3 Hr Total 0 22 5'7 33 0 21 232 43 1B 22 L4 T7 13 t0 6 2 4 50 4'7 ]B 66 15 11 10 6 4 t, 2l 2 26 18 2A 4 4 3 3l 160 t32 134 1r9 22 76 2A | 614 18 r00 I8, L5 r8:30 L8:45 0 0 1 0 5 5 2 5 0 0 0 0 0 0 0 0 '1 4 3 5 8 11 14 '1 l 8i 0 4 Bi a 2 444 Hr Total *TOTAL* )-'l 22 L'/'1 L5 9 L9 14 545 ?BO 66i 58 2444 206 SW 73RD STREET & SW 58TH AVENUE M]AIVII, FLORIDA COTIIITED BY: RICH MENDEZ NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, L}IIT 109 DELRAY BEACH, FLORIDA PHONE (561) 2'72-3255 ALL VEHICLES Sile Code : 00180027 starr Date. 02/2L/LB Fi.le 1.D. : 73ST5BAV Page : 2 SW 5BTH AVENUE From North Percent 0& 222 444 34\ Pk lotal 77 ilighest 0B:15 0 I 110 19 | 0 08 6& B0? 14S I 0t L37 I r"06 08:00 08:00 0 2 30 6 0 38 31 . 90 .85 07:30 0 18 80 2 0t 18? BOs 2tt5 100 08:00 04242 30 .83 ISW 73RD STREET I trom East I SW 58TH AVENUE I I SW 73RD STREET I t rom west I UTurn Left Thru Rlght UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Rlght Total Dare 02/21/IB peak Hour Analysrs By Entire lntersection for the Period: 07:00 to 09:00 on A2/2f/I8 Peak start 07:30 | 07:30 | 0?:30 Vo1 ume 0173426 9 73 24 83 69t 23* 15Volume 0 5 11 HI total. 29 PHF .66 L3 10 SW 58TH AVENUE zo 34 I'7 18 73 19 26 11 |tl 34 r'7 110 1aA ,l , t3t- 2 L2I SW 73RD STREET SW 73RD STREET IBl r I I--t ALL VEHICLES r- |--_l '....rJrJ v.",''ru!.trJp [;; IILJ'lr rl | 245 258 L I.t_l100 | IntersecLlon Totai It42olll L I 150 q 110 26 r45 110 110 18 1B BO 80 t7 BO .A I 34 2 44 SW 587 g AVENUE 73 207 SW 73RD STREET & SI,i 58TH AVENUE MIAIi1l, FLORIDA COUNTED BY: RICH MENDEZ NOT SIGNALIZED TRAFF]C SI,RVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (561) 272-3255 ALL VEHICLES SiLe Code : 00180027 St.art Dat.e : A2 / 2L / LB File LD. : 73ST5BAV Page r 3 SW 5BTH AVENUE From North SW 73RD STREET i From East SI4 58TH AVENUE iSW 73RD STREET I From West UTurn Lefc Thru Right I UTurn Left Thru RighL UTurn Left Thru Right UTurn Left Thru Right I Total DaLe 02/21/78 -- Peak Hour Analysis By Entire Inrerseccion for che Per.iod: 16:00 to l9:00 on A2/21/18 Peak sEart 17 : 3 0 Volume A 21 64 3 1 Percent 0t 18t 55t 27\ Pk tolal 116 Hrghesl 18:00 Volune05228 Hl total 35 PHF .83 SW 73RD STREET 17:30 0 30 236 44 0t 10& 762 14t 31C I7 :45 l0't'7515 le7 i . Bo | 1?:30 | 0 13 60 5 ! 0t 172 7-t\ 62 i 78 I L7:45 0 3 19 2 24 .81 l L7:30 0 26 83 22 0t 20t 633 r7z 131 17:30 0 8 t-9 10 37 .89 SW 58TH AVENUE 31 64 2I 26 60 44 31 64 2I 130 11. IJ_l_o 13 236 31 280 246 | ^^ ---l ALL vEHrcLEs i- _ ]_l l"o,"uI ;,, 4Ls L .. I 236 26 26 30 B3 'tt_ 131 | r"tersection Total I tl635l10ell B3 2L 83 5 22 rltl t-I sw 73RD STREET l-94 . 13 7 B ;-------l OU II6 13 AVENUE 22 30 64 zz 60 SW 5BT 208 SW 73RD STREET & SW 58TH AVENUE MIA]VII . FLORIDA COLINTED BY: RICH MENDEZ NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (551)272 3255 PEDESTRIANS & BIKES Site Code: 00180027 st.art Date: 02/2I/18 FiLe I.D. : 73ST58AV Page : 1 SW 5BTH AVENUE From North Q'I:QQ 0 0 0 0 07:15 0 1 0 1 07:30 0 0 0 0 O?:45 O 2 0 1 I I SW 73RD STREET From East I SW 58TH AVENUE i SW 73RD STREET from wesc Lerr BrKES Right Peds Lefr BIKES Rlght Peds I Lefr BIKES Right Peds Left BIKES Right Peds Total DaLe a2 /2r / IB 00010004 00000000 00000001 01Q2 0042 0001 I 4 2 12o 0 0 il 0 0 0 2,o 0 0 4l Hr Totral C8:00 08 :15 08:30 08:45 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 I 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 4l 4 8l 31 41 0 0 0 1l 61 0 o o 5i 4 j 0 0 0 1l 2l o o 0 0 i 9 1 2 0 1 26 I2 t2 B 11 Hr Total 12 16 I 0 0 0 7l 4l * BREAK * 43 16:00 0 0 i6:15 C 0 16:30 0 1 0 1 0 11 0005 0005 008 0008 0 0 0 11 0004 0 0 0 4i 0 r 0 18 | 0 0 0 10 | 0 0 0 'r-r , 012 0 16 0 12 36 48 4A 3016:45 0 0 0 9 I 0 0 0 6 Hr Total 0 1?:00 0 i7:15 0 17:30 0 1049 245 1 0 13 006 1'.t:4c, o 0 a 12 0 28 0 0 0 10 I o 1 0 71 0 0 0 13 I 0 1 0 5t 0 0 0 31 0004 02072 0 1 0 15 o1o-2 0 1 0 43 0 r 0 .1 l o 2 0 1s I 00012 o o o rl 154 35 53 12 Hr Total 0 0 36 a 2 0 3s I 0 4 0 33 i 0 3 0 51 18:00 18 r 15 18:30 18:45 I1 I1 1r '7, 4l 6 6 3 24 6 72 t6'1 46 35 26 0 0 0 0 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 0 0 0 trl 11 0 61 0 '/a l-2 29 Hr Totai l0 290 L9 736 *TOTAL*129 |116 |161 526 209 @r il .l Nio.TW\ ,Far.dct €br"r,ar.{ Zo, Zott Ao*r'q l,t,.^ fuU,"t,^o V\utS,fla,b.*L ^r$, + ==-. z, --= ls-"il-16 210 SW 73RD STREET & SI,I 5BTH COURT MIAMI, FLORIDA COUNTED BY: MELISSA INOJOSA NOT SIGNALIZED TRAFFIC S'TJRVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLOR.IDA PHONE (561)2'12 3255 site code : 00180027 start DaLe: 02/20/Ie File I.D. : 73ST58CT Page : 1 ALL VEHICLES UTurn Left Thru Rrght UTurn Left Thru Right i UTurn Left Thru Right I UTurn Left Thru Rjght. Total DaLe A2/?A/18 - SW 58TH COURT From North 0?:00 0 0 07:15 0 I 07:30 0 0 I SW 73RD AVENUE I From East l I qw qRTH eoTTRT lJw /lKU AVEI\UE I From Wesl I 3 2l 1 3l 26 4226 0 0 26 0021 I L L 0 2 1 0l 0111 0021 0372 0 4 15 0 6 15 1l 1 2) 53 56 62 ')1of :4\ o 't 3 3 0 't 24 ?o527 o '1 1'1 il Hr Total, A 2 914 0 3 103 0 0 35 016 000 5l 4l 2l ol '1 | 0l 242 99 62 61 65 2l ol ol 8 6 sl 02060 0 12 2'708:00 0 08:15 0 08:30 0 358 033 421 0 18 4 a178 0 13 s '7i 0 14 0 4 I 013014 a ).2 5 03:45 0 0 't 9 t 0000 0 13 9 0 I Hr Total 0 32126 0 1 41 6 0 50 22 2 o523225 28'1 * BREAK * 16100 O 4 16:15 0 3 16:30 0 6 5'7 q5 ? Tq a 2 55 0 4 53 0 9 50 21 1i 1l 0524 0 B 5 3' 0344 06I'73 0s234 0623 1 T12 1t-9 16:46 A 2 6 10 i 0 1 59 -l 054i 0 4 t5 2 1 ',r'rs Hr Total 0 15 19 3"1 0 16 227 71 0 27 15 141 0 21, 79 10 I 481 7 9 5 11:aa L]:I5 L7:30 L1 :45 8 3 B 0 0 0 0 1 5 3 2 0 1 0 0 5 6 4 8 B 6 5 4 0 0 0 0 7 7 3 9 2 3 3 1 0 0 0 0 9 4 3 6 10 '1 11 4 73 5B 47 60 19 19 1q r49 130 115 r25 0i 2l 4' Hr Tot.aJ- i8:00 18 : t 5 18:30 18:45 11 32 I 2 9 6 22 6 5 13 4 76 19 23 519 103 115 7L2 101 28 I 't , I2 6i 23 238 23 26 c 3 53 4 0 1 0362402 6l t-1 27 11 24) 0 0l 4l 0i 0 0 0 0 1 1 3 3 0 1 43 303 8 0 8 35 1 I 0 5 2 2 0 0 0 0 Hr TotaL 84282A330 ls 193 r2l O rL 6 13i 4l 431 *TOTAL*i38 l 40 1 'JA | 1960 211 SW 73RD STREET & SW 58TH COURT MIAMI, FLORlDA COIJNTED BY; MELISSA INOJOSA NOT SIGNALIZED TRAFFIC SURVEY SPECIALI$TS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (551) 2')2-3255 ALL VEHICLES site code : 00180027 st.art Date: a2/20/18 File LD. : 73ST58CT Page : 2 SW 5BTH COURT From NorEh Vofume 0 3 5 Hi t.ot.a] 16 PHF .58 0 15 4 I 0 122 | .4s SW 58TH COURT 07:30 0386472 0t 33t 56t 11t 114 08:00 0\22"1 0 39 .13 SW 73RD AVENUE FY^m F:ef SW 58TH COURT SW 73RD AVENUE I From West UTurn Left Thru Right. UTurn Left Thru Right UTurn Left Thru Rlght UTurn Leit Thru Rj-ght I Toca] DaEe 02/20/18 peak Hour Analysis By Enlire Intersection for the Period: 07:00 to 09:00 an 02/20/18 Peak sLart 07 : 3 0 Vo]une 0 4 13 20 PercenL 0t 11? 358 54\ Pk EoEal 3'7 HrghesE 0B:00 I 07:30 07:30 10292902596 I 0t 2s B9t 9g i 0t 622 222 1sg I 103 I 40 i 08:00 I 08:15 8l 0 tq .66 20 13 38 9 20 t3 56 SW 73RD AVENUE 25 92 20 L37 e3t I-l ALL VEHTCLES r- | ---l -AJ-JJ-JV.BfI'J-\-L,.CJ'J trrI i" '; t Il-l-4 | Intersection Total ll2e4ll I J - F'j I5t 67 4i .l 25 92 92 38 3B 64 L2 4 54 o 64 az 13 L2 74 SW 73RD AVENUEI2 21 SW 58 25 H COURT 212 SW 73RD STREET & SW 58TH COURT MIAIV1I , FLORIDA COUNTED BY: MELISSA INO.TOSA NOT SIGNALIZED TRAFFIC SURVEY SPECIALI$TS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (s51) 272-3255 ALL VEHICLES Site Code : 00180027 start Date: a2/2o/Le File I.D. : 73ST58CT Dada . a I UTurn LefE Thru Rrght UTurn Left. Thru Rrght UTurn Left Thru Right UTurn Left Thru Right Total Date a2/20/18 Peak Hour Analysis By Entire IntersecEion for the Periodr 16:00 to 19:00 on 02/2O/IB SW 58TH COURT From NorLh Volume 0 6 3 Hi total 24 PHF .'7 9 80543 l12 1 .92 16:30 o 23 77 19 0t 19? 65t 169 1r-9 17:00 09197 35 . B5 SW 73RD AVENUE Fr^m Fief Is i 0 5 73 I 86 .84 I sw 58TH COURT I SW 73RD AVENUE I f rom west Peak starL 1,6:30 I 16:30 l-6 r 30 Volume 0 14 26 36 I L 21 250 18 0 22 13 9 percent 0t 18t 34+ 47* ) 0* 1g 86& 6t 0g 50& 30? 2OZ Pk Lor.al 76 1 290 44 Highest 16:30 I L7: 00 16:45 SW 5BTH COURT 36 26 I4 23 13 18 36 zo I4 54 -. Ito SW 73RD AVENUE zz 250 36 308 130 r . ALL VEHICLES I | """ vr1'rru,,t,D F:j' rl | +zt 3eo t I tl119 | rntersection Total It52elll L I 111 250 250 23 ZZ23 zz '7 'l 71 I4 71 L> 100 SW 73RD AVENUET9 2211. 221 . 13 zo I9 44 .l 67 SW 58 22 COURT 13 213 SW 73RD STREET & SW 58TH COURT MIAIVII , FLORIDA COTITITED BY; MELISSA INOJOSA NOT SIGNALIZED TRAFFIC SURVEY SPECIALI$TS, INC. 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLON.IDA PHONE (561) 272-3255 PEDESTRIANS & BIKES Site Code : 0018002? start Datet a2/2a/18 File I.D. : 73ST58CT Page :1 SW 5BTH COURT From Norch lsw 73RD AVENUE From East lsw 5BTH COURT L Fr^h q^r!th I Peds Left BIKES Right Peds I Left BIKES Right I sw 73RD AVENUE From itest l I Peds Left BTKES Right peds L Tot-alLeft BIKES Right DaLe 02/24/18 10 7 7 6 00a2 0101 0201 03010000 00000102 00000102 07:00 0 0 0 4 07:15 0 1 0 I 07:30 0 0 0 1 A7:45 0 0 O 2 0 0 o 2l 0 0 0 1J 0001 Hr Tolaf 0 (.) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30 2 4 5 5 8 1i 2 1 0 3l oi 1l 2 I 5r 0 1 1 2 5l o 2l (t8:00 08:15 08:30 08:45 0 1l 0 0l 0 1r 16Hr Tot.al 0 4l * BREAK 4 4 4 9 3 2 13 I 0 0 5 0 0 0 0 0 1 2 0 0 0 0 0 2) 0 2 0 31 0 0 0 1l 0l 0 0 0 0t 0 0 0 o 01 0 0 0 0i 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 3t 0 0 0 11 0 0 0 4 L6:00 L6:15 l6:30 l6:45 Hr Total 5 1 2l 2 17:00 0 0 0 17:15 0 0 0 L7:30 0 0 0 L7:45 0 0 0 1 2 0 41 0 0 05 0001 0002 0101 0001 0 0 0 4l 0001 0001 0001 0 0 0 0 0 1 0 0 0 0 0 0 6l 2 2 3 1 27 5 8 8 'l I 28 3 I2 'l 6 105 007 2 3l 2i Hr Tot.al 0 0 2) 1l 0 0 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 41 0 0 o 3 o 0 o 2: 0 0 a 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18: C0 18:15 1B:30 18:45 llr Total 5 6I 7 3l *TOTAL*29 22 28 214 I ,l I:lAItl,l tl f".'?3 ttr I tr<>. - ,+ r.rf\n /t.\t3 6w-f3s( a + .L A"'ctul-i ,trL>r,Jq.- $Zbr*ar.{ 2P,2oS &o*nbx) t--- R.tona/ro tA,o*s'..6.noJnr /' 215 SW 72ND STREET & SW 5BTH AVENUE MTAMI, FLORIDA COUNTED BY: GERMAIN CAMPUSANO SiGNALI ZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVEMJE, IINIT 109 DELRAY BEACH, FLORIDA PHONE (561)272 3255 ALL VEHICLES Slte Code: 00180027 start Datet 02/2r/18 File I.D. : 72ST5BAV Page : 1 SW 58TH AVENUE From Norfh SW 72ND STREET From East Ri"ght UTurn Le[t Thru I SW 58TH AVENUE i From South Right UTurn Left SW 72ND STREET From west Thru Right UTurn Left ThruUTurn DaLe a2/2r/re Left Thru Rrght 0?:00 07: 15 07:30 A'7 :45 00010 1430 o ? 1 -r I 0 4 45 14 0 1 15 1 1 0 22 80 8 2 A 2 | 0 1 s9 \7 0 't61260 5 34 11 0 363 1 11 4 8 8 10 0 31 88 \2 0 40 83 3 0 30 79 8 224 239 20\ 243 Hr Total. 0B:00 0B: l-5 08:30 0B:45 9 1 0 1 0 l1 t99 58 0 5 39 2A 0 5 63 30 a 9 69 ?9 0 15 40 241 0 123 330 31, 18 2), 5l 6l ei Bl 867 2r'7 259 263 0 0 0 0 .l 1 1 '7 .l 1 2 0 6 16 a 25 84 0 26 890 11 a'7 o 36 81 9 I 1 O 4 46 29 i O '7 16 3 I 0 43 85 I | 245 Hr Total 16:00 0 16:15 0 q q T1 48'7 0 I 74 15 r45225 1 6 76 36 0 16 60 0 31 62 11472 0 32 '72 13 3 a 23 2r1 r08 ,0 31 64 16 0 130 139 34 984 * BREAK * -- 0 0 0 0 5 5 5 2 L1 6 2 I4 16 16 13 22 5 244 224 253 264 8l 31 1i16: J0 a212 6 16:4q 1 5 9 9 0 I 64 22 Hr l0cat 1?:00 17:15 1 93 266 1 31 81 r2462 0 31 78 I 16 38 3s 0 3 13 0972 2 2L 266 98 Q 7 84 241 0 9 65 33 0 6 1r 14 I4 6 -7 0 0 0 0 33 9 L3 LO I1 67 19 t6 29 L'7 2 1 2 8 t? 9l 977 296 25'7 254 289 Bi 6l '71?:-10 A 2 6 1t:4\ A '7 ',]l 6 1 i -15 l3 I 0 31 65 Hr Total A 2)- 42 33 r 25 295 104 I 43 I2 2 '7 67 B5 59 91 1? l 3? l 39 1 t3 6 1 ra92 268 262 255 295 80 2 11't 286 30 I 18:00 18:15 18:30 18:45 0 0 0 0 5 6 4 5 10 6 7 7 9 9 I4 3 0 2 0 0 0 31 68 2 o 27 60 6l 0 10 9 s 0 40 55 6 40 I o 5 9 6 o 40 '73 12 i 0 12 13 0912 Hr Tocal *TOTAL* 2A 30 25 35 342 149 r 0 36 43 18 0 138 256 26 1080 105 r2'/ 9 52'l 'j 8B 601 I4'7 ',7 144 |5000 216 S!,.] 72ND STREET & SI{ 58TH AVENUE MIAlVlI , FLORIDA COUNTED BY: GERMAIN CAIVIPUSANO SIGNALI ZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, L'NIT 109 DELRAY BEACH, FLORIDA PHONE (561)2't2 3255 ALL VEHICLES siEe code : 00180027 St.art Date: A2/2I/r8 Fi.le I.D. : ?2ST58AV Page : 2 SI^l 58TH AVENUE SW 72ND STREET I SW 58TH AVENUE i SW 72ND STREET I From NorEh FrOm East J From South FrOm West i UTurn Left Thru Riqht UTurn Left. Thru Rlght I UTurn Left Thru Right I UTurn LefL Thru Right Total n^rF n)/)l/1R Peak Hour Analysrs By Entlre Intersecti-on for the Period o7:OO ro 09:OO on A2/2)./78 Peak start 08:00 Volume 0 6 13 Percent 0* 272 59% Pk total 22 Highest 0B ' 00 Vofume 0 3 '7 Hi total 1 1 PHF .5O SW 72ND STREET 312I7 25r 3 130 130 339 339 i 08:00 30232r1 14t 0S 7Z 62"6 348 i 0B:30 1l o 9 69 107 .81 SW 58TH 08:00 108 0 31 31t I 0s 28\ I ir1 0B:15 29 0 11 08:00 16 i 0 r4t i 0t i qn1 08:45 I 136 .92 339 34 6'72 7\58t 18 130 26\ ?4 | .82 AVENUE 13 130 64 108 13 302 1-l.t .I 22 324 .ALLVEHICLES;I | | '*:l' 'lI ts+ "toe L I l_l503 | Intersection Total I lle84ltt Ll- I 181 108 108 2r7 2r1 23 23 361 SW 72ND STREET o 339 L6 34 34 ill2311. 311. 64 13 34 l0 SW 5BT 31 AVENUE ot 217 SW 72ND STREET & SW 58TH AVENUE MIAMI, FLORIDA COUNTED BY: GERI4AIN CAMPUSANO S I GNALI ZED TRAFFIC SURVEY SPECIALISTS, INC. 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (s61) 2'72-3255 ALL VEHICLES siLe code : 00180027 start Date: 02/21/78 FJ.lC I.D. : 72ST58AV Page : 3 SW sBTH AVENUE From North SW 72ND STREET From East L 1SW 5BTH AVENUE I I rom Sourn l SI4 72ND STREET From West UTurn Left Thru Right i UTurn Left. Thru Right ] UTurn Left Thru Right UTurn Left Thru Right DaLe 02/21/lB Peak Hour Analvsis Bv Entire Int.ersection for the Period: 15:OO to 19:OO On 02/2r/I8 Peak start 17:00 Volune 0 Percent 0t Pk t.otal 96 Hlghest 17:00 Volume 0 Hr Lotal 30 PHF .80 21 42 33i 225 44\ 34? | I I 3 13 14 i 17:00 1 0? 425 17;00 0 115 .92 17:00 0 0t 136 17 t45 0 48 .'1I l7:00 )2 I 0r I 17:00 1 t2L 25 6Z '7 295 LO4 598 242 43 80 13 322 59\ 10t rL1 286 3 0 27* 66t '12 31 r04 8111 SW 5BTH AVENUE 33 42 2L 119 80 704 SW 72ND STREET 43 295 33 303 96 'l 234 33 42 2L 399 r I I-l ALL VEHTCLES [-l- n!! vEnf LlsD t _] ll+23lrrl | 806 '74s L Il-435 | Intersection Tota1 I I,092 tltll- IJ-)2A L04 377 295 295 119 119 26 26 286 286 2I 286 13 30 320 SW 72ND STREET30 .43 1?6 ,l B0 | .1326 42 30 98 43 BO SW 5BTH AVENUE 218 SW ?2ND STREET & SW 58TH AVENUE MIAIV1l , FLORIDA COIJNTED BY: GERMAIN CAI!4PUSANO S 1 GNAL] ZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FI,ORIDA PHONE (561) 272-3255 PEDESTRIANS & BIKES si.te code : 00180027 Start Date: 02/2I/IB F11e I.D. : 72ST58AV Page : 1 SW 58TH AVENUE From NorEh SW 72ND STREET i From East Left BIKES Rj.ght Peds Left BIKES Right SW 58TH AVEN1JE I From South i Peds J Left BIKES Right I SW 72ND STREET I From west I ll Peds Left BIKES Right Peds J ToLal 07:00 07:15 07:30 O7 :45 0 0 0 0 0 0 0 0 0 llr Tof,al 08;00 0 0 01 2 1 0 ? 5 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2l 21 'tl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 1 4 0 4i 0 0 0 21 0 0 0 4l o 2l o o 0 a2000 5000 1l08:15 A 2 0 08:30 0 0 0 3 rl 33 11 186010 4l 08:45 0 0 0 3 I 0 0 0 5 0 0 0 8 I O 1 0 4 21 Hr Tocal 0 2 0 8l 0 13 I 0 0 0 2r\ 0 2 0 13 | 64 * BREAK 33 45 2I 36 t2 I6 6i 6 5 3: 5 9 6 L2 0 c 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 I I 0 0 0 0 0 i6:00 16: 15 16:30 0 0 0 0 l 0 1 0 0 '7 I 0 0 21 0 o 2l a) l 135 l7 I4 00024Hr Total 17:00 17:15 17:30 1'7 :45 o 1 o 10 o L a 12 0 0 0 4 00432 0 0 0 0 o 0 o I 0 0 o 't I 0 0 0 21 o o o 3 o o a '1 i 0 o o 2 o o a 2 0 0 0 61 0 0 0 4 Hr Total 1B:00 18:15 18:30 18 r45 C i 0 16 , 0 L a320 0 13 0 0 8i 0 0 10 I 0 0012 1 0 0 0 10 0 o 21 0 003 003 't 'l 35 2I 49 0 0 0 81 0 0 0 0 8l 0 01080 0 0 0 0 2'l 0 0 0 3i o o 0 4 o o a 4 i o L 0 9 I 0 1 0 5 I 24 Hr Total 0 1 A 28,0 35 0 0 48 0 1 0 14 129 * TOTAL*88 I 138 r- 10 '/7 438 219 il*Vrl $.H4,ctfi&g \il +4'i' .nV' I-- a 3> Hvil $ Mio.yl.,l Ft_bnda , &ehr'rJalr fl,Zolb Jrn,^m q' UrL Pqt" ra"\r t O Si ? ^ltzA 220 SW ?2ND STREET & SI',1 57TH AVENUE M]AMI, FLORIDA COLN.JTED BY: MIKE MALONE S I GNALI ZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, IINIT 109 DELRAY BEACH. FLORIDA PHONE (561 ) 2'72-3255 ALL VEHICLES site code : 00180027 start Date: a2/2I/1,8 File I.D. : 72ST5?AV Page : 1 SW 57TH AVENUE From North I SW 72ND STREET I From East Right UTurn Left Thru I SW 5TTH AVENUE Fr^m q^rrtsh SW 72ND STREET From West Left Thru Rlght UTurn Lefr Thru Rrght I UTurn TotalUTurn DaLe 02/2\/LB 07:00 A'7 : \5 0?:30 114 26 106 r'7 r72 23 r22 32 0139916 0 19 89 18 01492L4 a21366 a 22 48 9 I a 27 30 14 0 0 0 0 0 0 0 0 2B 2'7 72 18 36 40 26 27 50 54 48 59 r0 i sl 455 c'7:45 O 36 80 13 A 22 29 13 l c I 411 ) r 4Jb Hr TotaL a 82 360 61 0 28 84 I9 a 28 '75 21 0 18 66 30 086143421 o 30 43 B l 0446815j 0 43 68 18 I B5 9 13 2A T4 7r'7 141 725 r25 34 47 22 32 454 98 L29 2r1, 25 | 1716 08: O0 08:15 0B:30 0 0 0 0 0 0 0 0 26 69 41 54 39 50 30 63 5 I 472 '7 1 554 6 1 50s Bl 494oR:45 0 lq a2 2a a 32 53 16 l Hr Tocal 0 89 341 96 136 236 2 Q21 BREAK * 0 18 111 45 a 22 724 5'7 0 15 722 62 0 149 232 51 56 a 24 53 20 a 29 41 11 l 0 38 60 22 I 0121!29 0 16 ',74 34 0 r't '75 42 , 0 10 87 30 I 508 16:00 16:15 L6:30 0 0 0 0 l3 L3 L'7 9 20 I7 16 21 42 49 45 458 483 531 4'7116 45 0 t5 llq 56 0 ji 26 11 I Hr Total 0 ?0 468 22A a r24 180 64 ,0 55 307 135 a 12 89 0 19 10 0 16 17 52 I 1943 L0 510 57 B 458 60 7 505 53 11 4'74 10 13 30 2'l 194 64i7:aa 17: 15 17:30 ie I t1 ' 15 , 3 2C 115 0 15 114 2 15 r2l 0 33 425 0 39 62 "12 36 22 49 41 37 32 38 34 0 0 0 0^;'t :45 0 18 113 58 A 28 11 i t- 13 '74 Hr Total 5 68 463 234 a I25 148 1 60 300 141 1 l8:00 lB:15 18:30 a 2a 101 58 0 16 9r "78 r249465 0 35 44 tR I 0 0 0 0 BO 21 23 L2 I'l 234 36 1951 18:45 2 15 95 54 A 44 51 10 I a 46 59 141 a 47 52 2rl 0 2a 62 341 o 13 62 44 | 0 14 69 15 , 0 15 66 43 449 496 50 6 53 't 466 501 486 4't 2 Hr Tofal 3 '7I 381 255 a ).72 206 63 a 62 259 156 '73 196 28 I925 9616*TOTAL*lB0 1919 866 949 318 r.828 659 492 1071 r6t 221 SW 72ND STREET & SW 57TH AVENUE MIAM], FLORIDA COUNTED BY: MIKE MALONE S I GNALI ZED SW 57TH AVENUE From Norlh ulurn Left lnru Ent f r€ 307 62* TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, TINIT 109 DELRAY BEACH, FLORIDA PHONE (561)272.3255 ALL VEHICLES Sice Code: 00180027 start Date: 02/2I/lB FiLe I.D. . 12ST51AV Page : 2 SW ?2ND STREET From East SW 57TH AVENUE i From South Thru Rlqht i UTurn Lefl Thru SW 72ND STREET Frotrl West Rlght UTurn Left ThruRight UTurn Intersection for 08:00 96 0 2A% 0t 438 0B:30 Che 749 348 43 00 to c? l I ?? l 1B 136 34\ 4I 't Rrght Total Date A2/2r/\B Peak Hour Anafysrs Peak start 08r00 Volume 0 Percent 0t Pk total 492 Hlqhest 0B:00 Vc] ume 0 :tr total 13I PHF .94 2A SW 72ND STREET 56232 384 96 136 136 250 236 L3 SW 57TH AVENUE 301 136 s0B 51 341 70r Aq?-t r-4ell . 551' 5oBl' 12 301 26 482 56 AVENUE 508 B9 1Bt Perioo: u / 232 53t 68 09:00 on 08:00 0 0? 693 0B:15 0 195 . B9 a2/2r/LB 56 508 8t 132 I 0B:00 L29 0 r.9t 0t 398 O8:15 41 0 ra2 .98 236 26 59t '1\ 84 t9 0 1aa .85 96 89 96 1,193 t . ALL VEHICLES nlI I n': I i,, u,t, tII 232 232 r49 L49 454 SW 72ND STREET 89 235 LZ> 26 26 SW 57TH 222 SW 72ND STREET & SW 57TH AVENUE MIAMl, FLORIDA COL'NTED BY: MIKE MALONE S IGNAI,l ZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, I]NIT 109 DELRAY BEACH, FLORTDA PHONE (561) 2'72-3255 ALL VEHICLES Site Code: 00180027 Start Date: 02/21,/1,8 Fi-1e I.D. : 72ST57AV Page : 3 SW 57TH AVENUE From Norlh I SW 72ND STREET From East SW 57TH AVENUE I SW 72ND STREET From West ; UTurn Left Thru Right I UTurn Left Thru Righc UTurn Left Thru Rrght UTurn Left. Thru RighE Total DdLe A2 / 21 / 18 Peak Hour Anatysis By Enclre Interseccion for Lhe Period: 15:OO to -t9:OO On O2/2I/I8 Peak start 16:15 I 16:15 I 16: 1$ Volume 3 72 472 237 0 Percenc 0S 9t 60t 303 0t Pk roral 784 359 Hlghest 17:00 16:3C Vofume 3 2A 115 Hi total 200 PHF .98 231 237 SW 72ND STREET 133 163 63 I 0 37\ 452 18r i 0t I s23 I r7: 38 60 22 I 0 i 138 95 SW 57TH AVENUE 412 16:15 0 64 216 49 0t 19t 66t r-58 329 16:45 0 21 58 9 B8 55 325 L43 1 1g 62* 2-t \ 620 12a ?q 75 54 325 53 atz '7 B4 75 452 .F^f ^ IJULAf 325 r43 325 I43 55 163 237 455 ---l ALL VEHICL It' | ',tn 32g I trlaersection l____l r ' ee5 163 L63 64 64 133 133 2r6 2L6 75 276 r43 49 tltlt- II - 1 1'1''7LtLt t 434 SW 72ND STREET49 ll -13311 . ss 41211 n, ll;;; ll - ;; tl tlSW 57TH AVENUE 223 SW 72ND STREET & SW 5?TH AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE SIGNALi ZED TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, I'NIT 109 DELRAY BEACH, FLORIDA PHONE (561)2't2 3255 PEDESTRIANS & BIKES site code : 00180027 sEarL DaLe: 02/27/78 File I.D. : 72ST57AV Page : 1 Left BIKES Righr Peds ] Left BrKES RighL peds LefC BIKES Right Peds I Lert BIKES Right Peds Total Date 02/2I/ I8 SW 57TH AVENUE From North 0 0 0 1 0 0 1 ] SW 72ND STREET j r rom Easc I 0 0 0 0 0 1 0 0 I SW 57TH AVENUE Fr^m q^rttsh I sw 72ND STREET l From wesc I 07:00 A1 :15 07:30 C7 :45 0 0 0 0 2 2 3 0 0 0 0 1 0 1 0 5 0001 0 0 0 0l o o o ol 0 1 0 0l 3 4 9 I 010 0, 0 0 20001 0001 9 15 7 26 Hr Totaf 1 3 4 0107 1 0 1l 08:00 0 0 0 08:15 0 3 OB 08:30 0 0 0 2 08:45 0 1 0 6 a 2 0 8l 0 1 0 5,01 o 2l 0 0l 0 0l 1 0 0 2 0 0 0 0 0 0 o 11 0 0 0 2) 0 1 a 21 0 0 0 1 0 0 0 31 0 0 0 2) Hr Total A 4 0 19 0 3 o 14 |0 1 0 10 i 03 57 * BREAK 15: 00 16:15 16:30 16:45 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 B 6 4 1 15 | 4 I 18 9 0l 10 l 11 I 6l 22 53 Hr Total 17:00 17:15 17:30 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 4 0 0 0 0 0 I 9 9 14 1q 13 5l 8i 11 I l? l 2'1 |135 25 45 0 sl 0 el 0 ei Hr TocaL iB:00 0 1 0 5 18:15 0 0 0 9, 18:30 0 1 0 11 I 18:45 0 0 0 4 I 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 I 2 1 0 0 0 0 el 0 Bl 0l fi 7 6l 6l 51 26) 21 8l 5l 8l 153 24 36 Hr Total 0 2 429 1? |24 1 ,1 103 * TOTAL*148 i gg 105 15 80 | 472 224 dAr, (.=*afr$,U+ + -- TA Mta*l"i ,eandc. SeSe*lortPt,7ztq" J *- b,J', lir".,.Patouql vo <,vnatn+4451.,g uT.rY 225 WINN DIXIE DR]VEWAYS & SW 59TH AVENUE MlAMI, FLORIDA COI,'NTED BY: NIEVES PALOMINO DRIVEWAY VOLWES ONLY I sw 59TH AVENUE I From North SEarL I Traffic Survey Speciafists, Inc. 85 SE 4th Avenue, Uni! 109 Delray Beach, Florida 33483 t,561) 2'72 3255 NORTH DRIVEWAY IWINN DIXIE DRIVEWAY ISW 59TH AVENUE study Name: NDWY59AV Slte Code : 00180027 Start Date I A2/2I/fB Page : 1 I trom EasL I From South l----- I HrOm WeSr I I rnLVl Time I RiohL Thru u?urn Leftl Rioht Thru uTurn Left Riqht Thru UTurn Left.i Riqht. Thru UTurn Leftl Total 02/2r/rB 07:001 0 0 0 07:15i 0 0 0 0?:30 0 0 0 tr 0 0 0 2! 0 0 0 0 0 0 0 0 0 0 0 0 ai:45i 0 0 0 O 1 O A 2 6 0 0 0i 0 0 0 0l 1i 2 2\ 1 0012 0022 I 0l 0 0i 0 0i 0 I 0l 0 0l 6 7 4 9 Hour i 0 i 08:00 | 0 08:15 | 0 08:301 0 41 4 i zl r 11 1 1l n a 7 11 033 025 034 0l 0 I 0l 0 0l 0 0l 0 0l 26 I 0l e 0l e 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:451 0 0 0 1l O O O 5 I 0 0 0l 0 0 0 0l 74 Hourl 0 0 0 l6:0C 16: 15l 16:30 0 0 0 0330 4230 11 2 0 0 13 20 0 0 0j 0 0 0 0l 42 rl ll ,-_l_,_-l I ,lj 0 0 0 0 3 I 0 0 4: 2 0 0 0l 0 0 0 000000 0 0 0l 0 o o 0 5, t0 0 Bl 7 0i 1'7 0i 2r 0i 2a 16:4\ O 0 0 2 1 o O 91 4 o 0 0 0 o 0 0l 16 Hour 1,7:00 l'7 r L5 17,30 l7 :45 0 0 0 0 0 10 15 00460 00270 0026i23 l 0 ?l 08 8 5 3 3 0 0 1i 2 a 0 7 0046007 0 0 0 0 0 0 0 0 0 0 0 0 0l 0 I 0 0L oi 0t 0 0 0 0 0l "14 0025 0 0 16 0 0 13 0 0l 29 Hour, rB:00 i l"B:151 rR.?nl 0 0 11 15 0 429 0 3i 2 0 0 21 1 0 o 0l 4 0 0 10 6 0 0 0 0 0i 0 0 0 0 74 0 0 0 0 0 0 o 7) 6 0 8) 7 0 0 0 0 0 0 0 0 0 0 0 0 r-8:451 O O O 5l s O O 5 4 O o 0l 0 0 0 ql L9 0l 0l ^l 0 18 0l 18 0l 2a Hour i l t Apr. lg Int. 0 101 12 0 0 30 23 0i I 0l -l I 0l '75 I 0i l 42) 48 100.01 31,3 14 .4 16.4 105 96 68.6 100.0 36.0 32.9 29r 226 WINN DIXIE DRIVEWAYS & SW 59TH AVENUE M1AM1, FLORIDA COUNTED BY: NIEVES PALOMINO DRIVEWAY VOLUMES ONLY i sw 59TH AVENUE I From North Start I Trdffjc Survey SpecraljsCs, lnc 85 SE 4t.h Avenue, UnrC 109 Delray Beach, Fforida 33483 (56L)2'72-3255 SOUTN DRIVEWAY Study Name: NDWY59AV Site Code: 00180027 start DaLe: 02/2L/1-B Page : 1 ]WINN DIXIE DR]VEWAY i From East. I SW 59TH AVENUE l I From West I I rncvl RI Thru UTurn Left Rr ht.Thru UTurn KT Thru Left Thru ToLalRJht 02/2L/rB I IBREAK] i 08:15i 0 0 0 IBREAK] 08:45 0 0 0 0 0 0 0 0 0100 0 0 0 0 0l 0 0 0 0l I 0 0 0i 0 0 0 01 Hour000 0 0i I 00000 I---l 0 0l 0 I 16:00l 16:15 i 15:30 i IBREAKI I 0 0 0 0 0 0 I 0 0 0 0 I 1 0 0 0 0 0 0 nl 0l nl 0 0l 1 0 0 0 0l 0 0 0 0 oi 0 0 0 0 0 0 0 0 0 0 0 0 17:00 i 17;30 l7 :45 0 0 0 0 0 0 0 0 0 0 0l 1 0 oi o o ol o o 0l 0 0 0200 0100 1000 0i 0 l ol o 0l 0 0 0000 0l Hour 0 0 0 0 1l I 000 o ol 3 I 00 18:451 0 0 0 0 0 0 0l 0000 01 2 Hour l TotaI t Apr. l t Int. 00 0l 2 66 .6 I 20.0 0l 2 I 11 7 33.31 100.0 10.01 70.0 0l I 0l -l -l ol l 01 -l I 227 WINN DIXIE DRIVEWAYS & SW 59TH AVENUE MIAMI, FLORIDA COLIIITED BY: NIEVES PALOMINO DRIVEWAY VOLL]MES ONLY TRAFFIC SURVEY SPECIALI$TS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (s61) 212-3255 PEDESTRIANS & BIKES Site Code: 00180027 sLart Date: 02/27/18 File I.D. : NDI'iY59AV Page : 1 SW 59TH AVENUE From North Lerc BIKES Righr WINN DIXIE DRIVEWAY I From EaSt Peds Left BIKES RrghC ISW 59TH AVENUE From SouEh Peds Left. BIKES Right t----- I From west I Peds I Lefr BIKES i I I Rlght Peds Total- DaLe A2/2r/r8 07;00 0 07: l-5 0 a7:34 0 A7 :45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 4 6 ol oi 0: 0i t- 1 4 6 0l 0l 0 0 0 0 0 0 Hr Tot.al 0B:00 0B:15 08:10 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t- 4 3 0 0 0 0 0 0 I2 0 0 0l 000 000 L2) 1l 4l 3 OL 0 0 oi 0i 0l 0 000 Hr ToLal 16:00 15:15 16:30 76:45 8l 0l 000 * BREAK * 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0t 0 4 0 1 00 00 00 0 0l ci oi 0l Hr Total i?:00 i7;15 17:30 )-7 : 45 0 U 0 0 c 0 0 0 U 0 0 0 0 0 0 0 0 0 0 0 0 2 I 3 1 0l 001 000 000 5 a'l: 0 3l 0 1i 00 00 00 00 0 0 0 0 00 0 0 0 0l 0l 0l 0 0 0 0 0l Hr '10c41 18:00 18:15 18:30 13:45 0 0 0 0 0 0 0 0 0 0 0 0 001 0 13 | 0 0 0 0 000 0 0 0 0l 0 0 0 0l 0000 0000 0l 0000 0000 0000 0000 002 0 0 0l 000 0 0l 0j 0 2 0 0 o Hr Total * TOTAL * 0l 0 0 2l 000 0 0 0l 0 40 |0l 0 228 WINN DIXIE DRIVEWAYS & SW 5BTH COURT MIAMI, FLORIDA COUNTED BY: NIEVES PALOMINO DRIVEWAY VOLLIMES ONLY SW 5BTH COURT From North Start Tr^ffi- sirr\/p\/ qna.i-l ief< Tn- 85 SE 4th Avenue, Unit. 109 nari>\7 qar-^ tr ^,,df 33483 Study Name: NDWY5SCT site code : 00180027 start Dace: 02/22/I8 Page : 1 \56r)272-3255 NORTH DRIVEWAY rr^m Fl c ts I SW 58TH COURT Cr^6 e^,,Fh WINN DIXIE DRIVEWAY I From West Tlme Riqht Thru UTurn Left I Riqht Thru UTurn Left Ri.oht Thru UTurn Left Rlqht Thru UTurn T,eft Tota l a2i22/18 C?;00 07:15 07:30 A'] : 451 2 1 c 2 0 0 0 0 0l 0l 0l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0l 0 0 0 0l 0 0 0 0l 0 0 0 000 0 0 2l 0 0 1t 000 4 3 0l 31 1 2 4 3 7 8 5 I Hourl 5 0 0 08:00 1 0 0 08;15 4 0 0 08:30 1 0 0 08:451 2 0 0 0 0 0l 0l 0 0 0 0 0 0l 000 000 000 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10l I 3l 1i 4 2 10 2 3 5 4 328 t'7 08 2) 72 0t 8 Hour IBREAK] i 16:00 i 16 r15 16:30 16:45 2 0 3 2 0 0 0 0 0i 0 0 0 0l 0 0 0 0 0 0 0 0 0 l 000 2L6 4 r'l 1 14 10 14 0 0 3i 35 1 0 0 0 0 i-l-l lt 0 0 0 0 0 0 0 0 0 0 ol 0l 0 0 0 0 0 0 0 0 0 0 0 0 0 2) 9 l0 0 5 2 0 0 0 0 0 0 0l I 0 0l 0 l'/:45 2 A 0 0 Hour 7 I7:00I 2 t?.tq 4 L7:3Ol 4 0 0 0l l 0 0 0l 0 0 ol 0 0 ol 000 0 0 0 0 0 0 0 0 0 22 5 6 5 0044 0 0 0 0 L7 7 4 4 4 0 0 0 o 0 0 0 o 10 56 2) 16 3 i 16 4l t4 Hour L2 0 0l 0 0l 0 0l 0i 0l 19 I 2 6 10 21 1l 0l r'7 B 12 t4 0 20 i 0 0 0 5 3l 61 iB:00 18:15 i8:30 L8:45i 2 1 3 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total 4 0 t Apr. 100.0 t Int. 77.3 161 22 '18 i 82 100.0 '12.5 33.1 35.4 I 0 0 0 0 0 5 31 2'7 .41 13 .4 i 51 23r 229 WINN DIXIE DRIVEWAYS & SW 5BTH COURT MIAIV1I, FLORIDA COI]NTED BY: NIEVES PALOMINO DRIVEWAY VOLUMES ONLY I sw 58TH COURT i From North Start TrafF;- qjir\/a1' q.a.,>l iqte ln- 85 SE 4th Avenue, Unit 109 '16l r:\, Ra:.^ tr ^Y1da 33483 \)o t ) z I z - tz>2 SOUTH DRIVEWAY Study Name: NDWYsSCT Sit.e Code: 00180027 starc Date: 02/22/IB Page : 1 I From East Trme Rlqht Thru UTurn Left i Rrqht Thru UTurn Lef! Riqht Thru UTurn Left Riqht Thru UTurn Lefc Total SW 58TH COURT !rom 50utn iWINN DIXIE DRIVEWAY I !rom west I o2/22/r8 l fRRFAkl | ----t----- 08:30 0 0 0 0l 0 0 0 0l 0 0 o 0l o 0 1 0l 1 Hour I I oi I 0 0l 0l [BREAK]I''- l--------- -l----- Torall 0 0 0 01 0 0 0 0 0 0 0 0i 0 0 1 0 I t Apr. I i I ' l-00.0 r lnc. I I -l 100.0 - I 230 ',JINN DIXIE DRIVEWAYS & SW 58TH COURT MIAI\4I, FLORIDA COLTIJTED BY: NIEVES PALOMINO DRIVEWAY VOLUMES ONLY TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (561)272-3255 PEDESTRIANS & BIKES Site Code t OOIA0Q2'7 start Date: 02/22/1,8 File r.D. : NDWY5ScT Page : 1 SW 58TH COURT From North l,eft BIKES Right t- I r rom Easc I I Peds LeIc BIKES RighE Peds Lef! BlKES Right JWINN DIXIE DRIVEWAY I !rom wesr I Peds I Lefr BIKES Righc I SW 5BTH COURT From South Peds Date 02/22/78 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000 000000 0 0r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 00 0l 0000 07 r 00 0?:15 07:30 07 :45 Hr Total- 08:00 0 0 0 08:15 0 0 0 08:30 0 0 0 oi oi 0l 0 0l 0 0 ol 0l 0l ol 0 0l 0l 3l 0l 0 1l 0l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0OB:45 0 0 0 0 l Hr Total 0 0r 0 ol I * BREAK * 17:00 17:15 1?:30 l7 :45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0000 0004 o 0 oi 000 000 0 0 oi 0l 0l 0 0 0l 0 0 4 00 0 0l 0 0 0 ol Hr Total 18:00 18 :15 18:30 18:45 0 0 0i 0 0 0 C 0 0 0 0 0 0 0 0 0 0l 0 0 0i 0 0 000 0000 0000 0 0l 0 0 0000000 0 0 0 0 4l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 1t 1 51 5 l1 Hr Total 00 000 77 *TOTAL*0l 0 ol Tq 231 SW 73RD STREET & WINN DIXIE DRIVEWAYS MIAIV1I, FLORIDA COLII{TED BY: WILLIAN DE LUNA VARGAS DRIVEWAY VOLUMES ONLY TRAFFIC SURVEY SPECIALISTS, INC. 85 SE 4TH AVEMJE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (s61) 2'12-7255 EAST DRIVEWAY SiCe Code: 00180027 Start Date: 02/22/78 File LD. : ?3STEDWY Page : 1 From North lsw 73RD STREET I From East WINN DIXIE DRIVEWAY brom soucn lsr,r ?3RD STREET From West UTurn Left Thru Rlght i UTurn Left Thru Right I UTurn LefE Thru RaghL UTurn LefL Thru Right i Total Dare A2/22/18 07:00 a'7 : L5 07:30 A'l :45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 0 0 0 0 0 ol 0l 0 0 0 0 0 0 0 0 1 0 0 0 0 0 ol 0l r-l 3 0001 1 2 5 0000 0000 0000 0 0 0 I2 3 I 10 5 4 0010Hr Total 08:00 08:15 08:30 08:45 ol 1l 2l 0l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0l a 2 0 0l 0 0 0 1l 0 0 0 0 3 0 0l 0 r. 0 3l 0 0 0 0 7 0 0l 0 0 0 1l 0 0 0 0 000 0 2 0 0l 0 1 0 2l Hr Total 000 0 14 0 0 2 0 '1 |0 * BREAK * 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 6 1 3 0 0l 0 1 0 11 16:00 16:15 16:30 16:45 0l 0l 0 0 000101 000103 0 0i 0 3 0 5 3l 0 0 0 01 0 0 1l 0 0 0 0l 0 0 0 0l 26 4 1l 9 Hr Total 0 00 00 00 00 17;00 0 0 17:15 0 0 17:10 0 0 17:45 0 0 0 0 0 0 t2 0 0i 0 6 0 10 0 0 1i 2 4 3 3 2" 0 0 0 0 0 0 0 0 0 1 0 0 0 3i 0 21 0 1i 0 0 0l 0 5 0 0 0l 0 2 o 0 0l 0 0 0 0 0l 0 3 0 29 11 8 4 8 llr ToLa] 0 0 00 r2 13:00 0 0 0 0l 0 0 0 0 0 0 LO 8l 0 L 31 2 8 9 11 18:15 18:30 0 0 0 0i 0 4 0 0 0 0r 0 5 0 0 0 0 0 0 2 i 0 0 0 0 01020001 0 2 0 1 0 0 0 1l 18:45 0 0 0 0 0 5 0 o o30l o 0 0 0l Hr ToEal. 0 0 0 0 0 14 ol 608 0 0 2l 30 *TOTAL*0 0l 31 l 8i 232 SW 73RD STREET & WINN DIXIE DRIVEWAYS MIA]V1I , FLORIDA COllllTED BY: WILLIAN DE LIr'l{A VARGAS DRIVEWAY VOLLTMES ONLY TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (561) 2'72-32ss WEST DRIVEWAY site code: 00180027 start Date: 02/22/I8 File I.D. : T3STEDWY Page : 1 From North 07:00 0 0 0 07:15 0 0 0 07:30 0 0 0 0l 0 0 0?.45 0 0 0 0 000 000 0100 0000 I UTurn Left Thru Right I UTurn Left Thru Right. UTurn Left Thru Right I UTurn Left I SW ?3RD STREET I From East WINN DIXIE DRIVEWAY From SouLh I s!\l 73RD STREET I From West I Thr1, Pidhf I T^F:l Date A2/22/18 o 0 0 31 0 o o 1 0 0 0 0l o o 0 2 01030003 4 2 8 9o2020005 Hr Totaf 0 0 0 0 0 0 L 0 0l 308 0 0 0 11 0B:00 C8:15 OB:30 0B:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 5 6 '7 I ol 0l 0l 0 0 0 1 0 1 0 0 0 0 3 0l 0 | 0 4 0 2l 02 03 0 41 0 1l Hr Total 0l oi 5 0 10 | ' * BREAK 26 L6:00 0 0 0 i6:15 0 0 0 16:30 0 0 0 1 3 2 0 0 0 t6:45 0 0 0 0 0 0 0 0 030 31 0005 00 0l 0 0l 0 ol 0l 0l o 2 0 11 0 0 0 4 o 1 o 2 i o o 0 2 a 4 0 0i 0 0 0 1 I B 7 L1 Hr Total 0 000 002 001 0 0 0 0l 01 0l 0l 0 0 1 0 01 0 10 0 600 0 12i 0 0 0 0 4 2 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 5 1 6 34 15 10 8 11 17:00 17:15 17:3C l'7 :45 0 0 0 0 0 0 0 0 0 0 0 0 5 1 4 1 Hr ToLal 18:00 18:15 00 0 0 0 0 0l 0l 01 01 0l L1 0 3 5 3 1l t-8 03 44 1 5 13 11 0000 0000 18:30 0 0 00 L8:45 0 0 0 0 2 2 1 1 0 0 0 0 0 0 0 0 1 0 2 4 0 0 0 0 0 0 0 0 0 0 0 0 04 00 05 HrTotal 0 0 0 0 0l L1 a12 36 *TOTALT 0 0l 41 63 l 233 SW 73RD STREET & I4INN DIXIE DRIVEWAYS MIAMI, FLORIDA COUNTED BY: WILLIAN DE LI,'NA VARGAS DR]VE]'{AY VOLUMES ONLY TRAFFIC SURVEY SPECIALISTS, INC 85 SE 4TH AVENUE, UNIT 109 DELRAY BEACH, FLORIDA PHONE (561) 2'72-3255 PEDESTRIANS & BIKES Site Code : 00180027 start DaLe: 02/22/IB File 1.D. : T3STEDWY Page :1 Left BIKES Rtghr Peds I Left BIKES Rj.ght Peds ] Left BIKES Right Peds I Left BIKES Right peds Toraf DaLe A2/22/18 From North 0 0 0 0 ] SW 73RD STREET I rrom Easc I WINN DIXIE DRIVEWAY I From South isw 73RD STREET I rrom wesr I 07:00 0?:15 A-t :3C A') :45 0 0 0 0 0 0 c 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0l 0l 0l 0 0i 0l 3 0l 0L 0l 0; 0l 0Hr Total 08:00 0 0 0 0l 0l 0000 0000 0 3i 0 0 0l 0l f 0 4 5 0 0 0 0 0 0 0 0 0 0 0 0 00000001 o o 0 0l 0 0 0 0 0 0 0 0l 0 0 0 4 0B:15 08 i 30 08:45 0 0 0 0 0 0 0 01 0005 Hr Tocal 0 0 , * BREAK * 00 0 0 ol 0 0 0 10 J ol 10 5 3 7 j 0 0 0 o 0 0 0 0 0 0 0 o 0 0 0 5, 0003 0 0 0 '7 1 0 0 0 0 0 0 c 0 0 0 0l 0i 0l 0l 0 0 0 0 C 0 0 0 C 0 0 0 0i 0 0 o0003 0 0 0 0 1.6:00 16 r 15 16:30 16:45 Hr Tot.al, 17:00 17:15 17:30 1'7 :45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0l 0 0 0 18 0 0 0 0l 0 0 0 41 o o o o I o o o 41 0 0 0 0 i 0 1 0 4) 0 0 0 0l 0 1 0 0l 01 0 0 0 ol 0 0 0l 0 0 0 ol 0000 IB 4 5 1 4 Hr To[a1 18:00 0 0 0 LB:15 0 0 0 18130 0 0 0 0 0 0i 0l 00000 2 Q 12 l o 0 0l 0 0 0 0 0 0 0 0 0 006 000 108 L8:45 0 0 0 0 | 0 0 0 0 0 0 0 B I 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 6 0 9 I 0 0 0 0 Hr Total 0 0 0l 0 022 0l ta *TOTA]-*0 0 05 I 0l 234 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: Project Number: 17186Location: SW 74th St & SW 59th Ave Count Date: 2/27/2019Observer: DPA Day of Week: WednesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL07:00 AM 07:15 AM1123 16 252 9 8150 23 114 6 5407:15 AM 07:30 AM181 10 457 16 540 9 0174 21 5607:30 AM 07:45 AM094 13 133 7 980 17 1145 20 5707:45 AM 08:00 AM081 9 132 6 6150 21 175 13 4908:00 AM 08:15 AM251 8 164 11 9142 25 084 12 5608:15 AM 08:30 AM2 5 1 8 4 5 5 14 5 20 0 25 2 12 9 23 7008:30 AM 08:45 AM4 10 0 14 6 2 2 10 7 25 1 33 2 22 9 33 9008:45 AM 09:00 AM2 6 4 12 9 5 6 20 8 13 1 22 1 27 14 42 96AM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 59th Ave SW 74th StTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL08:00 AM 09:00 AM10 26 6 42 20 18 17 55 29 72 4 105 5 69 36 110 312PEAK HOUR FACTOR0.75 0.69 0.80 0.65 0.81Note: 2017 FDOT Peak Season Conversion Factor = 1.00SoMi Market _ 5850 SW 73rd StreetSW 59th Ave SW 74th St11_SW 59th Ave & SW 74th St235 DAVID PLUMMER & ASSOCIATES, INC.TURNING MOVEMENT COUNTSProject Name: SoMi Market _ 5850 SW 73rd Street Project Number:17186Location: SW 74th St & SW 59th Ave Count Date: 2/27/2019Observer: DPA Day of Week: WednesdayTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:00 PM 04:15 PM3 12 2 17 5 10 7 22 2 7 1 10 6 41 12 59 10804:15 PM 04:30 PM8 14 4 26 3 6 10 19 4 11 2 17 5 38 5 48 11004:30 PM 04:45 PM1 8 3 12 6 18 10 34 2 12 2 16 4 46 4 54 11604:45 PM 05:00 PM7 7 3 17 7 10 7 24 2 9 3 14 4 65 9 78 13305:00 PM 05:15 PM11 10 3 24 6 14 9 29 6 19 1 26 10 69 12 91 17005:15 PM 05:30 PM5 10 5 20 3 10 10 23 7 13 2 22 14 38 8 60 12505:30 PM 05:45 PM4 5 3 12 2 10 8 20 6 5 2 13 8 49 10 67 11205:45 PM 06:00 PM2 8 1 11 1 13 7 21 6 5 2 13 8 40 8 56 101PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARYANNUAL AVERAGE DAILY TRAFFIC CONDITIONSSW 59th Ave SW 74th StTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANDINTERVALL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTALTOTAL04:30 PM 05:30 PM24 35 14 73 22 52 36 110 17 53 8 78 32 218 33 283 544PEAK HOUR FACTOR0.76 0.81 0.75 0.78 0.80Note: 2017 FDOT Peak Season Conversion Factor = 1.00SW 59th Ave SW 74th St11_SW 59th Ave & SW 74th St236 DAVID PLUMMER & ASSOCIATES, INC.BIKE & PEDESTRIAN COUNT SUMMARY Project Number:Count Date: Project Name: SoMi Market _ 5850 SW 73rd Street Location: SW 74th St & SW 59th Ave Observer: DPADay of Week:214INTERVALBikes Pedestrians Bikes Pedestrians Bikes Pedestrians Bikes Pedestrians Bikes Pedestrians07:00 AM 07:15 AM0 1 1301001507:15 AM 07:30 AM0 0 1210032507:30 AM 07:45 AM0 1 0002020507:45 AM 08:00 AM0 1 0200000308:00 AM 08:15 AM0 2 0000050708:15 AM 08:30 AM0 0 0302010608:30 AM 08:45 AM0 1 1501021908:45 AM 09:00 AM1 2 1601012101508:00 AM 09:00 AM1 5 2140409332026INTERVALBikes Pedestrians Bikes Pedestrians Bikes Pedestrians Bikes Pedestrians Bikes Pedestrians04:00 PM 04:15 PM0 4 03331341304:15 PM 04:30 PM1 0 011000111204:30 PM 04:45 PM0 1 0100010304:45 PM 05:00 PM0 5 09000201605:00 PM 05:15 PM0 5 07120311705:15 PM 05:30 PM1 5 09420952505:30 PM 05:45 PM2 4 014000522305:45 PM 06:00 PM0 1 0202040911604:30 PM 05:30 PM11602654015661SW 59th AveSW 74th StSW 59th AveSW 74th StAM PEAK HOURTIMENORTHBOUNDSW 59th AveSOUTHBOUNDEASTBOUNDSW 74th StTOTALPM PEAK HOURTIMEWESTBOUNDNORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUNDTOTAL090454171862/27/2019Wednesday015Bike Ped 11_SW 59th Ave_SW 74th St237 Seasonal Factors 238 2016 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8701 MIAMI-DADE SOUTH MOCF: 0.99 WEEK DATES SF PSCF ================================================================================ 1 01/01/2016 - 01/02/2016 0.99 1.00 2 01/03/2016 - 01/09/2016 1.00 1.01 3 01/10/2016 - 01/16/2016 1.02 1.03 4 01/17/2016 - 01/23/2016 1.01 1.02 5 01/24/2016 - 01/30/2016 1.01 1.02 6 01/31/2016 - 02/06/2016 1.00 1.01 7 02/07/2016 - 02/13/2016 0.99 1.00 * 8 02/14/2016 - 02/20/2016 0.99 1.00 * 9 02/21/2016 - 02/27/2016 0.99 1.00 *10 02/28/2016 - 03/05/2016 0.99 1.00 *11 03/06/2016 - 03/12/2016 0.99 1.00 *12 03/13/2016 - 03/19/2016 0.99 1.00 *13 03/20/2016 - 03/26/2016 0.99 1.00 *14 03/27/2016 - 04/02/2016 0.99 1.00 *15 04/03/2016 - 04/09/2016 0.98 0.99 *16 04/10/2016 - 04/16/2016 0.98 0.99 *17 04/17/2016 - 04/23/2016 0.98 0.99 *18 04/24/2016 - 04/30/2016 0.99 1.00 *19 05/01/2016 - 05/07/2016 0.99 1.00 *20 05/08/2016 - 05/14/2016 0.99 1.00 21 05/15/2016 - 05/21/2016 1.00 1.01 22 05/22/2016 - 05/28/2016 1.00 1.01 23 05/29/2016 - 06/04/2016 1.00 1.01 24 06/05/2016 - 06/11/2016 1.00 1.01 25 06/12/2016 - 06/18/2016 1.00 1.01 26 06/19/2016 - 06/25/2016 1.01 1.02 27 06/26/2016 - 07/02/2016 1.02 1.03 28 07/03/2016 - 07/09/2016 1.02 1.03 29 07/10/2016 - 07/16/2016 1.03 1.04 30 07/17/2016 - 07/23/2016 1.03 1.04 31 07/24/2016 - 07/30/2016 1.02 1.03 32 07/31/2016 - 08/06/2016 1.02 1.03 33 08/07/2016 - 08/13/2016 1.01 1.02 34 08/14/2016 - 08/20/2016 1.01 1.02 35 08/21/2016 - 08/27/2016 1.01 1.02 36 08/28/2016 - 09/03/2016 1.02 1.03 37 09/04/2016 - 09/10/2016 1.02 1.03 38 09/11/2016 - 09/17/2016 1.03 1.04 39 09/18/2016 - 09/24/2016 1.02 1.03 40 09/25/2016 - 10/01/2016 1.01 1.02 41 10/02/2016 - 10/08/2016 1.00 1.01 42 10/09/2016 - 10/15/2016 1.00 1.01 43 10/16/2016 - 10/22/2016 1.00 1.01 44 10/23/2016 - 10/29/2016 1.00 1.01 45 10/30/2016 - 11/05/2016 1.00 1.01 46 11/06/2016 - 11/12/2016 1.00 1.01 47 11/13/2016 - 11/19/2016 1.01 1.02 48 11/20/2016 - 11/26/2016 1.00 1.01 49 11/27/2016 - 12/03/2016 1.00 1.01 50 12/04/2016 - 12/10/2016 0.99 1.00 51 12/11/2016 - 12/17/2016 0.99 1.00 52 12/18/2016 - 12/24/2016 1.00 1.01 53 12/25/2016 - 12/31/2016 1.02 1.03 * PEAK SEASON 21-FEB-2017 10:54:35 830UPD 6_8701_PKSEASON.TXT 239 Signal Timings 240 241 242 243 244 245 Print Date: 1/28/2018 2:01 AM Print Time: TOD Schedule Report for 3303: Red Rd&Sunset Dr IntersectionAsset PH 1 PH 8PH 7PH 6PH 5PH 4PH 2 PH 3 0 0 0 0 0 0 0 0 NBL SBT EBL WBT SBL NBT WBL EBT Splits 3303 Red Rd&Sunset Dr DOW-1 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 3.7 2.505----0--500 15 12--1255--5222-- 2 7 15 7 4 2.5157----15--777 0 56--562121--21111-- 3 0 0 5 3.7 2.405----0--500 16 16--1666--6222-- 4 7 16 10 4 2.4167----16--777 60 56--562323--235.5 2.5 2.5-- 5 0 0 5 3.7 2.505----0--500 15 12--1255--5222-- 6 7 15 7 4 2.5157----15--777 0 56--562121--21111-- 7 0 0 5 3.7 2.405----0--500 16 16--1666--6222-- 8 7 16 10 4 2.4167----16--777 60 56--562323--235.5 2.5 2.5-- unknownLast In Service Date: Permitted Phases 12345678 12345678Default External Permit 0 External Permit 1 External Permit 2 -2-4-6-8 -2-4-6-8 -2-4-6-8 Phase Bank 1Active Phase Bank: NBL SBT EBL WBT SBL NBT WBL EBT Page 1 of 3 246 Print Date: 1/28/2018 2:01 AM Print Time: TOD Schedule Report for 3303: Red Rd&Sunset Dr Cycle Current TOD Schedule Plan Ring Offset Offset Green Time 120 6 43 15 32 6 43 15 32 0 251 100 6 33 10 27 6 33 10 27 0 422 140 10 46 12 48 10 46 12 48 0 223 150 6 61 11 48 6 61 11 48 0 204 130 8 44 10 44 8 44 10 44 0 715 180 15 77 11 53 15 77 11 53 0 1506 90 6 27 9 24 6 27 9 24 0 477 220 15 117 11 53 15 117 11 53 0 208 80 6 25 5 20 6 25 5 20 0 469 80 6 24 6 20 6 24 6 20 0 7910 130 6 46 10 44 6 46 10 44 0 9611 120 6 35 12 43 6 35 12 43 0 7212 80 6 25 5 20 6 25 5 20 0 4313 140 6 52 16 42 6 52 16 42 0 2514 115 6 34 10 41 6 34 10 41 0 3715 115 6 34 10 41 6 34 10 41 0 3716 180 6 80 12 58 6 80 12 58 0 15917 220 6 120 12 58 6 120 12 58 0 7818 160 9 69 14 44 9 69 14 44 0 12719 180 6 80 12 58 6 80 12 58 0 11220 150 5 63 12 46 5 63 12 46 0 5621 80 6 25 5 20 6 25 5 20 0 4622 180 6 80 12 58 6 80 12 58 0 6323 150 6 65 12 43 6 65 12 43 0 2625 DOWPlanTime Local TOD Schedule 22 M T ThW0000 F 13 Su S0000 22 Su S0100 9 M T ThW0130 F 9 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 NBL SBT EBL WBT SBL WBL EBTNBT Day of WeekSettings *FunctionTime Local Time of Day Function TOD OUTPUTS --------SuM T W ThF S0000 VEH MAX RECALL 8---4--- M T W ThF1100 VEH MAX RECALL -------- M T W ThF1900 Day of WeekSettings *FunctionTime Current Time of Day Function 0000 TOD OUTPUTS --------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 3 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 Historic Background Growth 262 263 264 265 266 267 268 Winne DixieBackground Growth RateProject 17186Station Location 2012 2013 2014 2015 2016127SR 5/US 1, 400' E SW 57 AV82,000 74,000 79,500 70,000 74,500 0164SR 5/US 1, 200' S Davis St/SW 80 ST90,000 79,000 92,500 73,000 71,500 8252SW 59TH PLACE, 100' S OF SW 71 ST8,400 7,400 7,400 7,300 7,200 8299CR‐959 & SR‐959, 200' N OF SUNSET DR15,300 15,300 15,200 15,000 16,200 8302SW 57TH AV, 200' N OF SW 80TH ST 16,500 15,300 15,100 14,900 14,700 8308SW 67TH AVE, 200' S OF NW 72ND ST11,800 10,300 10,300 10,100 9,900 224,000 201,300 220,000 190,300 194,000‐10.1% 9.3%‐13.5% 1.9%‐3.1%TotalYearly GrowthGrowth Trend269 Project_Cardinal Distribution 17186 17186 ‐ Winne Dixie TAZ 1120 DIRECTION 2010 2040 2020 NNE 19.90% 23.10% 20.97%29.80% 30.90% ENE 9.50% 10.80% 9.93% ESE 2.30% 1.50% 2.03% SSE 1.60% 1.10% 1.43%35.77% 3.47% SSW 13.40% 14.20% 13.67% WSW 22.30% 21.70% 22.10% WNW 15.70% 13.30% 14.90% NNW 15.20% 14.30% 14.90% 37.00% 11.97% 35.87% 15.10% 270 Appendix D Intersection Capacity Analysis Worksheets 271 Existing Conditions 272 HCM 6th Signalized Intersection Summary 17186 Existing AM 1: US-1 & Sunset Drive 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 0 438 40 0 268 3 42 2628 70 38 1587 182 Future Volume (veh/h) 0 438 40 0 268 3 42 2628 70 38 1587 182 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.82 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 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 452 41 0 276 3 43 2709 72 39 1636 188 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, %022022222222 Cap, veh/h 0 494 45 0 541 6 194 3486 92 159 3352 384 Arrive On Green 0.00 0.15 0.15 0.00 0.15 0.15 0.02 0.68 0.68 0.05 0.72 0.72 Sat Flow, veh/h 0 3370 296 0 3685 39 1781 5112 135 1781 4632 531 Grp Volume(v), veh/h 0 244 249 0 136 143 43 1797 984 39 1201 623 Grp Sat Flow(s),veh/h/ln 0 1777 1796 0 1777 1853 1781 1702 1843 1781 1702 1759 Q Serve(g_s), s 0.0 29.7 30.1 0.0 15.5 15.6 1.8 78.2 80.3 0.0 33.1 33.3 Cycle Q Clear(g_c), s 0.0 29.7 30.1 0.0 15.5 15.6 1.8 78.2 80.3 0.0 33.1 33.3 Prop In Lane 0.00 0.16 0.00 0.02 1.00 0.07 1.00 0.30 Lane Grp Cap(c), veh/h 0 268 271 0 268 279 194 2321 1257 159 2464 1273 V/C Ratio(X) 0.00 0.91 0.92 0.00 0.51 0.51 0.22 0.77 0.78 0.24 0.49 0.49 Avail Cap(c_a), veh/h 0 283 286 0 283 295 196 2321 1257 160 2464 1273 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) 0.00 1.00 1.00 0.00 1.00 1.00 0.59 0.59 0.59 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 92.0 92.1 0.0 85.9 86.0 16.2 23.6 23.9 72.0 13.0 13.0 Incr Delay (d2), s/veh 0.0 31.4 33.0 0.0 2.1 2.1 0.1 1.5 3.0 0.3 0.7 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(95%),veh/ln 0.0 22.8 23.3 0.0 11.8 12.3 1.4 39.1 43.6 3.9 19.2 20.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 123.4 125.1 0.0 88.1 88.0 16.3 25.1 26.9 72.3 13.7 14.3 LnGrp LOS A F F A F F B C C E B B Approach Vol, veh/h 493 279 2824 1863 Approach Delay, s/veh 124.3 88.1 25.6 15.1 Approach LOS F F C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.6 167.2 42.1 19.9 158.0 42.1 Change Period (Y+Rc), s 6.0 8.0 9.0 8.0 * 8 9.0 Max Green Setting (Gmax), s 5.0 157.0 35.0 12.0 * 1.5E2 35.0 Max Q Clear Time (g_c+I1), s 3.8 35.3 17.6 2.0 82.3 32.1 Green Ext Time (p_c), s 0.0 6.4 2.0 0.0 15.0 1.1 Intersection Summary HCM 6th Ctrl Delay 34.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 273 Timings 17186 Existing AM 1: US-1 & Sunset Drive 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 0 438 40 0 268 3 42 2628 70 38 1587 182 Future Volume (vph) 0 438 40 0 268 3 42 2628 70 38 1587 182 Confl. Peds. (#/hr) 20 81 11 10 10 31 Confl. Bikes (#/hr)5931 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) 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) 35.0 35.0 11.0 37.0 11.0 37.0 Total Split (s) 44.0 44.0 11.0 158.0 18.0 165.0 Total Split (%) 20.0% 20.0% 5.0% 71.8% 8.2% 75.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 5.0 5.0 2.0 4.0 2.0 4.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.0 9.0 6.0 8.0 6.0 8.0 Lead/Lag Lead Lead Lag 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: 180 (82%), Referenced to phase 2:SWTL and 6:NETL, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 1: US-1 & Sunset Drive 274 HCM 6th Signalized Intersection Summary 17186 Existing PM 1: US-1 & Sunset Drive 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 0 442 67 0 392 11 107 1610 68 50 2341 194 Future Volume (veh/h) 0 442 67 0 392 11 107 1610 68 50 2341 194 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.88 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 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 470 71 0 417 12 114 1713 72 53 2490 206 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, %022022222222 Cap, veh/h 0 490 73 0 559 16 109 3536 149 244 3430 278 Arrive On Green 0.00 0.16 0.16 0.00 0.16 0.16 0.05 1.00 1.00 0.02 0.71 0.71 Sat Flow, veh/h 0 3171 462 0 3606 101 1781 5019 211 1781 4806 389 Grp Volume(v), veh/h 0 270 271 0 210 219 114 1161 624 53 1748 948 Grp Sat Flow(s),veh/h/ln 0 1777 1762 0 1777 1836 1781 1702 1826 1781 1702 1791 Q Serve(g_s), s 0.0 33.2 33.6 0.0 24.8 25.0 5.0 0.0 0.0 0.0 66.5 70.9 Cycle Q Clear(g_c), s 0.0 33.2 33.6 0.0 24.8 25.0 5.0 0.0 0.0 0.0 66.5 70.9 Prop In Lane 0.00 0.26 0.00 0.05 1.00 0.12 1.00 0.22 Lane Grp Cap(c), veh/h 0 283 280 0 283 292 109 2398 1286 244 2429 1278 V/C Ratio(X) 0.00 0.96 0.97 0.00 0.74 0.75 1.05 0.48 0.48 0.22 0.72 0.74 Avail Cap(c_a), veh/h 0 283 280 0 283 292 109 2398 1286 261 2429 1278 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 91.7 91.9 0.0 88.2 88.3 48.0 0.0 0.0 15.1 18.5 19.2 Incr Delay (d2), s/veh 0.0 41.6 44.6 0.0 10.9 10.9 92.1 0.6 1.1 0.2 1.9 3.9 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(95%),veh/ln 0.0 25.8 26.1 0.0 18.2 18.8 10.9 0.4 0.7 2.1 35.3 39.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 133.3 136.5 0.0 99.2 99.2 140.1 0.6 1.1 15.3 20.4 23.1 LnGrp LOS A F F A F F F A A B C C Approach Vol, veh/h 541 429 1899 2749 Approach Delay, s/veh 134.9 99.2 9.1 21.2 Approach LOS F F A C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 165.0 44.0 13.0 163.0 44.0 Change Period (Y+Rc), s 6.0 8.0 9.0 8.0 * 8 9.0 Max Green Setting (Gmax), s 5.0 157.0 35.0 7.0 * 1.6E2 35.0 Max Q Clear Time (g_c+I1), s 7.0 72.9 27.0 2.0 2.0 35.6 Green Ext Time (p_c), s 0.0 14.3 2.0 0.0 6.0 0.0 Intersection Summary HCM 6th Ctrl Delay 34.0 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 275 Timings 17186 Existing PM 1: US-1 & Sunset Drive 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 0 442 67 0 392 11 107 1610 68 50 2341 194 Future Volume (vph) 0 442 67 0 392 11 107 1610 68 50 2341 194 Confl. Peds. (#/hr) 15 56 31 16 16 11 Confl. Bikes (#/hr)3361 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) 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) 35.0 35.0 11.0 37.0 11.0 37.0 Total Split (s) 44.0 44.0 11.0 163.0 13.0 165.0 Total Split (%) 20.0% 20.0% 5.0% 74.1% 5.9% 75.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 5.0 5.0 2.0 4.0 2.0 4.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.0 9.0 6.0 8.0 6.0 8.0 Lead/Lag Lead Lead Lag 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: 0 (0%), Referenced to phase 2:SWTL and 6:NETL, Start of Yellow Natural Cycle: 105 Control Type: Actuated-Coordinated Splits and Phases: 1: US-1 & Sunset Drive 276 HCM 6th Signalized Intersection Summary 17186 Existing AM 2: SW 58th Avenue & Sunset Drive 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 130 339 34 23 217 108 31 64 16 6 13 3 Future Volume (veh/h) 130 339 34 23 217 108 31 64 16 6 13 3 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 0.94 0.91 0.96 0.90 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 138 361 36 24 231 115 33 68 17 6 14 3 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, %222222222222 Cap, veh/h 879 1325 132 787 922 459 76 105 23 172 143 31 Arrive On Green 0.79 0.79 0.79 1.00 1.00 1.00 0.10 0.10 0.10 0.10 0.10 0.10 Sat Flow, veh/h 1026 1671 167 980 1163 579 344 1070 238 1262 1459 313 Grp Volume(v), veh/h 138 0 397 24 0 346 118 006017 Grp Sat Flow(s),veh/h/ln 1026 0 1838 980 0 1742 1652 0 0 1262 0 1772 Q Serve(g_s), s 3.5 0.0 6.3 0.2 0.0 0.0 5.0 0.0 0.0 0.0 0.0 1.0 Cycle Q Clear(g_c), s 3.5 0.0 6.3 6.5 0.0 0.0 7.5 0.0 0.0 0.6 0.0 1.0 Prop In Lane 1.00 0.09 1.00 0.33 0.28 0.14 1.00 0.18 Lane Grp Cap(c), veh/h 879 0 1457 787 0 1381 204 0 0 172 0 174 V/C Ratio(X) 0.16 0.00 0.27 0.03 0.00 0.25 0.58 0.00 0.00 0.03 0.00 0.10 Avail Cap(c_a), veh/h 879 0 1457 787 0 1381 324 0 0 266 0 306 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.88 0.00 0.88 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 2.7 0.0 3.0 0.2 0.0 0.0 48.0 0.0 0.0 45.0 0.0 45.2 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.4 1.9 0.0 0.0 0.1 0.0 0.2 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(95%),veh/ln 1.0 0.0 3.2 0.0 0.0 0.3 5.8 0.0 0.0 0.3 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.8 0.0 3.1 0.3 0.0 0.4 50.0 0.0 0.0 45.1 0.0 45.3 LnGrp LOS AAAAAADAADAD Approach Vol, veh/h 535 370 118 23 Approach Delay, s/veh 3.0 0.4 50.0 45.3 Approach LOS A A D D Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 93.2 16.8 93.2 16.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 79.0 19.0 79.0 19.0 Max Q Clear Time (g_c+I1), s 8.5 9.5 8.3 3.0 Green Ext Time (p_c), s 0.9 0.3 1.1 0.0 Intersection Summary HCM 6th Ctrl Delay 8.3 HCM 6th LOS A 277 Timings 17186 Existing AM 2: SW 58th Avenue & Sunset Drive 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 339 34 23 217 108 31 64 16 6 13 3 Future Volume (vph) 130 339 34 23 217 108 31 64 16 6 13 3 Confl. Peds. (#/hr) 8 21 21 8 13 13 13 13 Confl. Bikes (#/hr) 2 2 5 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6248 Permitted Phases 6248 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 20.0 20.0 20.0 20.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.0 26.0 26.0 26.0 24.0 24.0 24.0 24.0 Total Split (s) 85.0 85.0 85.0 85.0 25.0 25.0 25.0 25.0 Total Split (%) 77.3% 77.3% 77.3% 77.3% 22.7% 22.7% 22.7% 22.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 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 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max None None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 52 (47%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 2: SW 58th Avenue & Sunset Drive 278 HCM 6th Signalized Intersection Summary 17186 Existing PM 2: SW 58th Avenue & Sunset Drive 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 119 286 30 26 295 104 43 80 13 21 42 33 Future Volume (veh/h) 119 286 30 26 295 104 43 80 13 21 42 33 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 0.92 0.88 0.97 0.86 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 129 311 33 28 321 113 47 87 14 23 46 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 713 1261 134 791 995 350 85 120 17 181 118 92 Arrive On Green 0.76 0.76 0.76 0.76 0.76 0.76 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 949 1660 176 1030 1309 461 317 916 129 1261 901 705 Grp Volume(v), veh/h 129 0 344 28 0 434 148 0 0 23 0 82 Grp Sat Flow(s),veh/h/ln 949 0 1836 1030 0 1770 1361 0 0 1261 0 1606 Q Serve(g_s), s 5.5 0.0 6.1 0.9 0.0 8.6 6.9 0.0 0.0 0.0 0.0 5.1 Cycle Q Clear(g_c), s 14.1 0.0 6.1 7.0 0.0 8.6 12.0 0.0 0.0 2.8 0.0 5.1 Prop In Lane 1.00 0.10 1.00 0.26 0.32 0.09 1.00 0.44 Lane Grp Cap(c), veh/h 713 0 1395 791 0 1345 222 0 0 181 0 211 V/C Ratio(X) 0.18 0.00 0.25 0.04 0.00 0.32 0.67 0.00 0.00 0.13 0.00 0.39 Avail Cap(c_a), veh/h 713 0 1395 791 0 1345 342 0 0 279 0 336 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 0.95 0.00 0.95 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.4 0.0 3.9 4.9 0.0 4.2 47.0 0.0 0.0 42.7 0.0 43.8 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.6 2.6 0.0 0.0 0.2 0.0 0.9 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(95%),veh/ln 1.9 0.0 3.4 0.4 0.0 5.0 7.4 0.0 0.0 1.0 0.0 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.5 0.0 3.9 5.0 0.0 4.8 49.5 0.0 0.0 43.0 0.0 44.6 LnGrp LOS AAAAAADAADAD Approach Vol, veh/h 473 462 148 105 Approach Delay, s/veh 4.6 4.8 49.5 44.3 Approach LOS A A D D Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 89.6 20.4 89.6 20.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 75.0 23.0 75.0 23.0 Max Q Clear Time (g_c+I1), s 10.6 14.0 16.1 7.1 Green Ext Time (p_c), s 1.1 0.4 1.0 0.3 Intersection Summary HCM 6th Ctrl Delay 13.8 HCM 6th LOS B 279 Timings 17186 Existing PM 2: SW 58th Avenue & Sunset Drive 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 119 286 30 26 295 104 43 80 13 21 42 33 Future Volume (vph) 119 286 30 26 295 104 43 80 13 21 42 33 Confl. Peds. (#/hr) 16 12 12 16 32 15 13 32 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6248 Permitted Phases 6248 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 20.0 20.0 20.0 20.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.0 26.0 26.0 26.0 24.0 24.0 24.0 24.0 Total Split (s) 81.0 81.0 81.0 81.0 29.0 29.0 29.0 29.0 Total Split (%) 73.6% 73.6% 73.6% 73.6% 26.4% 26.4% 26.4% 26.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 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 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max None None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 54 (49%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 2: SW 58th Avenue & Sunset Drive 280 HCM 6th Signalized Intersection Summary 17186 Existing AM 3: Red Road & Sunset Drive 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 136 236 26 149 232 57 56 508 129 89 307 96 Future Volume (veh/h) 136 236 26 149 232 57 56 508 129 89 307 96 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 1.00 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 149 259 29 164 255 0 62 558 142 98 337 105 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 186 294 33 157 336 597 1178 965 434 1187 973 Arrive On Green 0.05 0.18 0.18 0.05 0.18 0.00 0.02 0.63 0.63 0.03 0.63 0.63 Sat Flow, veh/h 1781 1637 183 1781 1870 1585 1781 1870 1533 1781 1870 1533 Grp Volume(v), veh/h 149 0 288 164 255 0 62 558 142 98 337 105 Grp Sat Flow(s),veh/h/ln 1781 0 1820 1781 1870 1585 1781 1870 1533 1781 1870 1533 Q Serve(g_s), s 12.0 0.0 33.9 12.0 28.5 0.0 2.8 34.6 8.3 4.4 17.7 5.9 Cycle Q Clear(g_c), s 12.0 0.0 33.9 12.0 28.5 0.0 2.8 34.6 8.3 4.4 17.7 5.9 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 186 0 327 157 336 597 1178 965 434 1187 973 V/C Ratio(X) 0.80 0.00 0.88 1.04 0.76 0.10 0.47 0.15 0.23 0.28 0.11 Avail Cap(c_a), veh/h 186 0 480 157 493 606 1178 965 434 1187 973 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) 0.97 0.00 0.97 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 78.3 0.0 88.0 81.4 85.8 0.0 14.5 21.5 16.6 16.8 17.9 15.8 Incr Delay (d2), s/veh 19.7 0.0 19.7 83.3 9.5 0.0 0.0 1.4 0.3 0.1 0.6 0.2 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(95%),veh/ln 6.6 0.0 24.8 11.3 21.2 0.0 2.1 22.7 5.7 3.4 12.9 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 97.9 0.0 107.7 164.8 95.3 0.0 14.5 22.9 16.9 16.9 18.5 16.0 LnGrp LOS F A F F F B C BBBB Approach Vol, veh/h 437 419 A 762 540 Approach Delay, s/veh 104.4 122.5 21.1 17.7 Approach LOS F F C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 145.6 18.0 45.5 12.0 144.5 18.0 45.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 120.0 12.0 58.0 6.0 120.0 12.0 58.0 Max Q Clear Time (g_c+I1), s 4.8 19.7 14.0 30.5 6.4 36.6 14.0 35.9 Green Ext Time (p_c), s 0.0 0.8 0.0 3.3 0.0 1.3 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 56.8 HCM 6th LOS E Notes User approved changes to right turn type. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 281 Timings 17186 Existing AM 3: Red Road & Sunset Drive 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 136 236 26 149 232 57 56 508 129 89 307 96 Future Volume (vph) 136 236 26 149 232 57 56 508 129 89 307 96 Confl. Peds. (#/hr) 19 10 10 4 3 14 14 3 Confl. Bikes (#/hr)1333 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 3 8 744166522 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 11.0 29.0 11.0 29.0 29.0 11.0 28.0 28.0 11.0 28.0 28.0 Total Split (s) 18.0 64.0 18.0 64.0 64.0 12.0 126.0 126.0 12.0 126.0 126.0 Total Split (%) 8.2% 29.1% 8.2% 29.1% 29.1% 5.5% 57.3% 57.3% 5.5% 57.3% 57.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 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 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 78 (35%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 3: Red Road & Sunset Drive 282 HCM 6th Signalized Intersection Summary 17186 Existing PM 3: Red Road & Sunset Drive 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 216 49 133 163 63 55 325 143 75 472 237 Future Volume (veh/h) 64 216 49 133 163 63 55 325 143 75 472 237 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.98 0.87 1.00 1.00 1.00 0.95 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 68 230 52 141 173 0 59 346 152 80 502 252 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, %222222222222 Cap, veh/h 222 248 56 138 343 438 1203 970 582 1208 975 Arrive On Green 0.04 0.17 0.17 0.05 0.18 0.00 0.02 0.64 0.64 0.02 0.65 0.65 Sat Flow, veh/h 1781 1432 324 1781 1870 1585 1781 1870 1508 1781 1870 1509 Grp Volume(v), veh/h 68 0 282 141 173 0 59 346 152 80 502 252 Grp Sat Flow(s),veh/h/ln 1781 0 1756 1781 1870 1585 1781 1870 1508 1781 1870 1509 Q Serve(g_s), s 6.9 0.0 34.8 11.0 18.3 0.0 2.5 17.8 8.8 3.4 28.6 15.6 Cycle Q Clear(g_c), s 6.9 0.0 34.8 11.0 18.3 0.0 2.5 17.8 8.8 3.4 28.6 15.6 Prop In Lane 1.00 0.18 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 222 0 304 138 343 438 1203 970 582 1208 975 V/C Ratio(X) 0.31 0.00 0.93 1.02 0.51 0.13 0.29 0.16 0.14 0.42 0.26 Avail Cap(c_a), veh/h 240 0 423 138 451 520 1203 970 659 1208 975 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) 0.98 0.00 0.98 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 71.5 0.0 89.6 81.7 80.9 0.0 14.7 17.2 15.6 13.5 18.9 16.6 Incr Delay (d2), s/veh 0.3 0.0 20.3 82.7 0.9 0.0 0.1 0.6 0.3 0.0 1.1 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(95%),veh/ln 5.8 0.0 24.6 9.8 14.0 0.0 1.9 12.9 5.9 2.6 19.2 9.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.8 0.0 110.0 164.3 81.7 0.0 14.7 17.8 15.9 13.5 19.9 17.2 LnGrp LOS E A F F F BBBBBB Approach Vol, veh/h 350 314 A 557 834 Approach Delay, s/veh 102.6 118.8 16.9 18.5 Approach LOS F F B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 148.1 14.7 46.3 11.4 147.5 17.0 44.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 117.0 11.0 53.0 15.0 117.0 11.0 53.0 Max Q Clear Time (g_c+I1), s 4.5 30.6 8.9 20.3 5.4 19.8 13.0 36.8 Green Ext Time (p_c), s 0.0 1.3 0.0 0.8 0.1 0.8 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 47.7 HCM 6th LOS D Notes User approved changes to right turn type. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 283 Timings 17186 Existing PM 3: Red Road & Sunset Drive 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 64 216 49 133 163 63 55 325 143 75 472 237 Future Volume (vph) 64 216 49 133 163 63 55 325 143 75 472 237 Confl. Peds. (#/hr) 44 33 33 44 27 36 36 27 Confl. Bikes (#/hr) 3 2 1 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 3 8 744166522 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 11.0 29.0 11.0 29.0 29.0 11.0 28.0 28.0 11.0 28.0 28.0 Total Split (s) 17.0 59.0 17.0 59.0 59.0 21.0 123.0 123.0 21.0 123.0 123.0 Total Split (%) 7.7% 26.8% 7.7% 26.8% 26.8% 9.5% 55.9% 55.9% 9.5% 55.9% 55.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 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 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 20 (9%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 3: Red Road & Sunset Drive 284 HCM Signalized Intersection Capacity Analysis 17186 Existing AM 4: Red Road & SW 74th Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 9 13 6 9 10 60 662 40 10 335 25 Future Volume (vph) 28 9 13 6 9 10 60 662 40 10 335 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.96 0.71 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 Frt 1.00 0.91 0.94 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1629 1230 1770 1845 1768 1844 Flt Permitted 0.95 1.00 0.99 0.53 1.00 0.35 1.00 Satd. Flow (perm) 1770 1629 1230 990 1845 654 1844 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 29 9 14 6 9 11 63 697 42 11 353 26 RTOR Reduction (vph) 0 14 0 0 11 0010010 Lane Group Flow (vph) 29 9 0 0 15 0 63 738 0 11 378 0 Confl. Peds. (#/hr) 7 7 4 4 Confl. Bikes (#/hr) 55 Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 8 8 7 7 2 6 Permitted Phases 2 6 Actuated Green, G (s) 7.5 7.5 6.7 186.8 186.8 186.8 186.8 Effective Green, g (s) 7.5 7.5 6.7 186.8 186.8 186.8 186.8 Actuated g/C Ratio 0.03 0.03 0.03 0.85 0.85 0.85 0.85 Clearance Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 60 55 37 840 1566 555 1565 v/s Ratio Prot c0.02 0.01 c0.01 c0.40 0.21 v/s Ratio Perm 0.06 0.02 v/c Ratio 0.48 0.17 0.41 0.07 0.47 0.02 0.24 Uniform Delay, d1 104.3 103.2 104.7 2.7 4.2 2.5 3.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.4 1.1 5.4 0.2 1.0 0.1 0.4 Delay (s) 108.8 104.3 110.1 2.8 5.2 2.6 3.5 Level of Service F F F A A A A Approach Delay (s) 106.8 110.1 5.0 3.5 Approach LOS F F A A Intersection Summary HCM 2000 Control Delay 10.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 285 Timings 17186 Existing AM 4: Red Road & SW 74th Street 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 9 13 6 9 10 60 662 40 10 335 25 Future Volume (vph) 28 9 13 6 9 10 60 662 40 10 335 25 Confl. Peds. (#/hr) 7 7 4 4 Confl. Bikes (#/hr) 55 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 8 8 7 7 2 6 Permitted Phases 2 6 Detector Phase 8 8 7 7 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 12.0 12.0 12.0 12.0 Minimum Split (s) 24.0 24.0 22.0 22.0 25.0 25.0 25.0 25.0 Total Split (s) 30.0 30.0 22.0 22.0 168.0 168.0 168.0 168.0 Total Split (%) 13.6% 13.6% 10.0% 10.0% 76.4% 76.4% 76.4% 76.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lead/Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 71 (32%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Red Road & SW 74th Street 286 Queues 17186 Existing AM 4: Red Road & SW 74th Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 29 23 26 63 739 11 379 v/c Ratio 0.41 0.29 0.39 0.07 0.46 0.02 0.24 Control Delay 118.9 62.6 84.7 3.5 5.6 3.6 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 2.3 Total Delay 118.9 62.6 84.7 3.5 5.6 3.6 6.2 Queue Length 50th (ft) 42 13 22 13 244 2 94 Queue Length 95th (ft) 86 52 62 29 373 8 151 Internal Link Dist (ft) 557 147 496 251 Turn Bay Length (ft) 110 Base Capacity (vph) 193 190 120 856 1597 565 1597 Starvation Cap Reductn 0000001064 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.15 0.12 0.22 0.07 0.46 0.02 0.71 Intersection Summary 287 HCM Signalized Intersection Capacity Analysis 17186 Existing PM 4: Red Road & SW 74th Street 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 43 22 33 36 64 26 84 451 14 22 437 70 Future Volume (vph) 43 22 33 36 64 26 84 451 14 22 437 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.97 0.99 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 Frt 1.00 0.91 0.97 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1636 1774 1767 1854 1770 1818 Flt Permitted 0.95 1.00 0.99 0.43 1.00 0.45 1.00 Satd. Flow (perm) 1770 1636 1774 799 1854 846 1818 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 45 23 35 38 67 27 88 475 15 23 460 74 RTOR Reduction (vph) 0 27 0050000020 Lane Group Flow (vph) 45 31 0 0 127 0 88 490 0 23 532 0 Confl. Peds. (#/hr) 1 5 5 1 5 5 Confl. Bikes (#/hr) 1 1 Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 8 8 7 7 2 6 Permitted Phases 2 6 Actuated Green, G (s) 10.7 10.7 18.1 172.2 172.2 172.2 172.2 Effective Green, g (s) 10.7 10.7 18.1 172.2 172.2 172.2 172.2 Actuated g/C Ratio 0.05 0.05 0.08 0.78 0.78 0.78 0.78 Clearance Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 86 79 145 625 1451 662 1422 v/s Ratio Prot c0.03 0.02 c0.07 0.26 c0.29 v/s Ratio Perm 0.11 0.03 v/c Ratio 0.52 0.40 0.88 0.14 0.34 0.03 0.37 Uniform Delay, d1 102.2 101.5 99.9 5.8 7.1 5.3 7.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 2.4 40.6 0.5 0.6 0.1 0.8 Delay (s) 106.5 103.9 140.4 6.3 7.7 5.4 8.1 Level of Service F F F A A A A Approach Delay (s) 105.0 140.4 7.5 8.0 Approach LOS F F A A Intersection Summary HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 288 Timings 17186 Existing PM 4: Red Road & SW 74th Street 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 43 22 33 36 64 26 84 451 14 22 437 70 Future Volume (vph) 43 22 33 36 64 26 84 451 14 22 437 70 Confl. Peds. (#/hr) 1 5 5 1 5 5 Confl. Bikes (#/hr) 1 1 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 8 8 7 7 2 6 Permitted Phases 2 6 Detector Phase 8 8 7 7 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 12.0 12.0 12.0 12.0 Minimum Split (s) 24.0 24.0 22.0 22.0 25.0 25.0 25.0 25.0 Total Split (s) 31.0 31.0 25.0 25.0 164.0 164.0 164.0 164.0 Total Split (%) 14.1% 14.1% 11.4% 11.4% 74.5% 74.5% 74.5% 74.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lead/Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 33 (15%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 4: Red Road & SW 74th Street 289 Queues 17186 Existing PM 4: Red Road & SW 74th Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 45 58 132 88 490 23 534 v/c Ratio 0.53 0.55 0.88 0.14 0.34 0.03 0.37 Control Delay 122.9 74.2 140.7 6.9 8.0 6.2 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 9.2 Total Delay 122.9 74.2 140.7 6.9 8.0 6.2 17.6 Queue Length 50th (ft) 65 43 186 29 196 7 219 Queue Length 95th (ft) 117 102 #318 53 269 17 300 Internal Link Dist (ft) 557 147 496 251 Turn Bay Length (ft) 110 Base Capacity (vph) 201 211 157 626 1450 662 1425 Starvation Cap Reductn 000000850 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.22 0.27 0.84 0.14 0.34 0.03 0.93 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 290 HCM 6th AWSC 17186 Existing AM 5: SW 58th Avenue & SW 74th Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 88 22 6 84 32 21 58 24 11 22 49 Future Vol, veh/h 29 88 22 6 84 32 21 58 24 11 22 49 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 39 117 29 8 112 43 28 77 32 15 29 65 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9.2 8.8 8.9 8.4 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 20% 21% 5% 13% Vol Thru, % 56% 63% 69% 27% Vol Right, % 23% 16% 26% 60% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 103 139 122 82 LT Vol 21 29 6 11 Through Vol 58 88 84 22 RT Vol 24 22 32 49 Lane Flow Rate 137 185 163 109 Geometry Grp 1111 Degree of Util (X) 0.182 0.24 0.207 0.139 Departure Headway (Hd) 4.775 4.655 4.591 4.585 Convergence, Y/N Yes Yes Yes Yes Cap 748 769 779 778 Service Time 2.826 2.699 2.636 2.637 HCM Lane V/C Ratio 0.183 0.241 0.209 0.14 HCM Control Delay 8.9 9.2 8.8 8.4 HCM Lane LOS AAAA HCM 95th-tile Q 0.7 0.9 0.8 0.5 291 HCM 6th AWSC 17186 Existing PM 5: SW 58th Avenue & SW 74th Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 69 40 16 230 32 30 36 9 23 39 29 Future Vol, veh/h 14 69 40 16 230 32 30 36 9 23 39 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 15 75 43 17 250 35 33 39 10 25 42 32 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.5 10.2 8.8 8.7 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 40% 11% 6% 25% Vol Thru, % 48% 56% 83% 43% Vol Right, % 12% 33% 12% 32% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 75 123 278 91 LT Vol 30 14 16 23 Through Vol 36 69 230 39 RT Vol 9 40 32 29 Lane Flow Rate 82 134 302 99 Geometry Grp 1111 Degree of Util (X) 0.115 0.169 0.376 0.134 Departure Headway (Hd) 5.063 4.553 4.479 4.892 Convergence, Y/N Yes Yes Yes Yes Cap 704 785 801 729 Service Time 3.118 2.597 2.515 2.947 HCM Lane V/C Ratio 0.116 0.171 0.377 0.136 HCM Control Delay 8.8 8.5 10.2 8.7 HCM Lane LOS AABA HCM 95th-tile Q 0.4 0.6 1.8 0.5 292 HCM 6th AWSC 17186 Existing AM 6: SW 58th Avenue & SW 73rd Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 80 2 8 110 19 9 73 24 17 34 26 Future Vol, veh/h 18 80 2 8 110 19 9 73 24 17 34 26 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, %222222222222 Mvmt Flow 21 94 2 9 129 22 11 86 28 20 40 31 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.5 8.7 8.5 8.2 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 8% 18% 6% 22% Vol Thru, % 69% 80% 80% 44% Vol Right, % 23% 2% 14% 34% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 106 100 137 77 LT Vol 9 18 8 17 Through Vol 73 80 110 34 RT Vol 24 2 19 26 Lane Flow Rate 125 118 161 91 Geometry Grp 1111 Degree of Util (X) 0.158 0.152 0.202 0.115 Departure Headway (Hd) 4.572 4.645 4.503 4.574 Convergence, Y/N Yes Yes Yes Yes Cap 784 772 796 783 Service Time 2.604 2.677 2.532 2.608 HCM Lane V/C Ratio 0.159 0.153 0.202 0.116 HCM Control Delay 8.5 8.5 8.7 8.2 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.5 0.8 0.4 293 HCM 6th AWSC 17186 Existing PM 6: SW 58th Avenue & SW 73rd Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 10.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 26 83 22 30 236 44 13 60 5 21 64 31 Future Vol, veh/h 26 83 22 30 236 44 13 60 5 21 64 31 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %222222222222 Mvmt Flow 29 92 24 33 262 49 14 67 6 23 71 34 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9.1 11.2 9.1 9.3 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 17% 20% 10% 18% Vol Thru, % 77% 63% 76% 55% Vol Right, % 6% 17% 14% 27% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 78 131 310 116 LT Vol 13 26 30 21 Through Vol 60 83 236 64 RT Vol 5 22 44 31 Lane Flow Rate 87 146 344 129 Geometry Grp 1111 Degree of Util (X) 0.126 0.195 0.44 0.181 Departure Headway (Hd) 5.25 4.827 4.594 5.069 Convergence, Y/N Yes Yes Yes Yes Cap 677 738 778 701 Service Time 3.33 2.894 2.647 3.144 HCM Lane V/C Ratio 0.129 0.198 0.442 0.184 HCM Control Delay 9.1 9.1 11.2 9.3 HCM Lane LOS AABA HCM 95th-tile Q 0.4 0.7 2.3 0.7 294 HCM 6th AWSC 17186 Existing AM 7: SW 58th Court & SW 73rd Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 64 12 2 92 9 25 9 6 4 13 20 Future Vol, veh/h 38 64 12 2 92 9 25 9 6 4 13 20 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, %222222222222 Mvmt Flow 51 86 16 3 124 12 34 12 8 5 18 27 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.3 8.2 8.1 7.6 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 62% 33% 2% 11% Vol Thru, % 22% 56% 89% 35% Vol Right, % 15% 11% 9% 54% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 40 114 103 37 LT Vol 25 38 2 4 Through Vol 9 64 92 13 RT Vol 6 12 9 20 Lane Flow Rate 54 154 139 50 Geometry Grp 1111 Degree of Util (X) 0.07 0.185 0.166 0.06 Departure Headway (Hd) 4.68 4.326 4.291 4.35 Convergence, Y/N Yes Yes Yes Yes Cap 767 832 839 825 Service Time 2.697 2.338 2.303 2.367 HCM Lane V/C Ratio 0.07 0.185 0.166 0.061 HCM Control Delay 8.1 8.3 8.2 7.6 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.7 0.6 0.2 295 HCM 6th AWSC 17186 Existing PM 7: SW 58th Court & SW 73rd Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 77 19 22 250 18 22 13 9 14 26 36 Future Vol, veh/h 23 77 19 22 250 18 22 13 9 14 26 36 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %222222222222 Mvmt Flow 26 87 21 25 281 20 25 15 10 16 29 40 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.5 10.3 8.5 8.4 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 50% 19% 8% 18% Vol Thru, % 30% 65% 86% 34% Vol Right, % 20% 16% 6% 47% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 44 119 290 76 LT Vol 22 23 22 14 Through Vol 13 77 250 26 RT Vol 9 19 18 36 Lane Flow Rate 49 134 326 85 Geometry Grp 1111 Degree of Util (X) 0.07 0.169 0.398 0.114 Departure Headway (Hd) 5.061 4.561 4.392 4.787 Convergence, Y/N Yes Yes Yes Yes Cap 705 785 818 747 Service Time 3.107 2.598 2.423 2.829 HCM Lane V/C Ratio 0.07 0.171 0.399 0.114 HCM Control Delay 8.5 8.5 10.3 8.4 HCM Lane LOS AABA HCM 95th-tile Q 0.2 0.6 1.9 0.4 296 HCM 6th AWSC 17186 Existing AM 8: SW 59th Avenue & SW 73rd Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 69 22 12 96 0 63 0 41 26 19 4 Future Vol, veh/h 0 69 22 12 96 0 63 0 41 26 19 4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %222222222222 Mvmt Flow 0 77 24 13 107 0 70 0 46 29 21 4 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.9 8.3 8.1 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 61% 0% 11% 53% Vol Thru, % 0% 76% 89% 39% Vol Right, % 39% 24% 0% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 104 91 108 49 LT Vol 63 0 12 26 Through Vol 0 69 96 19 RT Vol 41 22 0 4 Lane Flow Rate 116 101 120 54 Geometry Grp 1111 Degree of Util (X) 0.141 0.121 0.149 0.07 Departure Headway (Hd) 4.384 4.316 4.459 4.623 Convergence, Y/N Yes Yes Yes Yes Cap 819 832 806 776 Service Time 2.403 2.334 2.476 2.645 HCM Lane V/C Ratio 0.142 0.121 0.149 0.07 HCM Control Delay 8.1 7.9 8.3 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.4 0.5 0.2 297 HCM 6th AWSC 17186 Existing PM 8: SW 59th Avenue & SW 73rd Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 78 34 23 267 0 87 0 18 15 35 19 Future Vol, veh/h 0 78 34 23 267 0 87 0 18 15 35 19 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 Heavy Vehicles, %222222222222 Mvmt Flow 0 83 36 24 284 0 93 0 19 16 37 20 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.4 10.5 9.1 8.6 HCM LOS A B A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 83% 0% 8% 22% Vol Thru, % 0% 70% 92% 51% Vol Right, % 17% 30% 0% 28% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 105 112 290 69 LT Vol 87 0 23 15 Through Vol 0 78 267 35 RT Vol 18 34 0 19 Lane Flow Rate 112 119 309 73 Geometry Grp 1111 Degree of Util (X) 0.158 0.151 0.39 0.101 Departure Headway (Hd) 5.08 4.575 4.555 4.953 Convergence, Y/N Yes Yes Yes Yes Cap 704 780 790 720 Service Time 3.131 2.622 2.592 3.009 HCM Lane V/C Ratio 0.159 0.153 0.391 0.101 HCM Control Delay 9.1 8.4 10.5 8.6 HCM Lane LOS AABA HCM 95th-tile Q 0.6 0.5 1.9 0.3 298 HCM Signalized Intersection Capacity Analysis 17186 Existing AM 9: US-1 & SW 73rd Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Movement WBL WBR NET NER SWL SWT Lane Configurations Traffic Volume (vph) 110 51 2820 70 47 1520 Future Volume (vph) 110 51 2820 70 47 1520 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.0 7.0 7.0 7.0 Lane Util. Factor 0.97 0.91 1.00 0.91 Frpb, ped/bikes 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 1.00 Flt Protected 0.97 1.00 0.95 1.00 Satd. Flow (prot) 3302 5064 1770 5085 Flt Permitted 0.97 1.00 0.02 1.00 Satd. Flow (perm) 3302 5064 41 5085 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 115 53 2938 73 49 1583 RTOR Reduction (vph) 27 01000 Lane Group Flow (vph) 141 0 3010 0 49 1583 Confl. Peds. (#/hr) 1 3 2 2 Confl. Bikes (#/hr) 1 Turn Type Prot NA pm+pt NA Protected Phases 4 6 5 2 Permitted Phases 2 Actuated Green, G (s) 14.7 176.4 190.3 190.3 Effective Green, g (s) 14.7 176.4 190.3 190.3 Actuated g/C Ratio 0.07 0.80 0.87 0.87 Clearance Time (s) 8.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 220 4060 89 4398 v/s Ratio Prot c0.04 c0.59 0.02 c0.31 v/s Ratio Perm 0.46 v/c Ratio 0.64 0.74 0.55 0.36 Uniform Delay, d1 100.1 10.7 43.4 2.9 Progression Factor 1.00 1.00 1.25 0.97 Incremental Delay, d2 6.2 1.3 3.6 0.2 Delay (s) 106.3 11.9 58.0 3.0 Level of Service F B E A Approach Delay (s) 106.3 11.9 4.7 Approach LOS F B A Intersection Summary HCM 2000 Control Delay 12.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 299 Timings 17186 Existing AM 9: US-1 & SW 73rd Street 03/12/2018 5850 SW 73rd Place 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Lane Group WBL WBR NET NER SWL SWT Lane Configurations Traffic Volume (vph) 110 51 2820 70 47 1520 Future Volume (vph) 110 51 2820 70 47 1520 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Turn Type Prot NA pm+pt NA Protected Phases 4 6 5 2 Permitted Phases 2 Detector Phase 4 6 5 2 Switch Phase Minimum Initial (s) 7.0 18.0 5.0 18.0 Minimum Split (s) 26.0 25.0 12.0 25.0 Total Split (s) 32.0 174.0 14.0 188.0 Total Split (%) 14.5% 79.1% 6.4% 85.5% Yellow Time (s) 4.0 5.0 5.0 5.0 All-Red Time (s) 4.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.0 7.0 7.0 7.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None C-Max None C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 150 (68%), Referenced to phase 2:SWTL and 6:NET, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 9: US-1 & SW 73rd Street 300 Queues 17186 Existing AM 9: US-1 & SW 73rd Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Lane Group WBL NET SWL SWT Lane Group Flow (vph) 168 3011 49 1583 v/c Ratio 0.68 0.74 0.55 0.36 Control Delay 96.4 12.6 61.3 3.1 Queue Delay 0.0 2.4 0.0 0.2 Total Delay 96.4 15.0 61.3 3.3 Queue Length 50th (ft) 103 691 34 133 Queue Length 95th (ft) 149 882 m84 170 Internal Link Dist (ft) 418 593 462 Turn Bay Length (ft) 120 Base Capacity (vph) 386 4061 97 4399 Starvation Cap Reductn 0 0 0 1583 Spillback Cap Reductn 2 884 0 0 Storage Cap Reductn 0000 Reduced v/c Ratio 0.44 0.95 0.51 0.56 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 301 HCM Signalized Intersection Capacity Analysis 17186 Existing PM 9: US-1 & SW 73rd Street 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Movement WBL WBR NET NER SWL SWT Lane Configurations Traffic Volume (vph) 289 81 1784 85 36 2311 Future Volume (vph) 289 81 1784 85 36 2311 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.0 7.0 7.0 7.0 Lane Util. Factor 0.97 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.97 0.99 1.00 1.00 Flt Protected 0.96 1.00 0.95 1.00 Satd. Flow (prot) 3348 5045 1770 5085 Flt Permitted 0.96 1.00 0.08 1.00 Satd. Flow (perm) 3348 5045 151 5085 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 298 84 1839 88 37 2382 RTOR Reduction (vph) 12 02000 Lane Group Flow (vph) 370 0 1925 0 37 2382 Confl. Peds. (#/hr) 3 4 3 3 Turn Type Prot NA pm+pt NA Protected Phases 4 6 5 2 Permitted Phases 2 Actuated Green, G (s) 28.9 164.6 176.1 176.1 Effective Green, g (s) 28.9 164.6 176.1 176.1 Actuated g/C Ratio 0.13 0.75 0.80 0.80 Clearance Time (s) 8.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 439 3774 153 4070 v/s Ratio Prot c0.11 0.38 0.00 c0.47 v/s Ratio Perm 0.19 v/c Ratio 0.84 0.51 0.24 0.59 Uniform Delay, d1 93.3 11.3 8.1 8.2 Progression Factor 1.00 1.00 0.30 0.18 Incremental Delay, d2 13.7 0.5 0.2 0.4 Delay (s) 107.0 11.8 2.6 1.9 Level of Service F B A A Approach Delay (s) 107.0 11.8 1.9 Approach LOS F B A Intersection Summary HCM 2000 Control Delay 14.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 302 Timings 17186 Existing PM 9: US-1 & SW 73rd Street 03/12/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Lane Group WBL WBR NET NER SWL SWT Lane Configurations Traffic Volume (vph) 289 81 1784 85 36 2311 Future Volume (vph) 289 81 1784 85 36 2311 Confl. Peds. (#/hr) 3 4 3 3 Confl. Bikes (#/hr) Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Turn Type Prot NA pm+pt NA Protected Phases 4 6 5 2 Permitted Phases 2 Detector Phase 4 6 5 2 Switch Phase Minimum Initial (s) 7.0 18.0 5.0 18.0 Minimum Split (s) 26.0 25.0 12.0 25.0 Total Split (s) 41.0 163.0 16.0 179.0 Total Split (%) 18.6% 74.1% 7.3% 81.4% Yellow Time (s) 4.0 5.0 5.0 5.0 All-Red Time (s) 4.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.0 7.0 7.0 7.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None C-Max None C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 20 (9%), Referenced to phase 2:SWTL and 6:NET, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 9: US-1 & SW 73rd Street 303 Queues 17186 Existing PM 9: US-1 & SW 73rd Street 03/28/2018 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Lane Group WBL NET SWL SWT Lane Group Flow (vph) 382 1927 37 2382 v/c Ratio 0.85 0.51 0.23 0.59 Control Delay 107.3 11.8 3.6 1.9 Queue Delay 0.0 0.0 0.0 0.1 Total Delay 107.3 11.8 3.6 2.0 Queue Length 50th (ft) 274 402 3 64 Queue Length 95th (ft) 335 463 m3 69 Internal Link Dist (ft) 418 593 462 Turn Bay Length (ft) 120 Base Capacity (vph) 513 3808 187 4070 Starvation Cap Reductn 0 0 0 475 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.74 0.51 0.20 0.66 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 304 HCM 6th AWSC 17186 Existing AM 11: SW 74th Street & SW 59th Avenue 02/28/2019 5850 SW 73rd Street 03/08/2018 17186 Existing AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 72 4 5 69 36 10 25 6 20 18 17 Future Vol, veh/h 29 72 4 5 69 36 10 25 6 20 18 17 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 36 89 5 6 85 44 12 31 7 25 22 21 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.2 8 7.9 7.9 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 24% 28% 5% 36% Vol Thru, % 61% 69% 63% 33% Vol Right, % 15% 4% 33% 31% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 41 105 110 55 LT Vol 10 29 5 20 Through Vol 25 72 69 18 RT Vol 6 4 36 17 Lane Flow Rate 51 130 136 68 Geometry Grp 1111 Degree of Util (X) 0.064 0.158 0.157 0.084 Departure Headway (Hd) 4.56 4.381 4.161 4.468 Convergence, Y/N Yes Yes Yes Yes Cap 787 821 864 804 Service Time 2.579 2.395 2.175 2.485 HCM Lane V/C Ratio 0.065 0.158 0.157 0.085 HCM Control Delay 7.9 8.2 8 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.6 0.6 0.3 305 HCM 6th AWSC 17186 Existing PM 11: SW 74th Street & SW 59th Avenue 02/28/2019 5850 SW 73rd Street 03/08/2018 17186 Existing PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 10.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 53 8 32 218 33 24 35 14 22 52 36 Future Vol, veh/h 17 53 8 32 218 33 24 35 14 22 52 36 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles, %222222222222 Mvmt Flow 21 66 10 40 273 41 30 44 18 28 65 45 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.7 11.4 9 9.2 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 33% 22% 11% 20% Vol Thru, % 48% 68% 77% 47% Vol Right, % 19% 10% 12% 33% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 73 78 283 110 LT Vol 24 17 32 22 Through Vol 35 53 218 52 RT Vol 14 8 33 36 Lane Flow Rate 91 98 354 138 Geometry Grp 1111 Degree of Util (X) 0.13 0.133 0.45 0.189 Departure Headway (Hd) 5.131 4.906 4.579 4.959 Convergence, Y/N Yes Yes Yes Yes Cap 694 725 782 718 Service Time 3.202 2.972 2.627 3.026 HCM Lane V/C Ratio 0.131 0.135 0.453 0.192 HCM Control Delay 9 8.7 11.4 9.2 HCM Lane LOS AABA HCM 95th-tile Q 0.4 0.5 2.4 0.7 306 Future without Project Conditions 307 HCM 6th Signalized Intersection Summary 17186 Future without Project AM 1: US-1 & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 0 449 41 0 299 3 117 2709 75 42 1655 186 Future Volume (veh/h) 0 449 41 0 299 3 117 2709 75 42 1655 186 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.82 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 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 463 42 0 308 3 121 2793 77 43 1706 192 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, %022022222222 Cap, veh/h 0 501 45 0 550 5 185 3482 95 150 3342 375 Arrive On Green 0.00 0.15 0.15 0.00 0.15 0.15 0.02 0.68 0.68 0.05 0.72 0.72 Sat Flow, veh/h 0 3371 296 0 3691 35 1781 5107 139 1781 4644 521 Grp Volume(v), veh/h 0 250 255 0 152 159 121 1853 1017 43 1249 649 Grp Sat Flow(s),veh/h/ln 0 1777 1796 0 1777 1855 1781 1702 1842 1781 1702 1761 Q Serve(g_s), s 0.0 30.5 30.8 0.0 17.4 17.5 5.0 83.6 86.3 0.0 35.7 36.0 Cycle Q Clear(g_c), s 0.0 30.5 30.8 0.0 17.4 17.5 5.0 83.6 86.3 0.0 35.7 36.0 Prop In Lane 0.00 0.16 0.00 0.02 1.00 0.08 1.00 0.30 Lane Grp Cap(c), veh/h 0 272 275 0 272 284 185 2321 1256 150 2450 1267 V/C Ratio(X) 0.00 0.92 0.93 0.00 0.56 0.56 0.66 0.80 0.81 0.29 0.51 0.51 Avail Cap(c_a), veh/h 0 283 286 0 283 295 185 2321 1256 155 2450 1267 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) 0.00 1.00 1.00 0.00 1.00 1.00 0.55 0.55 0.55 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 91.8 92.0 0.0 86.3 86.3 22.0 24.4 24.9 80.7 13.6 13.7 Incr Delay (d2), s/veh 0.0 33.1 34.7 0.0 3.0 2.9 3.7 1.7 3.2 0.4 0.8 1.5 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(95%),veh/ln 0.0 23.4 24.0 0.0 13.1 13.6 4.4 41.3 46.3 4.3 20.5 21.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 125.0 126.6 0.0 89.2 89.2 25.7 26.1 28.1 81.1 14.4 15.2 LnGrp LOS A F F A F F C C C F B B Approach Vol, veh/h 505 311 2991 1941 Approach Delay, s/veh 125.8 89.2 26.8 16.1 Approach LOS F F C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 166.3 42.7 19.3 158.0 42.7 Change Period (Y+Rc), s 6.0 8.0 9.0 8.0 * 8 9.0 Max Green Setting (Gmax), s 5.0 157.0 35.0 12.0 * 1.5E2 35.0 Max Q Clear Time (g_c+I1), s 7.0 38.0 19.5 2.0 88.3 32.8 Green Ext Time (p_c), s 0.0 6.9 2.1 0.0 16.1 0.8 Intersection Summary HCM 6th Ctrl Delay 35.3 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 308 Timings 17186 Future without Project AM 1: US-1 & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 0 449 41 0 299 3 117 2709 75 42 1655 186 Future Volume (vph) 0 449 41 0 299 3 117 2709 75 42 1655 186 Confl. Peds. (#/hr) 20 81 11 10 10 31 Confl. Bikes (#/hr)5931 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) 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) 35.0 35.0 11.0 37.0 11.0 37.0 Total Split (s) 44.0 44.0 11.0 158.0 18.0 165.0 Total Split (%) 20.0% 20.0% 5.0% 71.8% 8.2% 75.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 5.0 5.0 2.0 4.0 2.0 4.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.0 9.0 6.0 8.0 6.0 8.0 Lead/Lag Lead Lead Lag 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: 180 (82%), Referenced to phase 2:SWTL and 6:NETL, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 1: US-1 & Sunset Drive 309 HCM 6th Signalized Intersection Summary 17186 Future without Project PM 1: US-1 & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 0 462 68 0 410 11 137 1688 72 68 2429 198 Future Volume (veh/h) 0 462 68 0 410 11 137 1688 72 68 2429 198 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.88 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 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 491 72 0 436 12 146 1796 77 72 2584 211 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, %022022222222 Cap, veh/h 0 492 72 0 560 15 103 3533 151 230 3435 274 Arrive On Green 0.00 0.16 0.16 0.00 0.16 0.16 0.05 1.00 1.00 0.02 0.71 0.71 Sat Flow, veh/h 0 3185 451 0 3611 97 1781 5014 215 1781 4813 383 Grp Volume(v), veh/h 0 281 282 0 220 228 146 1219 654 72 1808 987 Grp Sat Flow(s),veh/h/ln 0 1777 1765 0 1777 1838 1781 1702 1825 1781 1702 1793 Q Serve(g_s), s 0.0 34.8 35.0 0.0 26.1 26.2 5.0 0.0 0.0 0.0 71.4 77.1 Cycle Q Clear(g_c), s 0.0 34.8 35.0 0.0 26.1 26.2 5.0 0.0 0.0 0.0 71.4 77.1 Prop In Lane 0.00 0.26 0.00 0.05 1.00 0.12 1.00 0.21 Lane Grp Cap(c), veh/h 0 283 281 0 283 292 103 2398 1286 230 2429 1279 V/C Ratio(X) 0.00 0.99 1.00 0.00 0.78 0.78 1.42 0.51 0.51 0.31 0.74 0.77 Avail Cap(c_a), veh/h 0 283 281 0 283 292 103 2398 1286 247 2429 1279 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00 0.83 0.83 0.83 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 92.4 92.5 0.0 88.8 88.8 52.0 0.0 0.0 17.2 19.2 20.1 Incr Delay (d2), s/veh 0.0 51.9 54.8 0.0 13.5 13.5 229.0 0.6 1.2 0.3 2.1 4.5 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(95%),veh/ln 0.0 27.6 27.9 0.0 19.2 19.8 16.3 0.4 0.8 3.2 37.7 43.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 144.3 147.3 0.0 102.3 102.3 281.0 0.6 1.2 17.5 21.4 24.6 LnGrp LOS A F F A F F F A A B C C Approach Vol, veh/h 563 448 2019 2867 Approach Delay, s/veh 145.8 102.3 21.1 22.4 Approach LOS F F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 165.0 44.0 13.0 163.0 44.0 Change Period (Y+Rc), s 6.0 8.0 9.0 8.0 * 8 9.0 Max Green Setting (Gmax), s 5.0 157.0 35.0 7.0 * 1.6E2 35.0 Max Q Clear Time (g_c+I1), s 7.0 79.1 28.2 2.0 2.0 37.0 Green Ext Time (p_c), s 0.0 15.7 1.9 0.0 6.6 0.0 Intersection Summary HCM 6th Ctrl Delay 39.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 310 Timings 17186 Future without Project PM 1: US-1 & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 0 462 68 0 410 11 137 1688 72 68 2429 198 Future Volume (vph) 0 462 68 0 410 11 137 1688 72 68 2429 198 Confl. Peds. (#/hr) 15 56 31 16 16 11 Confl. Bikes (#/hr)3361 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) 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) 35.0 35.0 11.0 37.0 11.0 37.0 Total Split (s) 44.0 44.0 11.0 163.0 13.0 165.0 Total Split (%) 20.0% 20.0% 5.0% 74.1% 5.9% 75.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 5.0 5.0 2.0 4.0 2.0 4.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.0 9.0 6.0 8.0 6.0 8.0 Lead/Lag Lead Lead Lag 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: 0 (0%), Referenced to phase 2:SWTL and 6:NETL, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 1: US-1 & Sunset Drive 311 HCM 6th Signalized Intersection Summary 17186 Future without Project AM 2: SW 58th Avenue & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 133 351 35 23 247 110 32 65 16 6 13 3 Future Volume (veh/h) 133 351 35 23 247 110 32 65 16 6 13 3 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 0.94 0.91 0.96 0.90 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 141 373 37 24 263 117 34 69 17 6 14 3 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, %222222222222 Cap, veh/h 853 1324 131 775 960 427 77 106 23 172 145 31 Arrive On Green 0.79 0.79 0.79 1.00 1.00 1.00 0.10 0.10 0.10 0.10 0.10 0.10 Sat Flow, veh/h 995 1672 166 969 1212 539 350 1067 234 1262 1459 313 Grp Volume(v), veh/h 141 0 410 24 0 380 120 006017 Grp Sat Flow(s),veh/h/ln 995 0 1838 969 0 1751 1651 0 0 1262 0 1772 Q Serve(g_s), s 3.8 0.0 6.6 0.2 0.0 0.0 5.2 0.0 0.0 0.0 0.0 1.0 Cycle Q Clear(g_c), s 3.8 0.0 6.6 6.8 0.0 0.0 7.7 0.0 0.0 0.6 0.0 1.0 Prop In Lane 1.00 0.09 1.00 0.31 0.28 0.14 1.00 0.18 Lane Grp Cap(c), veh/h 853 0 1455 775 0 1387 206 0 0 172 0 176 V/C Ratio(X) 0.17 0.00 0.28 0.03 0.00 0.27 0.58 0.00 0.00 0.03 0.00 0.10 Avail Cap(c_a), veh/h 853 0 1455 775 0 1387 324 0 0 265 0 306 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.84 0.00 0.84 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 2.8 0.0 3.1 0.3 0.0 0.0 48.0 0.0 0.0 44.9 0.0 45.1 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.4 1.9 0.0 0.0 0.1 0.0 0.2 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(95%),veh/ln 1.0 0.0 3.3 0.0 0.0 0.3 5.9 0.0 0.0 0.3 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.8 0.0 3.1 0.3 0.0 0.4 50.0 0.0 0.0 45.0 0.0 45.3 LnGrp LOS AAAAAADAADAD Approach Vol, veh/h 551 404 120 23 Approach Delay, s/veh 3.0 0.4 50.0 45.2 Approach LOS A A D D Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 93.1 16.9 93.1 16.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 79.0 19.0 79.0 19.0 Max Q Clear Time (g_c+I1), s 8.8 9.7 8.6 3.0 Green Ext Time (p_c), s 0.9 0.3 1.1 0.0 Intersection Summary HCM 6th Ctrl Delay 8.1 HCM 6th LOS A 312 Timings 17186 Future without Project AM 2: SW 58th Avenue & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 133 351 35 23 247 110 32 65 16 6 13 3 Future Volume (vph) 133 351 35 23 247 110 32 65 16 6 13 3 Confl. Peds. (#/hr) 8 21 21 8 13 13 13 13 Confl. Bikes (#/hr) 2 2 5 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6248 Permitted Phases 6248 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 20.0 20.0 20.0 20.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.0 26.0 26.0 26.0 24.0 24.0 24.0 24.0 Total Split (s) 85.0 85.0 85.0 85.0 25.0 25.0 25.0 25.0 Total Split (%) 77.3% 77.3% 77.3% 77.3% 22.7% 22.7% 22.7% 22.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 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 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max None None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 52 (47%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 2: SW 58th Avenue & Sunset Drive 313 HCM 6th Signalized Intersection Summary 17186 Future without Project PM 2: SW 58th Avenue & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 320 31 27 311 106 44 82 13 21 43 34 Future Volume (veh/h) 121 320 31 27 311 106 44 82 13 21 43 34 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 0.92 0.88 0.98 0.86 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 348 34 29 338 115 48 89 14 23 47 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 694 1269 124 756 1001 341 86 122 17 183 120 95 Arrive On Green 0.76 0.76 0.76 0.76 0.76 0.76 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 933 1675 164 995 1323 450 317 915 126 1268 899 708 Grp Volume(v), veh/h 132 0 382 29 0 453 151 0 0 23 0 84 Grp Sat Flow(s),veh/h/ln 933 0 1839 995 0 1772 1358 0 0 1268 0 1607 Q Serve(g_s), s 5.9 0.0 7.0 1.0 0.0 9.2 7.1 0.0 0.0 0.0 0.0 5.3 Cycle Q Clear(g_c), s 15.1 0.0 7.0 8.0 0.0 9.2 12.3 0.0 0.0 2.8 0.0 5.3 Prop In Lane 1.00 0.09 1.00 0.25 0.32 0.09 1.00 0.44 Lane Grp Cap(c), veh/h 694 0 1392 756 0 1342 225 0 0 183 0 215 V/C Ratio(X) 0.19 0.00 0.27 0.04 0.00 0.34 0.67 0.00 0.00 0.13 0.00 0.39 Avail Cap(c_a), veh/h 694 0 1392 756 0 1342 342 0 0 278 0 336 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 0.95 0.00 0.95 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.8 0.0 4.1 5.3 0.0 4.4 46.8 0.0 0.0 42.5 0.0 43.6 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.6 2.6 0.0 0.0 0.2 0.0 0.9 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(95%),veh/ln 2.0 0.0 4.0 0.4 0.0 5.4 7.5 0.0 0.0 1.0 0.0 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.9 0.0 4.1 5.4 0.0 5.0 49.4 0.0 0.0 42.7 0.0 44.4 LnGrp LOS AAAAAADAADAD Approach Vol, veh/h 514 482 151 107 Approach Delay, s/veh 4.8 5.0 49.4 44.1 Approach LOS A A D D Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 89.3 20.7 89.3 20.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 75.0 23.0 75.0 23.0 Max Q Clear Time (g_c+I1), s 11.2 14.3 17.1 7.3 Green Ext Time (p_c), s 1.1 0.4 1.1 0.3 Intersection Summary HCM 6th Ctrl Delay 13.6 HCM 6th LOS B 314 Timings 17186 Future without Project PM 2: SW 58th Avenue & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 320 31 27 311 106 44 82 13 21 43 34 Future Volume (vph) 121 320 31 27 311 106 44 82 13 21 43 34 Confl. Peds. (#/hr) 16 12 12 16 32 15 13 32 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6248 Permitted Phases 6248 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 20.0 20.0 20.0 20.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.0 26.0 26.0 26.0 24.0 24.0 24.0 24.0 Total Split (s) 81.0 81.0 81.0 81.0 29.0 29.0 29.0 29.0 Total Split (%) 73.6% 73.6% 73.6% 73.6% 26.4% 26.4% 26.4% 26.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 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 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max None None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 54 (49%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 2: SW 58th Avenue & Sunset Drive 315 HCM 6th Signalized Intersection Summary 17186 Future without Project AM 3: Red Road & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 139 246 27 152 262 58 57 518 132 91 313 98 Future Volume (veh/h) 139 246 27 152 262 58 57 518 132 91 313 98 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 1.00 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 153 270 30 167 288 0 63 569 145 100 344 108 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 171 305 34 157 348 583 1165 955 419 1175 963 Arrive On Green 0.05 0.19 0.19 0.05 0.19 0.00 0.02 0.62 0.62 0.03 0.63 0.63 Sat Flow, veh/h 1781 1639 182 1781 1870 1585 1781 1870 1533 1781 1870 1533 Grp Volume(v), veh/h 153 0 300 167 288 0 63 569 145 100 344 108 Grp Sat Flow(s),veh/h/ln 1781 0 1821 1781 1870 1585 1781 1870 1533 1781 1870 1533 Q Serve(g_s), s 12.0 0.0 35.3 12.0 32.6 0.0 2.9 36.3 8.7 4.6 18.4 6.2 Cycle Q Clear(g_c), s 12.0 0.0 35.3 12.0 32.6 0.0 2.9 36.3 8.7 4.6 18.4 6.2 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 171 0 339 157 348 583 1165 955 419 1175 963 V/C Ratio(X) 0.89 0.00 0.89 1.06 0.83 0.11 0.49 0.15 0.24 0.29 0.11 Avail Cap(c_a), veh/h 171 0 480 157 493 592 1165 955 419 1175 963 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) 0.97 0.00 0.97 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 79.1 0.0 87.3 80.5 86.1 0.0 15.1 22.5 17.3 17.7 18.6 16.4 Incr Delay (d2), s/veh 38.3 0.0 20.0 88.9 14.0 0.0 0.0 1.5 0.3 0.1 0.6 0.2 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(95%),veh/ln 8.3 0.0 25.7 11.7 24.1 0.0 2.2 23.7 6.0 3.5 13.4 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 117.4 0.0 107.3 169.5 100.1 0.0 15.1 23.9 17.6 17.8 19.3 16.6 LnGrp LOS F A F F F B C BBBB Approach Vol, veh/h 453 455 A 777 552 Approach Delay, s/veh 110.7 125.6 22.0 18.5 Approach LOS F F C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 144.2 18.0 46.9 12.0 143.1 18.0 46.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 120.0 12.0 58.0 6.0 120.0 12.0 58.0 Max Q Clear Time (g_c+I1), s 4.9 20.4 14.0 34.6 6.6 38.3 14.0 37.3 Green Ext Time (p_c), s 0.0 0.8 0.0 3.6 0.0 1.4 0.0 3.6 Intersection Summary HCM 6th Ctrl Delay 60.2 HCM 6th LOS E Notes User approved changes to right turn type. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 316 Timings 17186 Future without Project AM 3: Red Road & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 139 246 27 152 262 58 57 518 132 91 313 98 Future Volume (vph) 139 246 27 152 262 58 57 518 132 91 313 98 Confl. Peds. (#/hr) 19 10 10 4 3 14 14 3 Confl. Bikes (#/hr)1333 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 3 8 744166522 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 11.0 29.0 11.0 29.0 29.0 11.0 28.0 28.0 11.0 28.0 28.0 Total Split (s) 18.0 64.0 18.0 64.0 64.0 12.0 126.0 126.0 12.0 126.0 126.0 Total Split (%) 8.2% 29.1% 8.2% 29.1% 29.1% 5.5% 57.3% 57.3% 5.5% 57.3% 57.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 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 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 78 (35%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 3: Red Road & Sunset Drive 317 HCM 6th Signalized Intersection Summary 17186 Future without Project PM 3: Red Road & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 249 50 136 176 64 56 332 146 77 482 242 Future Volume (veh/h) 65 249 50 136 176 64 56 332 146 77 482 242 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.89 1.00 1.00 1.00 0.95 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 265 53 145 187 0 60 353 155 82 513 257 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, %222222222222 Cap, veh/h 237 283 57 137 378 412 1166 939 556 1173 946 Arrive On Green 0.04 0.19 0.19 0.05 0.20 0.00 0.02 0.62 0.62 0.03 0.63 0.63 Sat Flow, veh/h 1781 1477 295 1781 1870 1585 1781 1870 1507 1781 1870 1508 Grp Volume(v), veh/h 69 0 318 145 187 0 60 353 155 82 513 257 Grp Sat Flow(s),veh/h/ln 1781 0 1772 1781 1870 1585 1781 1870 1507 1781 1870 1508 Q Serve(g_s), s 6.8 0.0 38.9 11.0 19.5 0.0 2.7 19.3 9.5 3.7 31.0 16.9 Cycle Q Clear(g_c), s 6.8 0.0 38.9 11.0 19.5 0.0 2.7 19.3 9.5 3.7 31.0 16.9 Prop In Lane 1.00 0.17 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 237 0 339 137 378 412 1166 939 556 1173 946 V/C Ratio(X) 0.29 0.00 0.94 1.05 0.49 0.15 0.30 0.17 0.15 0.44 0.27 Avail Cap(c_a), veh/h 256 0 427 137 451 494 1166 939 631 1173 946 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) 0.97 0.00 0.97 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 0.0 87.6 78.9 77.8 0.0 16.6 19.2 17.4 15.1 21.1 18.4 Incr Delay (d2), s/veh 0.2 0.0 23.8 92.2 0.7 0.0 0.1 0.7 0.4 0.0 1.2 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(95%),veh/ln 5.7 0.0 27.5 10.3 14.7 0.0 2.1 13.9 6.4 2.9 20.7 10.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.6 0.0 111.4 171.1 78.6 0.0 16.6 19.9 17.8 15.2 22.3 19.1 LnGrp LOS E A F F E BBBBCB Approach Vol, veh/h 387 332 A 568 852 Approach Delay, s/veh 103.7 119.0 19.0 20.6 Approach LOS F F B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 144.0 14.7 50.4 11.7 143.1 17.0 48.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 117.0 11.0 53.0 15.0 117.0 11.0 53.0 Max Q Clear Time (g_c+I1), s 4.7 33.0 8.8 21.5 5.7 21.3 13.0 40.9 Green Ext Time (p_c), s 0.0 1.3 0.0 0.9 0.1 0.8 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 50.5 HCM 6th LOS D Notes User approved changes to right turn type. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 318 Timings 17186 Future without Project PM 3: Red Road & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 249 50 136 176 64 56 332 146 77 482 242 Future Volume (vph) 65 249 50 136 176 64 56 332 146 77 482 242 Confl. Peds. (#/hr) 44 33 33 44 27 36 36 27 Confl. Bikes (#/hr) 3 2 1 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 3 8 744166522 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 11.0 29.0 11.0 29.0 29.0 11.0 28.0 28.0 11.0 28.0 28.0 Total Split (s) 17.0 59.0 17.0 59.0 59.0 21.0 123.0 123.0 21.0 123.0 123.0 Total Split (%) 7.7% 26.8% 7.7% 26.8% 26.8% 9.5% 55.9% 55.9% 9.5% 55.9% 55.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 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 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 20 (9%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 3: Red Road & Sunset Drive 319 HCM Signalized Intersection Capacity Analysis 17186 Future without Project AM 4: Red Road & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 9 13 6 9 10 61 675 41 10 342 26 Future Volume (vph) 29 9 13 6 9 10 61 675 41 10 342 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.96 0.71 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 Frt 1.00 0.91 0.94 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1629 1230 1770 1844 1768 1843 Flt Permitted 0.95 1.00 0.99 0.53 1.00 0.34 1.00 Satd. Flow (perm) 1770 1629 1230 981 1844 641 1843 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 9 14 6 9 11 64 711 43 11 360 27 RTOR Reduction (vph) 0 14 0 0 11 0010010 Lane Group Flow (vph) 31 9 0 0 15 0 64 753 0 11 386 0 Confl. Peds. (#/hr) 7 7 4 4 Confl. Bikes (#/hr) 55 Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 8 8 7 7 2 6 Permitted Phases 2 6 Actuated Green, G (s) 7.7 7.7 6.7 186.6 186.6 186.6 186.6 Effective Green, g (s) 7.7 7.7 6.7 186.6 186.6 186.6 186.6 Actuated g/C Ratio 0.04 0.04 0.03 0.85 0.85 0.85 0.85 Clearance Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 61 57 37 832 1564 543 1563 v/s Ratio Prot c0.02 0.01 c0.01 c0.41 0.21 v/s Ratio Perm 0.07 0.02 v/c Ratio 0.51 0.17 0.41 0.08 0.48 0.02 0.25 Uniform Delay, d1 104.3 103.0 104.7 2.7 4.3 2.6 3.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.8 1.0 5.4 0.2 1.1 0.1 0.4 Delay (s) 109.1 104.0 110.1 2.9 5.4 2.6 3.6 Level of Service F F F A A A A Approach Delay (s) 106.9 110.1 5.2 3.6 Approach LOS F F A A Intersection Summary HCM 2000 Control Delay 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 320 Timings 17186 Future without Project AM 4: Red Road & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 29 9 9 61 675 10 342 Future Volume (vph) 29 9 9 61 675 10 342 Lane Group Flow (vph) 31 23 26 64 754 11 387 Turn Type Split NA NA Perm NA Perm NA Protected Phases 8 8 7 2 6 Permitted Phases 2 6 Detector Phase 8872266 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 12.0 12.0 12.0 12.0 Minimum Split (s) 24.0 24.0 22.0 25.0 25.0 25.0 25.0 Total Split (s) 30.0 30.0 22.0 168.0 168.0 168.0 168.0 Total Split (%) 13.6% 13.6% 10.0% 76.4% 76.4% 76.4% 76.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None C-Max C-Max C-Max C-Max v/c Ratio 0.42 0.29 0.39 0.08 0.47 0.02 0.24 Control Delay 119.6 62.1 84.7 3.5 5.8 3.7 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 2.4 Total Delay 119.6 62.1 84.7 3.5 5.8 3.7 6.2 Queue Length 50th (ft) 45 13 22 14 255 2 97 Queue Length 95th (ft) 89 52 62 30 388 8 155 Internal Link Dist (ft) 557 147 496 251 Turn Bay Length (ft) 110 Base Capacity (vph) 193 190 120 849 1596 555 1596 Starvation Cap Reductn 0000001055 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.16 0.12 0.22 0.08 0.47 0.02 0.72 Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 71 (32%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Red Road & SW 74th Street 321 HCM Signalized Intersection Capacity Analysis 17186 Future without Project PM 4: Red Road & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 44 22 34 37 65 27 86 460 14 22 446 71 Future Volume (vph) 44 22 34 37 65 27 86 460 14 22 446 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.97 0.99 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 Frt 1.00 0.91 0.97 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1633 1774 1767 1854 1770 1818 Flt Permitted 0.95 1.00 0.99 0.42 1.00 0.45 1.00 Satd. Flow (perm) 1770 1633 1774 789 1854 836 1818 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 46 23 36 39 68 28 91 484 15 23 469 75 RTOR Reduction (vph) 0 28 0050000020 Lane Group Flow (vph) 46 31 0 0 130 0 91 499 0 23 542 0 Confl. Peds. (#/hr) 1 5 5 1 5 5 Confl. Bikes (#/hr) 1 1 Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 8 8 7 7 2 6 Permitted Phases 2 6 Actuated Green, G (s) 10.7 10.7 18.3 172.0 172.0 172.0 172.0 Effective Green, g (s) 10.7 10.7 18.3 172.0 172.0 172.0 172.0 Actuated g/C Ratio 0.05 0.05 0.08 0.78 0.78 0.78 0.78 Clearance Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 86 79 147 616 1449 653 1421 v/s Ratio Prot c0.03 0.02 c0.07 0.27 c0.30 v/s Ratio Perm 0.12 0.03 v/c Ratio 0.53 0.40 0.89 0.15 0.34 0.04 0.38 Uniform Delay, d1 102.2 101.5 99.8 5.9 7.2 5.4 7.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 2.4 42.3 0.5 0.7 0.1 0.8 Delay (s) 107.1 103.9 142.1 6.4 7.8 5.5 8.2 Level of Service F F F A A A A Approach Delay (s) 105.3 142.1 7.6 8.1 Approach LOS F F A A Intersection Summary HCM 2000 Control Delay 28.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 322 Timings 17186 Future without Project PM 4: Red Road & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 44 22 65 86 460 22 446 Future Volume (vph) 44 22 65 86 460 22 446 Lane Group Flow (vph) 46 59 135 91 499 23 544 Turn Type Split NA NA Perm NA Perm NA Protected Phases 8 8 7 2 6 Permitted Phases 2 6 Detector Phase 8872266 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 12.0 12.0 12.0 12.0 Minimum Split (s) 24.0 24.0 22.0 25.0 25.0 25.0 25.0 Total Split (s) 31.0 31.0 25.0 164.0 164.0 164.0 164.0 Total Split (%) 14.1% 14.1% 11.4% 74.5% 74.5% 74.5% 74.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None C-Max C-Max C-Max C-Max v/c Ratio 0.53 0.55 0.89 0.15 0.34 0.04 0.38 Control Delay 123.5 73.5 142.5 7.0 8.2 6.2 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 9.9 Total Delay 123.5 73.5 142.5 7.0 8.2 6.2 18.4 Queue Length 50th (ft) 67 43 190 30 201 7 226 Queue Length 95th (ft) 119 102 #330 55 276 17 308 Internal Link Dist (ft) 557 147 496 251 Turn Bay Length (ft) 110 Base Capacity (vph) 201 211 157 616 1449 653 1423 Starvation Cap Reductn 000000842 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.23 0.28 0.86 0.15 0.34 0.04 0.94 Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 33 (15%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Red Road & SW 74th Street 323 HCM 6th AWSC 17186 Future without Project AM 5: SW 58th Avenue & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 90 22 6 86 33 21 59 24 11 22 50 Future Vol, veh/h 30 90 22 6 86 33 21 59 24 11 22 50 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 40 120 29 8 115 44 28 79 32 15 29 67 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9.3 8.9 9 8.4 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 20% 21% 5% 13% Vol Thru, % 57% 63% 69% 27% Vol Right, % 23% 15% 26% 60% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 104 142 125 83 LT Vol 21 30 6 11 Through Vol 59 90 86 22 RT Vol 24 22 33 50 Lane Flow Rate 139 189 167 111 Geometry Grp 1111 Degree of Util (X) 0.185 0.246 0.213 0.142 Departure Headway (Hd) 4.799 4.671 4.603 4.605 Convergence, Y/N Yes Yes Yes Yes Cap 743 765 777 775 Service Time 2.853 2.719 2.653 2.66 HCM Lane V/C Ratio 0.187 0.247 0.215 0.143 HCM Control Delay 9 9.3 8.9 8.4 HCM Lane LOS AAAA HCM 95th-tile Q 0.7 1 0.8 0.5 324 HCM 6th AWSC 17186 Future without Project PM 5: SW 58th Avenue & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 70 41 16 235 33 31 37 9 23 40 30 Future Vol, veh/h 14 70 41 16 235 33 31 37 9 23 40 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 15 76 45 17 255 36 34 40 10 25 43 33 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.6 10.3 8.8 8.8 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 40% 11% 6% 25% Vol Thru, % 48% 56% 83% 43% Vol Right, % 12% 33% 12% 32% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 77 125 284 93 LT Vol 31 14 16 23 Through Vol 37 70 235 40 RT Vol 9 41 33 30 Lane Flow Rate 84 136 309 101 Geometry Grp 1111 Degree of Util (X) 0.118 0.173 0.385 0.138 Departure Headway (Hd) 5.092 4.572 4.493 4.915 Convergence, Y/N Yes Yes Yes Yes Cap 701 781 800 726 Service Time 3.15 2.618 2.532 2.971 HCM Lane V/C Ratio 0.12 0.174 0.386 0.139 HCM Control Delay 8.8 8.6 10.3 8.8 HCM Lane LOS AABA HCM 95th-tile Q 0.4 0.6 1.8 0.5 325 HCM 6th AWSC 17186 Future without Project AM 6: SW 58th Avenue & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 82 2 8 112 19 9 74 24 17 35 27 Future Vol, veh/h 18 82 2 8 112 19 9 74 24 17 35 27 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, %222222222222 Mvmt Flow 21 96 2 9 132 22 11 87 28 20 41 32 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.5 8.7 8.5 8.2 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 8% 18% 6% 22% Vol Thru, % 69% 80% 81% 44% Vol Right, % 22% 2% 14% 34% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 107 102 139 79 LT Vol 9 18 8 17 Through Vol 74 82 112 35 RT Vol 24 2 19 27 Lane Flow Rate 126 120 164 93 Geometry Grp 1111 Degree of Util (X) 0.16 0.155 0.205 0.118 Departure Headway (Hd) 4.588 4.657 4.516 4.584 Convergence, Y/N Yes Yes Yes Yes Cap 782 769 795 781 Service Time 2.62 2.689 2.546 2.618 HCM Lane V/C Ratio 0.161 0.156 0.206 0.119 HCM Control Delay 8.5 8.5 8.7 8.2 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.5 0.8 0.4 326 HCM 6th AWSC 17186 Future without Project PM 6: SW 58th Avenue & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 10.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 85 22 31 241 45 13 61 5 21 65 32 Future Vol, veh/h 27 85 22 31 241 45 13 61 5 21 65 32 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %222222222222 Mvmt Flow 30 94 24 34 268 50 14 68 6 23 72 36 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9.2 11.4 9.2 9.4 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 16% 20% 10% 18% Vol Thru, % 77% 63% 76% 55% Vol Right, % 6% 16% 14% 27% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 79 134 317 118 LT Vol 13 27 31 21 Through Vol 61 85 241 65 RT Vol 5 22 45 32 Lane Flow Rate 88 149 352 131 Geometry Grp 1111 Degree of Util (X) 0.129 0.201 0.451 0.186 Departure Headway (Hd) 5.282 4.85 4.608 5.096 Convergence, Y/N Yes Yes Yes Yes Cap 671 734 775 698 Service Time 3.369 2.924 2.669 3.176 HCM Lane V/C Ratio 0.131 0.203 0.454 0.188 HCM Control Delay 9.2 9.2 11.4 9.4 HCM Lane LOS AABA HCM 95th-tile Q 0.4 0.7 2.4 0.7 327 HCM 6th AWSC 17186 Future without Project AM 7: SW 58th Court & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 65 12 2 94 9 26 9 6 4 13 20 Future Vol, veh/h 39 65 12 2 94 9 26 9 6 4 13 20 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, %222222222222 Mvmt Flow 53 88 16 3 127 12 35 12 8 5 18 27 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.4 8.2 8.1 7.7 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 63% 34% 2% 11% Vol Thru, % 22% 56% 90% 35% Vol Right, % 15% 10% 9% 54% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 41 116 105 37 LT Vol 26 39 2 4 Through Vol 9 65 94 13 RT Vol 6 12 9 20 Lane Flow Rate 55 157 142 50 Geometry Grp 1111 Degree of Util (X) 0.072 0.189 0.169 0.061 Departure Headway (Hd) 4.695 4.335 4.299 4.364 Convergence, Y/N Yes Yes Yes Yes Cap 765 831 837 823 Service Time 2.715 2.348 2.313 2.382 HCM Lane V/C Ratio 0.072 0.189 0.17 0.061 HCM Control Delay 8.1 8.4 8.2 7.7 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.7 0.6 0.2 328 HCM 6th AWSC 17186 Future without Project PM 7: SW 58th Court & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 79 19 22 255 18 22 13 9 14 27 37 Future Vol, veh/h 23 79 19 22 255 18 22 13 9 14 27 37 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %222222222222 Mvmt Flow 26 89 21 25 287 20 25 15 10 16 30 42 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.6 10.4 8.5 8.5 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 50% 19% 7% 18% Vol Thru, % 30% 65% 86% 35% Vol Right, % 20% 16% 6% 47% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 44 121 295 78 LT Vol 22 23 22 14 Through Vol 13 79 255 27 RT Vol 9 19 18 37 Lane Flow Rate 49 136 331 88 Geometry Grp 1111 Degree of Util (X) 0.07 0.173 0.405 0.117 Departure Headway (Hd) 5.084 4.577 4.403 4.805 Convergence, Y/N Yes Yes Yes Yes Cap 703 783 819 744 Service Time 3.131 2.612 2.433 2.848 HCM Lane V/C Ratio 0.07 0.174 0.404 0.118 HCM Control Delay 8.5 8.6 10.4 8.5 HCM Lane LOS AABA HCM 95th-tile Q 0.2 0.6 2 0.4 329 HCM 6th AWSC 17186 Future without Project AM 8: SW 59th Avenue & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 70 22 12 98 0 64 0 42 27 19 4 Future Vol, veh/h 0 70 22 12 98 0 64 0 42 27 19 4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %222222222222 Mvmt Flow 0 78 24 13 109 0 71 0 47 30 21 4 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 8.3 8.2 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 60% 0% 11% 54% Vol Thru, % 0% 76% 89% 38% Vol Right, % 40% 24% 0% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 106 92 110 50 LT Vol 64 0 12 27 Through Vol 0 70 98 19 RT Vol 42 22 0 4 Lane Flow Rate 118 102 122 56 Geometry Grp 1111 Degree of Util (X) 0.144 0.123 0.152 0.072 Departure Headway (Hd) 4.392 4.328 4.468 4.638 Convergence, Y/N Yes Yes Yes Yes Cap 817 829 804 773 Service Time 2.413 2.349 2.487 2.66 HCM Lane V/C Ratio 0.144 0.123 0.152 0.072 HCM Control Delay 8.2 8 8.3 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.4 0.5 0.2 330 HCM 6th AWSC 17186 Future without Project PM 8: SW 59th Avenue & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 80 35 23 272 0 89 0 18 15 36 19 Future Vol, veh/h 0 80 35 23 272 0 89 0 18 15 36 19 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 Heavy Vehicles, %222222222222 Mvmt Flow 0 85 37 24 289 0 95 0 19 16 38 20 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.5 10.6 9.1 8.6 HCM LOS A B A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 83% 0% 8% 21% Vol Thru, % 0% 70% 92% 51% Vol Right, % 17% 30% 0% 27% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 107 115 295 70 LT Vol 89 0 23 15 Through Vol 0 80 272 36 RT Vol 18 35 0 19 Lane Flow Rate 114 122 314 74 Geometry Grp 1111 Degree of Util (X) 0.161 0.156 0.398 0.103 Departure Headway (Hd) 5.104 4.59 4.566 4.979 Convergence, Y/N Yes Yes Yes Yes Cap 699 778 788 716 Service Time 3.16 2.64 2.606 3.039 HCM Lane V/C Ratio 0.163 0.157 0.398 0.103 HCM Control Delay 9.1 8.5 10.6 8.6 HCM Lane LOS AABA HCM 95th-tile Q 0.6 0.6 1.9 0.3 331 HCM Signalized Intersection Capacity Analysis 17186 Future without Project AM 9: US-1 & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Movement WBL WBR NET NER SWL SWT Lane Configurations Traffic Volume (vph) 112 52 2920 71 48 1587 Future Volume (vph) 112 52 2920 71 48 1587 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.0 7.0 7.0 7.0 Lane Util. Factor 0.97 0.91 1.00 0.91 Frpb, ped/bikes 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 1.00 Flt Protected 0.97 1.00 0.95 1.00 Satd. Flow (prot) 3302 5065 1770 5085 Flt Permitted 0.97 1.00 0.02 1.00 Satd. Flow (perm) 3302 5065 41 5085 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 117 54 3042 74 50 1653 RTOR Reduction (vph) 27 01000 Lane Group Flow (vph) 144 0 3115 0 50 1653 Confl. Peds. (#/hr) 1 3 2 2 Confl. Bikes (#/hr) 1 Turn Type Prot NA pm+pt NA Protected Phases 4 6 5 2 Permitted Phases 2 Actuated Green, G (s) 14.9 176.1 190.1 190.1 Effective Green, g (s) 14.9 176.1 190.1 190.1 Actuated g/C Ratio 0.07 0.80 0.86 0.86 Clearance Time (s) 8.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 223 4054 90 4393 v/s Ratio Prot c0.04 c0.62 0.02 c0.33 v/s Ratio Perm 0.46 v/c Ratio 0.65 0.77 0.56 0.38 Uniform Delay, d1 100.0 11.4 46.9 3.0 Progression Factor 1.00 1.00 1.23 0.97 Incremental Delay, d2 6.3 1.5 3.5 0.2 Delay (s) 106.3 12.8 61.3 3.1 Level of Service F B E A Approach Delay (s) 106.3 12.8 4.8 Approach LOS F B A Intersection Summary HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 332 Timings 17186 Future without Project AM 9: US-1 & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Lane Group WBL NET SWL SWT Lane Configurations Traffic Volume (vph) 112 2920 48 1587 Future Volume (vph) 112 2920 48 1587 Lane Group Flow (vph) 171 3116 50 1653 Turn Type Prot NA pm+pt NA Protected Phases 4652 Permitted Phases 2 Detector Phase 4652 Switch Phase Minimum Initial (s) 7.0 18.0 5.0 18.0 Minimum Split (s) 26.0 25.0 12.0 25.0 Total Split (s) 32.0 174.0 14.0 188.0 Total Split (%) 14.5% 79.1% 6.4% 85.5% Yellow Time (s) 4.0 5.0 5.0 5.0 All-Red Time (s) 4.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.0 7.0 7.0 7.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None C-Max None C-Max v/c Ratio 0.68 0.77 0.56 0.38 Control Delay 96.7 13.6 61.5 3.2 Queue Delay 0.0 4.8 0.0 0.2 Total Delay 96.7 18.4 61.5 3.4 Queue Length 50th (ft) 106 762 36 143 Queue Length 95th (ft) 151 972 m86 183 Internal Link Dist (ft) 418 593 462 Turn Bay Length (ft) 120 Base Capacity (vph) 386 4053 98 4394 Starvation Cap Reductn 0 0 0 1569 Spillback Cap Reductn 2 872 0 0 Storage Cap Reductn 0000 Reduced v/c Ratio 0.45 0.98 0.51 0.59 Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 150 (68%), Referenced to phase 2:SWTL and 6:NET, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 9: US-1 & SW 73rd Street 333 HCM Signalized Intersection Capacity Analysis 17186 Future without Project PM 9: US-1 & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Movement WBL WBR NET NER SWL SWT Lane Configurations Traffic Volume (vph) 295 83 1876 87 37 2398 Future Volume (vph) 295 83 1876 87 37 2398 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.0 7.0 7.0 7.0 Lane Util. Factor 0.97 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.97 0.99 1.00 1.00 Flt Protected 0.96 1.00 0.95 1.00 Satd. Flow (prot) 3348 5046 1770 5085 Flt Permitted 0.96 1.00 0.07 1.00 Satd. Flow (perm) 3348 5046 133 5085 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 304 86 1934 90 38 2472 RTOR Reduction (vph) 12 02000 Lane Group Flow (vph) 378 0 2022 0 38 2472 Confl. Peds. (#/hr) 3 4 3 3 Turn Type Prot NA pm+pt NA Protected Phases 4 6 5 2 Permitted Phases 2 Actuated Green, G (s) 29.3 164.1 175.7 175.7 Effective Green, g (s) 29.3 164.1 175.7 175.7 Actuated g/C Ratio 0.13 0.75 0.80 0.80 Clearance Time (s) 8.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 445 3763 140 4061 v/s Ratio Prot c0.11 0.40 0.01 c0.49 v/s Ratio Perm 0.21 v/c Ratio 0.85 0.54 0.27 0.61 Uniform Delay, d1 93.2 11.9 9.0 8.7 Progression Factor 1.00 1.00 0.30 0.17 Incremental Delay, d2 14.0 0.6 0.2 0.4 Delay (s) 107.2 12.4 2.9 1.9 Level of Service F B A A Approach Delay (s) 107.2 12.4 1.9 Approach LOS F B A Intersection Summary HCM 2000 Control Delay 14.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 334 Timings 17186 Future without Project PM 9: US-1 & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Lane Group WBL NET SWL SWT Lane Configurations Traffic Volume (vph) 295 1876 37 2398 Future Volume (vph) 295 1876 37 2398 Lane Group Flow (vph) 390 2024 38 2472 Turn Type Prot NA pm+pt NA Protected Phases 4652 Permitted Phases 2 Detector Phase 4652 Switch Phase Minimum Initial (s) 7.0 18.0 5.0 18.0 Minimum Split (s) 26.0 25.0 12.0 25.0 Total Split (s) 41.0 163.0 16.0 179.0 Total Split (%) 18.6% 74.1% 7.3% 81.4% Yellow Time (s) 4.0 5.0 5.0 5.0 All-Red Time (s) 4.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.0 7.0 7.0 7.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None C-Max None C-Max v/c Ratio 0.85 0.53 0.26 0.61 Control Delay 107.6 12.4 4.0 1.9 Queue Delay 0.0 0.0 0.0 0.1 Total Delay 107.6 12.4 4.0 2.1 Queue Length 50th (ft) 279 440 2 65 Queue Length 95th (ft) 342 501 m3 m71 Internal Link Dist (ft) 418 593 462 Turn Bay Length (ft) 120 Base Capacity (vph) 513 3798 172 4061 Starvation Cap Reductn 0 0 0 469 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.76 0.53 0.22 0.69 Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 20 (9%), Referenced to phase 2:SWTL and 6:NET, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 9: US-1 & SW 73rd Street 335 HCM 6th AWSC 17186 Future without Project AM 11: SW 59th Avenue & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 73 4 5 70 37 10 26 6 20 18 17 Future Vol, veh/h 29 73 4 5 70 37 10 26 6 20 18 17 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 36 90 5 6 86 46 12 32 7 25 22 21 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.2 8 7.9 7.9 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 24% 27% 4% 36% Vol Thru, % 62% 69% 62% 33% Vol Right, % 14% 4% 33% 31% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 42 106 112 55 LT Vol 10 29 5 20 Through Vol 26 73 70 18 RT Vol 6 4 37 17 Lane Flow Rate 52 131 138 68 Geometry Grp 1111 Degree of Util (X) 0.066 0.16 0.16 0.084 Departure Headway (Hd) 4.572 4.389 4.167 4.479 Convergence, Y/N Yes Yes Yes Yes Cap 785 821 864 802 Service Time 2.589 2.401 2.179 2.496 HCM Lane V/C Ratio 0.066 0.16 0.16 0.085 HCM Control Delay 7.9 8.2 8 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.6 0.6 0.3 336 HCM 6th AWSC 17186 Future without Project PM 11: SW 74th Street & SW 59th Avenue 03/09/2020 SoMi Market 03/08/2018 17186 Future without Project PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 10.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 54 8 32 221 33 24 36 14 22 53 37 Future Vol, veh/h 17 54 8 32 221 33 24 36 14 22 53 37 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles, %222222222222 Mvmt Flow 21 68 10 40 276 41 30 45 18 28 66 46 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.8 11.5 9 9.2 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 32% 22% 11% 20% Vol Thru, % 49% 68% 77% 47% Vol Right, % 19% 10% 12% 33% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 74 79 286 112 LT Vol 24 17 32 22 Through Vol 36 54 221 53 RT Vol 14 8 33 37 Lane Flow Rate 92 99 358 140 Geometry Grp 1111 Degree of Util (X) 0.132 0.135 0.456 0.193 Departure Headway (Hd) 5.148 4.923 4.59 4.972 Convergence, Y/N Yes Yes Yes Yes Cap 691 723 779 717 Service Time 3.223 2.991 2.641 3.041 HCM Lane V/C Ratio 0.133 0.137 0.46 0.195 HCM Control Delay 9 8.8 11.5 9.2 HCM Lane LOS AABA HCM 95th-tile Q 0.5 0.5 2.4 0.7 337 Future with Project Conditions 338 HCM 6th Signalized Intersection Summary 17186 Future with Project AM 1: US-1 & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 0 453 43 0 299 3 127 2727 75 46 1660 186 Future Volume (veh/h) 0 453 43 0 299 3 127 2727 75 46 1660 186 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.82 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 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 467 44 0 308 3 131 2811 77 47 1711 192 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, %022022222222 Cap, veh/h 0 504 47 0 555 5 184 3483 94 147 3338 373 Arrive On Green 0.00 0.15 0.15 0.00 0.15 0.15 0.02 0.68 0.68 0.05 0.72 0.72 Sat Flow, veh/h 0 3358 306 0 3691 35 1781 5108 139 1781 4646 519 Grp Volume(v), veh/h 0 253 258 0 152 159 131 1864 1024 47 1252 651 Grp Sat Flow(s),veh/h/ln 0 1777 1794 0 1777 1855 1781 1702 1842 1781 1702 1761 Q Serve(g_s), s 0.0 30.9 31.2 0.0 17.4 17.5 5.0 84.8 87.5 0.0 36.0 36.3 Cycle Q Clear(g_c), s 0.0 30.9 31.2 0.0 17.4 17.5 5.0 84.8 87.5 0.0 36.0 36.3 Prop In Lane 0.00 0.17 0.00 0.02 1.00 0.08 1.00 0.29 Lane Grp Cap(c), veh/h 0 274 277 0 274 286 184 2321 1256 147 2446 1265 V/C Ratio(X) 0.00 0.92 0.93 0.00 0.55 0.56 0.71 0.80 0.81 0.32 0.51 0.51 Avail Cap(c_a), veh/h 0 283 285 0 283 295 184 2321 1256 154 2446 1265 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) 0.00 1.00 1.00 0.00 1.00 1.00 0.54 0.54 0.54 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 91.7 91.9 0.0 86.0 86.1 25.5 24.6 25.1 83.5 13.8 13.8 Incr Delay (d2), s/veh 0.0 34.1 35.7 0.0 2.9 2.8 5.9 1.7 3.3 0.5 0.8 1.5 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(95%),veh/ln 0.0 23.8 24.3 0.0 13.1 13.6 5.7 41.7 46.8 4.7 20.7 21.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 125.8 127.6 0.0 88.9 88.9 31.5 26.3 28.3 84.0 14.6 15.3 LnGrp LOS A F F A F F C C C F B B Approach Vol, veh/h 511 311 3019 1950 Approach Delay, s/veh 126.7 88.9 27.2 16.5 Approach LOS F F C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 166.1 42.9 19.1 158.0 42.9 Change Period (Y+Rc), s 6.0 8.0 9.0 8.0 * 8 9.0 Max Green Setting (Gmax), s 5.0 157.0 35.0 12.0 * 1.5E2 35.0 Max Q Clear Time (g_c+I1), s 7.0 38.3 19.5 2.0 89.5 33.2 Green Ext Time (p_c), s 0.0 6.9 2.1 0.0 16.3 0.7 Intersection Summary HCM 6th Ctrl Delay 35.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 339 Timings 17186 Future with Project AM 1: US-1 & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 0 453 43 0 299 3 127 2727 75 46 1660 186 Future Volume (vph) 0 453 43 0 299 3 127 2727 75 46 1660 186 Confl. Peds. (#/hr) 20 81 11 10 10 31 Confl. Bikes (#/hr)5931 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) 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) 35.0 35.0 11.0 37.0 11.0 37.0 Total Split (s) 44.0 44.0 11.0 158.0 18.0 165.0 Total Split (%) 20.0% 20.0% 5.0% 71.8% 8.2% 75.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 5.0 5.0 2.0 4.0 2.0 4.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.0 9.0 6.0 8.0 6.0 8.0 Lead/Lag Lead Lead Lag 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: 180 (82%), Referenced to phase 2:SWTL and 6:NETL, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 1: US-1 & Sunset Drive 340 HCM 6th Signalized Intersection Summary 17186 Future With Project PM 1: US-1 & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 0 467 71 0 410 11 141 1706 72 74 2436 198 Future Volume (veh/h) 0 467 71 0 410 11 141 1706 72 74 2436 198 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.88 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 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 497 76 0 436 12 150 1815 77 79 2591 211 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, %022022222222 Cap, veh/h 0 489 74 0 560 15 102 3535 150 228 3436 273 Arrive On Green 0.00 0.16 0.16 0.00 0.16 0.16 0.05 1.00 1.00 0.02 0.71 0.71 Sat Flow, veh/h 0 3165 467 0 3611 97 1781 5017 213 1781 4815 382 Grp Volume(v), veh/h 0 286 287 0 220 228 150 1231 661 79 1813 989 Grp Sat Flow(s),veh/h/ln 0 1777 1761 0 1777 1838 1781 1702 1825 1781 1702 1793 Q Serve(g_s), s 0.0 35.0 35.0 0.0 26.1 26.2 5.0 0.0 0.0 0.0 71.8 77.6 Cycle Q Clear(g_c), s 0.0 35.0 35.0 0.0 26.1 26.2 5.0 0.0 0.0 0.0 71.8 77.6 Prop In Lane 0.00 0.27 0.00 0.05 1.00 0.12 1.00 0.21 Lane Grp Cap(c), veh/h 0 283 280 0 283 292 102 2398 1286 228 2429 1279 V/C Ratio(X) 0.00 1.01 1.02 0.00 0.78 0.78 1.46 0.51 0.51 0.35 0.75 0.77 Avail Cap(c_a), veh/h 0 283 280 0 283 292 102 2398 1286 244 2429 1279 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00 0.83 0.83 0.83 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 92.5 92.5 0.0 88.8 88.8 52.3 0.0 0.0 18.1 19.3 20.1 Incr Delay (d2), s/veh 0.0 56.9 59.8 0.0 13.5 13.5 247.5 0.7 1.2 0.3 2.1 4.6 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(95%),veh/ln 0.0 28.4 28.6 0.0 19.2 19.8 17.0 0.4 0.8 3.7 37.9 43.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 149.4 152.3 0.0 102.3 102.3 299.7 0.7 1.2 18.4 21.4 24.7 LnGrp LOS A F F A F F F A A B C C Approach Vol, veh/h 573 448 2042 2881 Approach Delay, s/veh 150.9 102.3 22.8 22.5 Approach LOS F F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 165.0 44.0 13.0 163.0 44.0 Change Period (Y+Rc), s 6.0 8.0 9.0 8.0 * 8 9.0 Max Green Setting (Gmax), s 5.0 157.0 35.0 7.0 * 1.6E2 35.0 Max Q Clear Time (g_c+I1), s 7.0 79.6 28.2 2.0 2.0 37.0 Green Ext Time (p_c), s 0.0 15.8 1.9 0.0 6.7 0.0 Intersection Summary HCM 6th Ctrl Delay 41.0 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 341 Timings 17186 Future With Project PM 1: US-1 & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 0 467 71 0 410 11 141 1706 72 74 2436 198 Future Volume (vph) 0 467 71 0 410 11 141 1706 72 74 2436 198 Confl. Peds. (#/hr) 15 56 31 16 16 11 Confl. Bikes (#/hr)3361 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) 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) 35.0 35.0 11.0 37.0 11.0 37.0 Total Split (s) 44.0 44.0 11.0 163.0 13.0 165.0 Total Split (%) 20.0% 20.0% 5.0% 74.1% 5.9% 75.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 5.0 5.0 2.0 4.0 2.0 4.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.0 9.0 6.0 8.0 6.0 8.0 Lead/Lag Lead Lead Lag 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: 0 (0%), Referenced to phase 2:SWTL and 6:NETL, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 1: US-1 & Sunset Drive 342 HCM 6th TWSC 17186 Future with Project AM 10: SW 74th Street & Project Driveway 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 49 85 98 47 45 65 Future Vol, veh/h 49 85 98 47 45 65 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 22222 Mvmt Flow 52 90 104 50 48 69 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 154 0 - 0 323 129 Stage 1 - - - - 129 - Stage 2 - - - - 194 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1426 - - - 671 921 Stage 1 - - - - 897 - Stage 2 - - - - 839 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1426 - - - 646 921 Mov Cap-2 Maneuver - - - - 646 - Stage 1 - - - - 863 - Stage 2 - - - - 839 - Approach EB WB SB HCM Control Delay, s 2.8 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1426 - - - 784 HCM Lane V/C Ratio 0.037 - - - 0.149 HCM Control Delay (s) 7.6 0 - - 10.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.5 343 HCM 6th TWSC 17186 Future With Project PM 10: SW 74th Street & Project Driveway 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 97 54 259 93 66 95 Future Vol, veh/h 97 54 259 93 66 95 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 22222 Mvmt Flow 103 57 276 99 70 101 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 375 0 - 0 589 326 Stage 1 - - - - 326 - Stage 2 - - - - 263 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1183 - - - 471 715 Stage 1 - - - - 731 - Stage 2 - - - - 781 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1183 - - - 429 715 Mov Cap-2 Maneuver - - - - 429 - Stage 1 - - - - 665 - Stage 2 - - - - 781 - Approach EB WB SB HCM Control Delay, s 5.4 0 14.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1183 - - - 562 HCM Lane V/C Ratio 0.087 - - - 0.305 HCM Control Delay (s) 8.3 0 - - 14.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.3 - - - 1.3 344 HCM 6th AWSC 17186 Future with Project AM 11: SW 59th Avenue & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 85 4 8 92 67 10 23 8 45 17 13 Future Vol, veh/h 25 85 4 8 92 67 10 23 8 45 17 13 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 31 105 5 10 114 83 12 28 10 56 21 16 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.5 8.6 8.1 8.5 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 24% 22% 5% 60% Vol Thru, % 56% 75% 55% 23% Vol Right, % 20% 4% 40% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 41 114 167 75 LT Vol 10 25 8 45 Through Vol 23 85 92 17 RT Vol 8 4 67 13 Lane Flow Rate 51 141 206 93 Geometry Grp 1111 Degree of Util (X) 0.067 0.177 0.241 0.123 Departure Headway (Hd) 4.753 4.523 4.211 4.782 Convergence, Y/N Yes Yes Yes Yes Cap 753 794 854 750 Service Time 2.785 2.546 2.232 2.811 HCM Lane V/C Ratio 0.068 0.178 0.241 0.124 HCM Control Delay 8.1 8.5 8.6 8.5 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.6 0.9 0.4 345 HCM 6th AWSC 17186 Future With Project PM 11: SW 74th Street & SW 59th Avenue 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 12.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 78 8 36 248 76 24 27 19 69 48 21 Future Vol, veh/h 5 78 8 36 248 76 24 27 19 69 48 21 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles, %222222222222 Mvmt Flow 6 98 10 45 310 95 30 34 24 86 60 26 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9.3 14.2 9.4 10.5 HCM LOS ABAB Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 34% 5% 10% 50% Vol Thru, % 39% 86% 69% 35% Vol Right, % 27% 9% 21% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 70 91 360 138 LT Vol 24 5 36 69 Through Vol 27 78 248 48 RT Vol 19 8 76 21 Lane Flow Rate 88 114 450 172 Geometry Grp 1111 Degree of Util (X) 0.135 0.166 0.583 0.264 Departure Headway (Hd) 5.557 5.239 4.664 5.503 Convergence, Y/N Yes Yes Yes Yes Cap 648 687 765 656 Service Time 3.571 3.256 2.757 3.514 HCM Lane V/C Ratio 0.136 0.166 0.588 0.262 HCM Control Delay 9.4 9.3 14.2 10.5 HCM Lane LOS AABB HCM 95th-tile Q 0.5 0.6 3.8 1.1 346 HCM 6th Signalized Intersection Summary 17186 Future with Project AM 2: SW 58th Avenue & Sunset Drive 03/13/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 132 361 35 25 252 110 32 65 17 6 14 3 Future Volume (veh/h) 132 361 35 25 252 110 32 65 17 6 14 3 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 0.94 0.91 0.96 0.90 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 140 384 37 27 268 117 34 69 18 6 15 3 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, %222222222222 Cap, veh/h 849 1327 128 765 965 421 76 105 24 172 147 29 Arrive On Green 0.79 0.79 0.79 1.00 1.00 1.00 0.10 0.10 0.10 0.10 0.10 0.10 Sat Flow, veh/h 991 1677 162 959 1220 533 347 1057 245 1261 1481 296 Grp Volume(v), veh/h 140 0 421 27 0 385 121 006018 Grp Sat Flow(s),veh/h/ln 991 0 1839 959 0 1752 1649 0 0 1261 0 1778 Q Serve(g_s), s 3.8 0.0 6.8 0.3 0.0 0.0 5.2 0.0 0.0 0.0 0.0 1.0 Cycle Q Clear(g_c), s 3.8 0.0 6.8 7.1 0.0 0.0 7.8 0.0 0.0 0.6 0.0 1.0 Prop In Lane 1.00 0.09 1.00 0.30 0.28 0.15 1.00 0.17 Lane Grp Cap(c), veh/h 849 0 1455 765 0 1387 206 0 0 172 0 177 V/C Ratio(X) 0.16 0.00 0.29 0.04 0.00 0.28 0.59 0.00 0.00 0.03 0.00 0.10 Avail Cap(c_a), veh/h 849 0 1455 765 0 1387 324 0 0 265 0 307 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.83 0.00 0.83 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 2.8 0.0 3.1 0.3 0.0 0.0 48.0 0.0 0.0 44.9 0.0 45.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.4 2.0 0.0 0.0 0.1 0.0 0.2 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(95%),veh/ln 1.0 0.0 3.5 0.0 0.0 0.3 6.0 0.0 0.0 0.3 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.8 0.0 3.1 0.3 0.0 0.4 50.0 0.0 0.0 44.9 0.0 45.2 LnGrp LOS AAAAAADAADAD Approach Vol, veh/h 561 412 121 24 Approach Delay, s/veh 3.1 0.4 50.0 45.2 Approach LOS A A D D Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 93.0 17.0 93.0 17.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 79.0 19.0 79.0 19.0 Max Q Clear Time (g_c+I1), s 9.1 9.8 8.8 3.0 Green Ext Time (p_c), s 1.0 0.3 1.2 0.0 Intersection Summary HCM 6th Ctrl Delay 8.1 HCM 6th LOS A 347 Timings 17186 Future with Project AM 2: SW 58th Avenue & Sunset Drive 03/13/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 132 361 25 252 32 65 6 14 Future Volume (vph) 132 361 25 252 32 65 6 14 Lane Group Flow (vph) 140 421 27 385 0 121 6 18 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6248 Permitted Phases 6248 Detector Phase 66224488 Switch Phase Minimum Initial (s) 20.0 20.0 20.0 20.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.0 26.0 26.0 26.0 24.0 24.0 24.0 24.0 Total Split (s) 85.0 85.0 85.0 85.0 25.0 25.0 25.0 25.0 Total Split (%) 77.3% 77.3% 77.3% 77.3% 22.7% 22.7% 22.7% 22.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 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 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max None None None None v/c Ratio 0.18 0.30 0.04 0.28 0.64 0.05 0.09 Control Delay 4.4 4.5 2.3 2.2 58.4 41.5 37.1 Queue Delay 0.0 1.5 0.0 0.0 0.0 0.0 0.0 Total Delay 4.4 6.0 2.3 2.2 58.4 41.5 37.1 Queue Length 50th (ft) 21 68 3 39 78 4 10 Queue Length 95th (ft) 49 129 m8 66 134 16 30 Internal Link Dist (ft) 262 560 255 276 Turn Bay Length (ft) 100 Base Capacity (vph) 762 1425 727 1380 281 178 311 Starvation Cap Reductn 0 793 0 0 0 0 0 Spillback Cap Reductn 0 22 0 0 0 0 0 Storage Cap Reductn 0000 000 Reduced v/c Ratio 0.18 0.67 0.04 0.28 0.43 0.03 0.06 Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 52 (47%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SW 58th Avenue & Sunset Drive 348 HCM 6th Signalized Intersection Summary 17186 Future With Project PM 2: SW 58th Avenue & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 117 332 31 28 320 106 44 77 9 21 44 34 Future Volume (veh/h) 117 332 31 28 320 106 44 77 9 21 44 34 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 0.92 0.88 0.97 0.86 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 127 361 34 30 348 115 48 84 10 23 48 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 691 1279 120 749 1015 335 86 118 12 182 118 91 Arrive On Green 0.76 0.76 0.76 0.76 0.76 0.76 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 924 1681 158 983 1334 441 327 903 93 1265 907 699 Grp Volume(v), veh/h 127 0 395 30 0 463 142 0 0 23 0 85 Grp Sat Flow(s),veh/h/ln 924 0 1840 983 0 1775 1324 0 0 1265 0 1607 Q Serve(g_s), s 5.7 0.0 7.2 1.1 0.0 9.3 6.6 0.0 0.0 0.0 0.0 5.3 Cycle Q Clear(g_c), s 15.0 0.0 7.2 8.2 0.0 9.3 11.9 0.0 0.0 2.7 0.0 5.3 Prop In Lane 1.00 0.09 1.00 0.25 0.34 0.07 1.00 0.44 Lane Grp Cap(c), veh/h 691 0 1400 749 0 1350 216 0 0 182 0 209 V/C Ratio(X) 0.18 0.00 0.28 0.04 0.00 0.34 0.66 0.00 0.00 0.13 0.00 0.41 Avail Cap(c_a), veh/h 691 0 1400 749 0 1350 338 0 0 282 0 336 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 0.94 0.00 0.94 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.7 0.0 4.0 5.3 0.0 4.3 47.1 0.0 0.0 42.8 0.0 43.9 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.7 2.5 0.0 0.0 0.2 0.0 0.9 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(95%),veh/ln 1.9 0.0 4.0 0.4 0.0 5.4 7.1 0.0 0.0 1.0 0.0 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.7 0.0 4.0 5.4 0.0 4.9 49.6 0.0 0.0 43.0 0.0 44.9 LnGrp LOS AAAAAADAADAD Approach Vol, veh/h 522 493 142 108 Approach Delay, s/veh 4.7 4.9 49.6 44.5 Approach LOS A A D D Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 89.7 20.3 89.7 20.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 75.0 23.0 75.0 23.0 Max Q Clear Time (g_c+I1), s 11.3 13.9 17.0 7.3 Green Ext Time (p_c), s 1.2 0.4 1.1 0.3 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B 349 Timings 17186 Future With Project PM 2: SW 58th Avenue & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 117 332 31 28 320 106 44 77 9 21 44 34 Future Volume (vph) 117 332 31 28 320 106 44 77 9 21 44 34 Confl. Peds. (#/hr) 16 12 12 16 32 15 13 32 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6248 Permitted Phases 6248 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 20.0 20.0 20.0 20.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.0 26.0 26.0 26.0 24.0 24.0 24.0 24.0 Total Split (s) 81.0 81.0 81.0 81.0 29.0 29.0 29.0 29.0 Total Split (%) 73.6% 73.6% 73.6% 73.6% 26.4% 26.4% 26.4% 26.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 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 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max None None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 54 (49%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 2: SW 58th Avenue & Sunset Drive 350 HCM 6th Signalized Intersection Summary 17186 Future with Project AM 3: Red Road & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 146 249 27 152 266 58 57 521 135 91 316 101 Future Volume (veh/h) 146 249 27 152 266 58 57 521 135 91 316 101 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 1.00 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 274 30 167 292 0 63 573 148 100 347 111 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 171 309 34 157 352 577 1161 952 413 1171 960 Arrive On Green 0.05 0.19 0.19 0.05 0.19 0.00 0.02 0.62 0.62 0.03 0.63 0.63 Sat Flow, veh/h 1781 1642 180 1781 1870 1585 1781 1870 1533 1781 1870 1533 Grp Volume(v), veh/h 160 0 304 167 292 0 63 573 148 100 347 111 Grp Sat Flow(s),veh/h/ln 1781 0 1822 1781 1870 1585 1781 1870 1533 1781 1870 1533 Q Serve(g_s), s 12.0 0.0 35.8 12.0 33.0 0.0 2.9 36.8 8.9 4.6 18.7 6.4 Cycle Q Clear(g_c), s 12.0 0.0 35.8 12.0 33.0 0.0 2.9 36.8 8.9 4.6 18.7 6.4 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 171 0 343 157 352 577 1161 952 413 1171 960 V/C Ratio(X) 0.93 0.00 0.89 1.06 0.83 0.11 0.49 0.16 0.24 0.30 0.12 Avail Cap(c_a), veh/h 171 0 480 157 493 586 1161 952 413 1171 960 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) 0.97 0.00 0.97 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 80.1 0.0 87.0 80.2 85.9 0.0 15.3 22.8 17.5 18.0 18.9 16.6 Incr Delay (d2), s/veh 48.5 0.0 20.1 89.0 14.1 0.0 0.0 1.5 0.3 0.1 0.6 0.2 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(95%),veh/ln 9.5 0.0 26.0 11.7 24.4 0.0 2.2 24.0 6.1 3.6 13.6 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 128.6 0.0 107.2 169.2 100.0 0.0 15.3 24.3 17.8 18.1 19.5 16.8 LnGrp LOS F A F F F B C BBBB Approach Vol, veh/h 464 459 A 784 558 Approach Delay, s/veh 114.6 125.2 22.3 18.7 Approach LOS F F C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 143.7 18.0 47.4 12.0 142.6 18.0 47.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 120.0 12.0 58.0 6.0 120.0 12.0 58.0 Max Q Clear Time (g_c+I1), s 4.9 20.7 14.0 35.0 6.6 38.8 14.0 37.8 Green Ext Time (p_c), s 0.0 0.8 0.0 3.6 0.0 1.4 0.0 3.6 Intersection Summary HCM 6th Ctrl Delay 61.2 HCM 6th LOS E Notes User approved changes to right turn type. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 351 Timings 17186 Future with Project AM 3: Red Road & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 146 249 27 152 266 58 57 521 135 91 316 101 Future Volume (vph) 146 249 27 152 266 58 57 521 135 91 316 101 Confl. Peds. (#/hr) 19 10 10 4 3 14 14 3 Confl. Bikes (#/hr)1333 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 3 8 744166522 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 11.0 29.0 11.0 29.0 29.0 11.0 28.0 28.0 11.0 28.0 28.0 Total Split (s) 18.0 64.0 18.0 64.0 64.0 12.0 126.0 126.0 12.0 126.0 126.0 Total Split (%) 8.2% 29.1% 8.2% 29.1% 29.1% 5.5% 57.3% 57.3% 5.5% 57.3% 57.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 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 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 78 (35%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 3: Red Road & Sunset Drive 352 HCM 6th Signalized Intersection Summary 17186 Future With Project PM 3: Red Road & Sunset Drive 04/01/2019 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 249 49 134 183 64 56 328 147 76 482 245 Future Volume (veh/h) 73 249 49 134 183 64 56 328 147 76 482 245 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.88 1.00 1.00 1.00 0.95 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 265 52 143 195 0 60 349 156 81 513 261 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, %222222222222 Cap, veh/h 233 283 56 137 369 411 1167 941 559 1174 947 Arrive On Green 0.04 0.19 0.19 0.05 0.20 0.00 0.02 0.62 0.62 0.03 0.63 0.63 Sat Flow, veh/h 1781 1482 291 1781 1870 1585 1781 1870 1507 1781 1870 1508 Grp Volume(v), veh/h 78 0 317 143 195 0 60 349 156 81 513 261 Grp Sat Flow(s),veh/h/ln 1781 0 1773 1781 1870 1585 1781 1870 1507 1781 1870 1508 Q Serve(g_s), s 7.7 0.0 38.7 11.0 20.6 0.0 2.7 19.0 9.5 3.7 30.9 17.1 Cycle Q Clear(g_c), s 7.7 0.0 38.7 11.0 20.6 0.0 2.7 19.0 9.5 3.7 30.9 17.1 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 233 0 338 137 369 411 1167 941 559 1174 947 V/C Ratio(X) 0.34 0.00 0.94 1.04 0.53 0.15 0.30 0.17 0.14 0.44 0.28 Avail Cap(c_a), veh/h 244 0 427 137 451 493 1167 941 635 1174 947 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) 0.97 0.00 0.97 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.3 0.0 87.7 79.0 79.2 0.0 16.5 19.1 17.3 15.0 21.0 18.4 Incr Delay (d2), s/veh 0.3 0.0 23.6 87.9 0.9 0.0 0.1 0.7 0.4 0.0 1.2 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(95%),veh/ln 6.5 0.0 27.5 10.0 15.4 0.0 2.1 13.7 6.5 2.8 20.7 10.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.6 0.0 111.3 166.9 80.0 0.0 16.6 19.8 17.7 15.1 22.2 19.1 LnGrp LOS E A F F F BBBBCB Approach Vol, veh/h 395 338 A 565 855 Approach Delay, s/veh 102.9 116.8 18.8 20.6 Approach LOS F F B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 144.1 15.6 49.4 11.7 143.3 17.0 48.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 117.0 11.0 53.0 15.0 117.0 11.0 53.0 Max Q Clear Time (g_c+I1), s 4.7 32.9 9.7 22.6 5.7 21.0 13.0 40.7 Green Ext Time (p_c), s 0.0 1.3 0.0 0.9 0.1 0.8 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 50.3 HCM 6th LOS D Notes User approved changes to right turn type. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 353 Timings 17186 Future With Project PM 3: Red Road & Sunset Drive 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 71 250 50 136 182 64 56 330 147 77 485 247 Future Volume (vph) 71 250 50 136 182 64 56 330 147 77 485 247 Confl. Peds. (#/hr) 44 33 33 44 27 36 36 27 Confl. Bikes (#/hr) 3 2 1 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 3 8 744166522 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 11.0 29.0 11.0 29.0 29.0 11.0 28.0 28.0 11.0 28.0 28.0 Total Split (s) 17.0 59.0 17.0 59.0 59.0 21.0 123.0 123.0 21.0 123.0 123.0 Total Split (%) 7.7% 26.8% 7.7% 26.8% 26.8% 9.5% 55.9% 55.9% 9.5% 55.9% 55.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 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 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 20 (9%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 3: Red Road & Sunset Drive 354 HCM Signalized Intersection Capacity Analysis 17186 Future with Project AM 4: Red Road & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 36 9 19 6 9 10 65 675 41 10 342 31 Future Volume (vph) 36 9 19 6 9 10 65 675 41 10 342 31 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.96 0.71 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 Frt 1.00 0.90 0.94 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1599 1230 1770 1844 1768 1839 Flt Permitted 0.95 1.00 0.99 0.52 1.00 0.34 1.00 Satd. Flow (perm) 1770 1599 1230 973 1844 639 1839 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 38 9 20 6 9 11 68 711 43 11 360 33 RTOR Reduction (vph) 0 19 0 0 11 0010010 Lane Group Flow (vph) 38 10 0 0 15 0 68 753 0 11 392 0 Confl. Peds. (#/hr) 7 7 4 4 Confl. Bikes (#/hr) 55 Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 8 8 7 7 2 6 Permitted Phases 2 6 Actuated Green, G (s) 8.5 8.5 6.7 185.8 185.8 185.8 185.8 Effective Green, g (s) 8.5 8.5 6.7 185.8 185.8 185.8 185.8 Actuated g/C Ratio 0.04 0.04 0.03 0.84 0.84 0.84 0.84 Clearance Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 68 61 37 821 1557 539 1553 v/s Ratio Prot c0.02 0.01 c0.01 c0.41 0.21 v/s Ratio Perm 0.07 0.02 v/c Ratio 0.56 0.16 0.41 0.08 0.48 0.02 0.25 Uniform Delay, d1 103.9 102.3 104.7 2.9 4.5 2.7 3.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.7 0.9 5.4 0.2 1.1 0.1 0.4 Delay (s) 111.7 103.2 110.1 3.1 5.6 2.8 3.8 Level of Service F F F A A A A Approach Delay (s) 108.0 110.1 5.4 3.7 Approach LOS F F A A Intersection Summary HCM 2000 Control Delay 12.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 73.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 355 Timings 17186 Future with Project AM 4: Red Road & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 36 9 9 65 675 10 342 Future Volume (vph) 36 9 9 65 675 10 342 Lane Group Flow (vph) 38 29 26 68 754 11 393 Turn Type Split NA NA Perm NA Perm NA Protected Phases 8 8 7 2 6 Permitted Phases 2 6 Detector Phase 8872266 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 12.0 12.0 12.0 12.0 Minimum Split (s) 24.0 24.0 22.0 25.0 25.0 25.0 25.0 Total Split (s) 30.0 30.0 22.0 168.0 168.0 168.0 168.0 Total Split (%) 13.6% 13.6% 10.0% 76.4% 76.4% 76.4% 76.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None C-Max C-Max C-Max C-Max v/c Ratio 0.48 0.32 0.39 0.08 0.47 0.02 0.25 Control Delay 121.3 54.5 84.7 3.8 6.0 3.9 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 2.4 Total Delay 121.3 54.5 84.7 3.8 6.0 3.9 6.5 Queue Length 50th (ft) 55 13 22 15 262 2 101 Queue Length 95th (ft) 103 56 62 33 402 8 163 Internal Link Dist (ft) 557 147 496 251 Turn Bay Length (ft) 110 Base Capacity (vph) 193 192 120 839 1589 549 1585 Starvation Cap Reductn 0000001040 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.20 0.15 0.22 0.08 0.47 0.02 0.72 Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 71 (32%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Red Road & SW 74th Street 356 HCM Signalized Intersection Capacity Analysis 17186 Future With Project PM 4: Red Road & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 49 22 36 37 65 27 91 460 14 22 446 80 Future Volume (vph) 49 22 36 37 65 27 91 460 14 22 446 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.96 0.99 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 Frt 1.00 0.91 0.97 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1629 1774 1767 1854 1770 1814 Flt Permitted 0.95 1.00 0.99 0.42 1.00 0.45 1.00 Satd. Flow (perm) 1770 1629 1774 778 1854 834 1814 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 52 23 38 39 68 28 96 484 15 23 469 84 RTOR Reduction (vph) 0 29 0050000020 Lane Group Flow (vph) 52 32 0 0 130 0 96 499 0 23 551 0 Confl. Peds. (#/hr) 1 5 5 1 5 5 Confl. Bikes (#/hr) 1 1 Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 8 8 7 7 2 6 Permitted Phases 2 6 Actuated Green, G (s) 11.4 11.4 18.3 171.3 171.3 171.3 171.3 Effective Green, g (s) 11.4 11.4 18.3 171.3 171.3 171.3 171.3 Actuated g/C Ratio 0.05 0.05 0.08 0.78 0.78 0.78 0.78 Clearance Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 91 84 147 605 1443 649 1412 v/s Ratio Prot c0.03 0.02 c0.07 0.27 c0.30 v/s Ratio Perm 0.12 0.03 v/c Ratio 0.57 0.38 0.89 0.16 0.35 0.04 0.39 Uniform Delay, d1 101.9 100.9 99.8 6.2 7.4 5.5 7.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.9 2.1 42.3 0.6 0.7 0.1 0.8 Delay (s) 108.8 102.9 142.1 6.7 8.0 5.6 8.6 Level of Service F F F A A A A Approach Delay (s) 105.6 142.1 7.8 8.4 Approach LOS F F A A Intersection Summary HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 357 Timings 17186 Future With Project PM 4: Red Road & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 49 22 65 91 460 22 446 Future Volume (vph) 49 22 65 91 460 22 446 Lane Group Flow (vph) 52 61 135 96 499 23 553 Turn Type Split NA NA Perm NA Perm NA Protected Phases 8 8 7 2 6 Permitted Phases 2 6 Detector Phase 8872266 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 12.0 12.0 12.0 12.0 Minimum Split (s) 24.0 24.0 22.0 25.0 25.0 25.0 25.0 Total Split (s) 31.0 31.0 25.0 164.0 164.0 164.0 164.0 Total Split (%) 14.1% 14.1% 11.4% 74.5% 74.5% 74.5% 74.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 7.0 7.0 7.0 7.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None C-Max C-Max C-Max C-Max v/c Ratio 0.57 0.54 0.89 0.16 0.35 0.04 0.39 Control Delay 124.5 69.6 142.5 7.3 8.4 6.4 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 10.4 Total Delay 124.5 69.6 142.5 7.3 8.4 6.4 19.2 Queue Length 50th (ft) 75 43 190 33 205 7 235 Queue Length 95th (ft) 130 103 #330 59 282 18 322 Internal Link Dist (ft) 557 147 496 251 Turn Bay Length (ft) 110 Base Capacity (vph) 201 213 157 605 1443 650 1414 Starvation Cap Reductn 000000827 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.26 0.29 0.86 0.16 0.35 0.04 0.94 Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 33 (15%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Red Road & SW 74th Street 358 HCM 6th AWSC 17186 Future with Project AM 5: SW 58th Avenue & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 103 24 6 97 33 23 59 24 11 22 54 Future Vol, veh/h 34 103 24 6 97 33 23 59 24 11 22 54 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 45 137 32 8 129 44 31 79 32 15 29 72 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9.6 9.2 9.2 8.6 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 22% 21% 4% 13% Vol Thru, % 56% 64% 71% 25% Vol Right, % 23% 15% 24% 62% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 106 161 136 87 LT Vol 23 34 6 11 Through Vol 59 103 97 22 RT Vol 24 24 33 54 Lane Flow Rate 141 215 181 116 Geometry Grp 1111 Degree of Util (X) 0.193 0.282 0.236 0.151 Departure Headway (Hd) 4.914 4.722 4.676 4.701 Convergence, Y/N Yes Yes Yes Yes Cap 725 756 763 756 Service Time 2.98 2.779 2.735 2.769 HCM Lane V/C Ratio 0.194 0.284 0.237 0.153 HCM Control Delay 9.2 9.6 9.2 8.6 HCM Lane LOS AAAA HCM 95th-tile Q 0.7 1.2 0.9 0.5 359 HCM 6th AWSC 17186 Future With Project PM 5: SW 58th Avenue & SW 74th Street 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 78 42 16 255 33 32 37 9 23 40 37 Future Vol, veh/h 21 78 42 16 255 33 32 37 9 23 40 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 23 85 46 17 277 36 35 40 10 25 43 40 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.9 10.8 9 8.9 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 41% 15% 5% 23% Vol Thru, % 47% 55% 84% 40% Vol Right, % 12% 30% 11% 37% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 78 141 304 100 LT Vol 32 21 16 23 Through Vol 37 78 255 40 RT Vol 9 42 33 37 Lane Flow Rate 85 153 330 109 Geometry Grp 1111 Degree of Util (X) 0.123 0.198 0.417 0.151 Departure Headway (Hd) 5.205 4.655 4.547 4.985 Convergence, Y/N Yes Yes Yes Yes Cap 684 766 790 714 Service Time 3.274 2.713 2.596 3.05 HCM Lane V/C Ratio 0.124 0.2 0.418 0.153 HCM Control Delay 9 8.9 10.8 8.9 HCM Lane LOS AABA HCM 95th-tile Q 0.4 0.7 2.1 0.5 360 HCM 6th AWSC 17186 Future with Project AM 6: SW 58th Avenue & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 80 2 8 110 19 9 79 24 17 39 25 Future Vol, veh/h 14 80 2 8 110 19 9 79 24 17 39 25 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, %222222222222 Mvmt Flow 16 94 2 9 129 22 11 93 28 20 46 29 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.5 8.7 8.5 8.3 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 8% 15% 6% 21% Vol Thru, % 71% 83% 80% 48% Vol Right, % 21% 2% 14% 31% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 112 96 137 81 LT Vol 9 14 8 17 Through Vol 79 80 110 39 RT Vol 24 2 19 25 Lane Flow Rate 132 113 161 95 Geometry Grp 1111 Degree of Util (X) 0.167 0.146 0.203 0.121 Departure Headway (Hd) 4.573 4.667 4.526 4.587 Convergence, Y/N Yes Yes Yes Yes Cap 784 768 793 780 Service Time 2.607 2.7 2.555 2.623 HCM Lane V/C Ratio 0.168 0.147 0.203 0.122 HCM Control Delay 8.5 8.5 8.7 8.3 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.5 0.8 0.4 361 HCM 6th AWSC 17186 Future With Project PM 6: SW 58th Avenue & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 10.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 80 22 31 236 45 13 67 5 21 73 26 Future Vol, veh/h 11 80 22 31 236 45 13 67 5 21 73 26 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %222222222222 Mvmt Flow 12 89 24 34 262 50 14 74 6 23 81 29 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.9 11.3 9.1 9.3 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 10% 10% 17% Vol Thru, % 79% 71% 76% 61% Vol Right, % 6% 19% 14% 22% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 85 113 312 120 LT Vol 13 11 31 21 Through Vol 67 80 236 73 RT Vol 5 22 45 26 Lane Flow Rate 94 126 347 133 Geometry Grp 1111 Degree of Util (X) 0.137 0.168 0.443 0.188 Departure Headway (Hd) 5.216 4.827 4.598 5.069 Convergence, Y/N Yes Yes Yes Yes Cap 681 737 780 701 Service Time 3.296 2.898 2.654 3.145 HCM Lane V/C Ratio 0.138 0.171 0.445 0.19 HCM Control Delay 9.1 8.9 11.3 9.3 HCM Lane LOS AABA HCM 95th-tile Q 0.5 0.6 2.3 0.7 362 HCM 6th AWSC 17186 Future with Project AM 7: SW 58th Court & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 59 11 2 94 9 26 20 4 4 27 14 Future Vol, veh/h 37 59 11 2 94 9 26 20 4 4 27 14 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, %222222222222 Mvmt Flow 50 80 15 3 127 12 35 27 5 5 36 19 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.4 8.3 8.2 7.9 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 52% 35% 2% 9% Vol Thru, % 40% 55% 90% 60% Vol Right, % 8% 10% 9% 31% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 50 107 105 45 LT Vol 26 37 2 4 Through Vol 20 59 94 27 RT Vol 4 11 9 14 Lane Flow Rate 68 145 142 61 Geometry Grp 1111 Degree of Util (X) 0.088 0.177 0.171 0.076 Departure Headway (Hd) 4.707 4.398 4.348 4.493 Convergence, Y/N Yes Yes Yes Yes Cap 762 818 827 798 Service Time 2.729 2.414 2.364 2.515 HCM Lane V/C Ratio 0.089 0.177 0.172 0.076 HCM Control Delay 8.2 8.4 8.3 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.3 0.6 0.6 0.2 363 HCM 6th AWSC 17186 Future With Project PM 7: SW 58th Court & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 57 17 22 255 18 22 28 2 14 53 19 Future Vol, veh/h 15 57 17 22 255 18 22 28 2 14 53 19 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %222222222222 Mvmt Flow 17 64 19 25 287 20 25 31 2 16 60 21 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.3 10.4 8.6 8.7 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 42% 17% 7% 16% Vol Thru, % 54% 64% 86% 62% Vol Right, % 4% 19% 6% 22% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 52 89 295 86 LT Vol 22 15 22 14 Through Vol 28 57 255 53 RT Vol 2 17 18 19 Lane Flow Rate 58 100 331 97 Geometry Grp 1111 Degree of Util (X) 0.083 0.128 0.406 0.131 Departure Headway (Hd) 5.108 4.607 4.415 4.894 Convergence, Y/N Yes Yes Yes Yes Cap 699 777 815 731 Service Time 3.153 2.645 2.444 2.937 HCM Lane V/C Ratio 0.083 0.129 0.406 0.133 HCM Control Delay 8.6 8.3 10.4 8.7 HCM Lane LOS AABA HCM 95th-tile Q 0.3 0.4 2 0.4 364 HCM 6th AWSC 17186 Future with Project AM 8: SW 59th Avenue & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 64 39 12 92 0 93 0 42 27 25 4 Future Vol, veh/h 0 64 39 12 92 0 93 0 42 27 25 4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %222222222222 Mvmt Flow 0 71 43 13 102 0 103 0 47 30 28 4 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.1 8.4 8.5 8.1 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 69% 0% 12% 48% Vol Thru, % 0% 62% 88% 45% Vol Right, % 31% 38% 0% 7% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 135 103 104 56 LT Vol 93 0 12 27 Through Vol 0 64 92 25 RT Vol 42 39 0 4 Lane Flow Rate 150 114 116 62 Geometry Grp 1111 Degree of Util (X) 0.187 0.138 0.147 0.081 Departure Headway (Hd) 4.485 4.338 4.58 4.687 Convergence, Y/N Yes Yes Yes Yes Cap 801 827 783 765 Service Time 2.509 2.362 2.605 2.715 HCM Lane V/C Ratio 0.187 0.138 0.148 0.081 HCM Control Delay 8.5 8.1 8.4 8.1 HCM Lane LOS AAAA HCM 95th-tile Q 0.7 0.5 0.5 0.3 365 HCM 6th AWSC 17186 Future With Project PM 8: SW 59th Avenue & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 62 67 23 250 0 126 0 18 15 48 19 Future Vol, veh/h 0 62 67 23 250 0 126 0 18 15 48 19 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 Heavy Vehicles, %222222222222 Mvmt Flow 0 66 71 24 266 0 134 0 19 16 51 20 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.6 10.7 9.7 8.8 HCM LOS A B A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 88% 0% 8% 18% Vol Thru, % 0% 48% 92% 59% Vol Right, % 12% 52% 0% 23% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 144 129 273 82 LT Vol 126 0 23 15 Through Vol 0 62 250 48 RT Vol 18 67 0 19 Lane Flow Rate 153 137 290 87 Geometry Grp 1111 Degree of Util (X) 0.219 0.175 0.381 0.122 Departure Headway (Hd) 5.149 4.59 4.724 5.047 Convergence, Y/N Yes Yes Yes Yes Cap 692 775 758 704 Service Time 3.218 2.653 2.777 3.124 HCM Lane V/C Ratio 0.221 0.177 0.383 0.124 HCM Control Delay 9.7 8.6 10.7 8.8 HCM Lane LOS AABA HCM 95th-tile Q 0.8 0.6 1.8 0.4 366 HCM Signalized Intersection Capacity Analysis 17186 Future with Project AM 9: US-1 & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Movement WBL WBR NET NER SWL SWT Lane Configurations Traffic Volume (vph) 114 73 2929 74 55 1587 Future Volume (vph) 114 73 2929 74 55 1587 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.0 7.0 7.0 7.0 Lane Util. Factor 0.97 0.91 1.00 0.91 Frpb, ped/bikes 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.94 1.00 1.00 1.00 Flt Protected 0.97 1.00 0.95 1.00 Satd. Flow (prot) 3270 5064 1770 5085 Flt Permitted 0.97 1.00 0.02 1.00 Satd. Flow (perm) 3270 5064 41 5085 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 119 76 3051 77 57 1653 RTOR Reduction (vph) 45 01000 Lane Group Flow (vph) 150 0 3127 0 57 1653 Confl. Peds. (#/hr) 1 3 2 2 Confl. Bikes (#/hr) 1 Turn Type Prot NA pm+pt NA Protected Phases 4 6 5 2 Permitted Phases 2 Actuated Green, G (s) 15.4 175.1 189.6 189.6 Effective Green, g (s) 15.4 175.1 189.6 189.6 Actuated g/C Ratio 0.07 0.80 0.86 0.86 Clearance Time (s) 8.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 228 4030 94 4382 v/s Ratio Prot c0.05 c0.62 c0.02 0.33 v/s Ratio Perm 0.50 v/c Ratio 0.66 0.78 0.61 0.38 Uniform Delay, d1 99.7 12.0 54.3 3.1 Progression Factor 1.00 1.00 1.15 0.96 Incremental Delay, d2 6.7 1.5 6.3 0.2 Delay (s) 106.5 13.5 69.0 3.2 Level of Service F B E A Approach Delay (s) 106.5 13.5 5.4 Approach LOS F B A Intersection Summary HCM 2000 Control Delay 14.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 367 Timings 17186 Future with Project AM 9: US-1 & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future with Project AM Synchro 10 Report DPA Page 1 Lane Group WBL NET SWL SWT Lane Configurations Traffic Volume (vph) 114 2929 55 1587 Future Volume (vph) 114 2929 55 1587 Lane Group Flow (vph) 195 3128 57 1653 Turn Type Prot NA pm+pt NA Protected Phases 4652 Permitted Phases 2 Detector Phase 4652 Switch Phase Minimum Initial (s) 7.0 18.0 5.0 18.0 Minimum Split (s) 26.0 25.0 12.0 25.0 Total Split (s) 32.0 174.0 14.0 188.0 Total Split (%) 14.5% 79.1% 6.4% 85.5% Yellow Time (s) 4.0 5.0 5.0 5.0 All-Red Time (s) 4.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.0 7.0 7.0 7.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None C-Max None C-Max v/c Ratio 0.71 0.78 0.61 0.38 Control Delay 89.5 14.4 67.3 3.3 Queue Delay 0.0 5.0 0.0 0.2 Total Delay 89.5 19.3 67.3 3.5 Queue Length 50th (ft) 109 803 45 146 Queue Length 95th (ft) 157 995 m100 188 Internal Link Dist (ft) 418 593 462 Turn Bay Length (ft) 120 Base Capacity (vph) 400 4030 100 4383 Starvation Cap Reductn 0 0 0 1562 Spillback Cap Reductn 3 843 0 0 Storage Cap Reductn 0000 Reduced v/c Ratio 0.49 0.98 0.57 0.59 Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 150 (68%), Referenced to phase 2:SWTL and 6:NET, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 9: US-1 & SW 73rd Street 368 HCM Signalized Intersection Capacity Analysis 17186 Future With Project PM 9: US-1 & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Movement WBL WBR NET NER SWL SWT Lane Configurations Traffic Volume (vph) 291 102 1889 91 46 2398 Future Volume (vph) 291 102 1889 91 46 2398 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.0 7.0 7.0 7.0 Lane Util. Factor 0.97 0.91 1.00 0.91 Frpb, ped/bikes 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.96 0.99 1.00 1.00 Flt Protected 0.96 1.00 0.95 1.00 Satd. Flow (prot) 3331 5045 1770 5085 Flt Permitted 0.96 1.00 0.07 1.00 Satd. Flow (perm) 3331 5045 129 5085 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 300 105 1947 94 47 2472 RTOR Reduction (vph) 16 02000 Lane Group Flow (vph) 389 0 2039 0 47 2472 Confl. Peds. (#/hr) 3 4 3 3 Turn Type Prot NA pm+pt NA Protected Phases 4 6 5 2 Permitted Phases 2 Actuated Green, G (s) 29.8 163.4 175.2 175.2 Effective Green, g (s) 29.8 163.4 175.2 175.2 Actuated g/C Ratio 0.14 0.74 0.80 0.80 Clearance Time (s) 8.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 451 3747 138 4049 v/s Ratio Prot c0.12 0.40 0.01 c0.49 v/s Ratio Perm 0.26 v/c Ratio 0.86 0.54 0.34 0.61 Uniform Delay, d1 93.1 12.2 9.8 8.9 Progression Factor 1.00 1.00 0.34 0.17 Incremental Delay, d2 15.4 0.6 0.3 0.4 Delay (s) 108.5 12.8 3.6 1.9 Level of Service F B A A Approach Delay (s) 108.5 12.8 2.0 Approach LOS F B A Intersection Summary HCM 2000 Control Delay 15.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 220.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 369 Timings 17186 Future With Project PM 9: US-1 & SW 73rd Street 03/09/2020 SoMi Market 03/08/2018 17186 Future With Project PM Synchro 10 Report DPA Page 1 Lane Group WBL NET SWL SWT Lane Configurations Traffic Volume (vph) 291 1889 46 2398 Future Volume (vph) 291 1889 46 2398 Lane Group Flow (vph) 405 2041 47 2472 Turn Type Prot NA pm+pt NA Protected Phases 4652 Permitted Phases 2 Detector Phase 4652 Switch Phase Minimum Initial (s) 7.0 18.0 5.0 18.0 Minimum Split (s) 26.0 25.0 12.0 25.0 Total Split (s) 41.0 163.0 16.0 179.0 Total Split (%) 18.6% 74.1% 7.3% 81.4% Yellow Time (s) 4.0 5.0 5.0 5.0 All-Red Time (s) 4.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.0 7.0 7.0 7.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None C-Max None C-Max v/c Ratio 0.87 0.54 0.32 0.61 Control Delay 107.8 12.8 5.2 2.0 Queue Delay 0.0 0.0 0.0 0.1 Total Delay 107.8 12.8 5.2 2.1 Queue Length 50th (ft) 287 456 3 68 Queue Length 95th (ft) 353 512 m4 m72 Internal Link Dist (ft) 418 593 462 Turn Bay Length (ft) 120 Base Capacity (vph) 515 3782 169 4050 Starvation Cap Reductn 0 0 0 478 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.79 0.54 0.28 0.69 Intersection Summary Cycle Length: 220 Actuated Cycle Length: 220 Offset: 20 (9%), Referenced to phase 2:SWTL and 6:NET, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 9: US-1 & SW 73rd Street 370 Appendix E Committed Development Information 371 Project Type: Pedestrian/Bicycle MPO Project No.: DT4386731 Type of Work: BIKE PATH/TRAIL TIP Year: 2020 Construction Year: 2020 From: To: Agency: FL Dept. of Transportation Management Agency: FDOT Agency Project No: 4386731 Status: Contact Person: Contact Email: Contact Phone: Description: Funding Information $(thousands) Project Phase Funding 2019 - 2020 2020 - 2021 2021 - 2022 2022 - 2023 2023 - 2024 PRELIMINARY ENGINEERING LF $0 $0 $0 $0 $0 CONSTRUCTION TALT $485 $0 $0 $0 $0 CONSTRUCTION LF $19 $0 $0 $0 $0 CITY OF SOUTH MIAMI SW 62 AVE PED AND BIKE MOBILITY ENHANCEMENTS 2020 Transportation Improvement Program 1 of 2 372 Funding Chart $(thousands) Fiscal Year CITY OF SOUTH MIAMI SW 62 AVE PED AND BIKE MOBILITY ENHANCEMENTS 2020 Transportation Improvement Program 2 of 2 373 374 375 Project Type: Pedestrian/Bicycle MPO Project No.: PW000924 Type of Work: Pedestrian/bicycle improvements TIP Year: 2020 Construction Year: 2020 From: Dadeland South To: Miami River Agency: Miami-Dade Dept. of Transportation and Public Works Management Agency: Miami-Dade Dept. of Transportation and Public Works Agency Project No: 000924 Status: Under design Contact Person: Contact Email: Contact Phone: Description: Pedestrian/bicycle improvements. Prior Years' Funding as follows: $11,998,000 for CST. Funding Information $(thousands) Project Phase Funding 2019 - 2020 2020 - 2021 2021 - 2022 2022 - 2023 2023 - 2024 CONSTRUCTION RIF $8,882 $6,000 $6,000 $0 $0 Underline 2020 Transportation Improvement Program 1 of 2 376 Funding Chart $(thousands) Fiscal Year Underline 2020 Transportation Improvement Program 2 of 2 377 Page 1 - 03/06/2020 3:00 PM Project Details - CM01 Field Name Field Value LRTP Project Code CM01 Facility US 1 Limit From SW 72 St / Sunset Dr Limit To SE 13 St Description 4.6: Install Fiberoptic Communications for Traffic Surveillance and Control Systems LRTP Year 2045 Project Type Congestion Management Agency Name Miami-Dade Dept. of Transportation and Public Works Purpose Last Approved Date Last Approved User Name Last Amended Date Last Amended User Name Project Costs Funded $8000M Total Capital Cost $M Priority Data P1 2020-2025(Y-O-E$)P2 2026-2030(Y-O-E$)P3 2031-2035(Y-O-E$)P4 2036-2045(Y-O-E$) Preliminary Engineering $M $M $M $M Right of Way $M $M $M $M Construction $M $M $M $M Operations and Maintenance $5500M $2500M $M $M Capital $M $M $M $M 378 Page 1 - 03/06/2020 2:59 PM Project Details - NW00143 Field Name Field Value LRTP Project Code NW00143 Facility SR 986 / SW 72 St Limit From SW 57 Ave Limit To SW 64 Court Description On-Road Bicycle Facility Improvement LRTP Year 2045 Project Type Bicycle/Pedestrian Improvements Agency Name Miami-Dade Dept. of Transportation and Public Works Purpose Last Approved Date Last Approved User Name Last Amended Date Last Amended User Name Project Costs Funded $44.382M Total Capital Cost $21.65M Priority Data P1 2020-2025(Y-O-E$)P2 2026-2030(Y-O-E$)P3 2031-2035(Y-O-E$)P4 2036-2045(Y-O-E$) Preliminary Engineering $M $M $M $4.552M Right of Way $M $M $M $M Construction $M $M $M $39.83M Operations and Maintenance $M $M $M $M Capital $M $M $M $M 379 Page 1 - 03/06/2020 2:59 PM Project Details - NW00143 Field Name Field Value LRTP Project Code NW00143 Facility SR 986 / SW 72 St Limit From SW 57 Ave Limit To SW 64 Court Description On-Road Bicycle Facility Improvement LRTP Year 2045 Project Type Bicycle/Pedestrian Improvements Agency Name Miami-Dade Dept. of Transportation and Public Works Purpose Last Approved Date Last Approved User Name Last Amended Date Last Amended User Name Project Costs Funded $44.382M Total Capital Cost $21.65M Priority Data P1 2020-2025(Y-O-E$)P2 2026-2030(Y-O-E$)P3 2031-2035(Y-O-E$)P4 2036-2045(Y-O-E$) Preliminary Engineering $M $M $M $4.552M Right of Way $M $M $M $M Construction $M $M $M $39.83M Operations and Maintenance $M $M $M $M Capital $M $M $M $M 380 Page 1 - 03/06/2020 2:59 PM Project Details - NW00150 Field Name Field Value LRTP Project Code NW00150 Facility SW 57 Ave Limit From SR 986 / 72nd St Limit To SW 64 St Description On-Road Bicycle Facility Improvement LRTP Year 2045 Project Type Bicycle/Pedestrian Improvements Agency Name Miami-Dade Dept. of Transportation and Public Works Purpose Last Approved Date Last Approved User Name Last Amended Date Last Amended User Name Project Costs Funded $28.084M Total Capital Cost $13.699M Priority Data P1 2020-2025(Y-O-E$)P2 2026-2030(Y-O-E$)P3 2031-2035(Y-O-E$)P4 2036-2045(Y-O-E$) Preliminary Engineering $M $M $M $2.88M Right of Way $M $M $M $M Construction $M $M $M $25.203M Operations and Maintenance $M $M $M $M Capital $M $M $M $M 381 STATE ROAD (SR) 5/US 1/DIXIE HIGHWAY FROM SR 94/SW 88 STREET/ KENDALL DRIVE TO SR 9/I-95 MIAMI-DADE COUNTY, FLORIDA FDOT FINANCIAL PROJECT ID: 434845-1-22-01 WWW.FDOTMIAMIDADE.COM/US1SOUTH March 2019 Final Summary Report 382 SECTION 8 A PACKAGE OF RECOMMENDATIONS 383 71WWW.FDOTMIAMIDADE.COM/US1SOUTH 8. A PACKAGE OF RECOMMENDATIONS The study concluded with a package of recommendations that can be advanced under varying implementation timeframes. ON-GOING There were/are several efforts currently ongoing on US 1 that aligned with the outcomes of this study. By including them as next steps, the study team recognized these current efforts and encouraged stakeholders to continue their implementation. ›The Underline phases, creating an urban trail and linear-park along the northwest-side of US 1 ›SMART Plan premium transit investments along Kendall Drive and US 1 from Dadeland to Florida City ›Active RRR projects along US 1 ›Active safety studies along US 1 SHORT-TERM These recommendations are to be advanced with the upcoming RRR candidate project from north of SW 80 Street to south of Riviera Drive. ›Safety strategies ›Signals/operations strategies ›Signing and striping strategies ›Maintenance strategies ›ADA strategies MEDIUM- TO LONG-TERM The key long-term recommendations are those that are beyond a RRR scope that may take more analysis and further coordination to advance. ›Safety strategies ›Signals/operations strategies ›Reconstruction/new construction strategies ›Transit/Park & Ride strategies ›Education/Enforcement strategies ›Private sector-led strategies 384 72 STATE ROAD (SR) 5/US 1/DIXIE HIGHWAY FROM SR 94/SW 88 STREET/KENDALL DRIVE TO SR 9/I-95 A. STRATEGIES TO MEET THE USER’S NEEDS ALONG US 1 The US 1 study team identified over 300 locations where a diverse set of strategies may help improve conditions for the various needs identified along US 1. Figure 28 breakdown the strategy locations identified per need. Several recommendations that were advanced into the Tier 2 analysis and evaluation were recommended to not move forward at this time. The reason behind this – their impact to travelers was forecasted as too significant under the assumptions and analysis conducted as part of this study. Tables A.2.1 and A.2.2 in Appendix 2 contain the full list of recommended strategies as well as the strategies removed from the final list of recommendations. FIGURE 28 BREAKDOWN OF STRATEGIES PER NEED IDENTIFIED B. CONSIDERATIONS FOR NEXT STEPS The goal of the strategies recommended herein is to improve mobility, safety and access for all modes and users. The following section highlights some identified opportunities to implement improvements in the near-team and leverage ongoing efforts within the Department as well as partnering agencies. For the implementation of some of the proposed strategies, further evaluation will be required to provide the necessary signed and sealed modification plans to modify existing conditions. REDUCING CRASHES WILL RESULT IN LESS CONGESTION BY REDUCING NON-RECURRING DELAY 385 73WWW.FDOTMIAMIDADE.COM/US1SOUTH CANDIDATE RRR PROJECT FDOT identified the SR 5/US 1 segment from north of SW 80 Street to south of Riviera Drive as a candidate location for the next cycle of RRR projects. The study team identified this Candidate RRR project as a potential avenue for the implementation of some of the recommended strategies herein. The study team also recommends FDOT explore changing the limits of the Candidate RRR project to begin at SW 88th Street rather than SW 80th Street given identified safety issues potentially due to pavement conditions. Ideally, this study would be considered during the scoping phase of the Candidate RRR project summarized below. Candidate RRR project information: ›FM No. 443916-1 ›Facility: SR 5 / US 1 / South Dixie Highway ›Limits: North of SW 80 Street to South of Riviera Drive ›Project Schedule as of October 2018: • Begin Scoping Work 5/27/2019 • Draft Scoping Report Due 7/26/2019 • Report Review Meeting 8/16/2019 • Final Scoping Report Due 9/23/2019 As previously noted in this report, 48 recommendations from this study were incorporated into two active RRR projects (SR 5/US 1 from Riviera Drive to SR 9/SW 27 Avenue (FM No. 433455-3-52-01 & 433455- 3-52-02) and SR 5/U 1 from east of SR 9/SW 27 Avenue to SR 9A/I-95 (FM No. 433455- 4-52-01)). The study team recommends FDOT assess how to best move forward with the recommendations listed in Appendix 2 within those RRR study limits that were not incorporated at the time of the RRR design plan production for various reasons. NEW SIGNALS AND SIGNAL MODIFICATIONS NEW SIGNALS Proposed signalization of stop-controlled intersections will reduce the delay experienced on some of the minor stop-controlled) movements. In accordance with Federal Highway Administration’s (FHWA’s) Manual on Uniform Traffic Control Devices (MUTCD), a signal warrant study will be required to determine if the implementation of a new traffic signal is acceptable. In addition, FDOT’s Intersection Control Evaluation policy will go into effect January 2020 requiring further assessment at proposed new signal locations and where turn-lanes are being added. AUXILIARY SIGNALS HEADS Auxiliary signals heads were recommended as part of the feedback from PAT members as an alternative to post mounted directional signage in order to increase signal visibility (e.g., Ingraham Highway and LeJeune Road – auxiliary signal of upstream of a horizontal curve). The recommendation was suggested to help reduce rear-end crashes and increase signal visibility (e.g., truck blocking drivers’ visibility). A further review of the signalized intersection where this recommendation would be applicable included the review of existing intersections and existing crash data as well as the District’s High Crash List review. Out of the study corridor intersections, the following fall under the high crash list (2012- 2016) but only one falls under the top 5% (signalized and unsignalized): ›US 1 and SR 94 / Kendall Drive * ›US 1 and SR 959 / SW 57 Avenue ›US 1 and Mariposa Court ›US 1 and Miller Road (unsignalized) ›US 1 and SR 953 / LeJeune Road / SW 42 Avenue ›US 1 and Grand Avenue ›US 1 and Jefferson St ›US 1 and Douglas Road / SW 37 Avenue ›US 1 and Carter Street (unsignalized) ›US 1 and SR 976 / Bird Rd / SW 40 Street ›US 1 and SW 32 Avenue ›US 1 and SR 9 / SW 27 Avenue ›US 1 and SW 22 Avenue 386 74 STATE ROAD (SR) 5/US 1/DIXIE HIGHWAY FROM SR 94/SW 88 STREET/KENDALL DRIVE TO SR 9/I-95 ›US 1 and SW 17 Avenue ›US 1 and SW 16 Avenue ›US 1 and SW 32 Road (unsignalized) * Intersection is within the Top 5% of the list for the Actual Crash Rate. In addition, the following segments from the study corridor fall under the Segments High Crash List: ›South of Kendall Dr to north of SW 68 Ct (BMP 0.8 to EMP 1.1) ›North of SR 878 to north of Ludlam Rd / SW 67 Ave (BMP 1.3 to EMP 1.5) ›South of Red Rd / SW 57 Ave to south of Yumuri St (BMP 2.7 to EMP 2.8) ›North of Santona St to north of Caballero Blvd (BMP 3.1 to EMP 3.3) ›South of Rosaro Ave to north of Ponce de Leon Blvd (BMP 4.6 to EMP 5.1) ›South of SR 9 / SW 27 Ave to north of SW 24 Ave (BMP 6.4 to EMP 6.8) ›South of SW 23 Ave to north of SW 22 Ave (BMP 6.9 to EMP 7.1) ›South of SW 17 Ave to north of SW 16 Ave (BMP 7.5 to EMP 7.9) In addition to the review of the Intersection and Segment High Crash Lists, the following are the top 10% of the corridor-only intersections with the highest number of total crashes and rear- end crashes (coincidentally all signalized): ›US 1 and Red Road / SW 57 Avenue ›US 1 and Riviera Drive ›US 1 and SR 953 / LeJeune Road / SW 42 Avenue ›US 1 and McDonald Street / SW 32 Avenue ›US 1 and SW 27 Avenue ›US 1 and SW 22 Avenue – programmed for signal backplates through FM 437918-1 ›US 1 and SW 17 Avenue However, most of the intersections listed as the top 10% of the corridor do not fall within the top 5% of the Intersections High Crash List. Adding signal features to enhance signal visibility is a cost-efficient recommendation if a mast arm structural analysis can verify existing infrastructure is able support the additional loads. PEDESTRIAN CROSSING CONSIDERATIONS After receiving input from Project Advisory Team (PAT) members, pedestrian overpasses are recommended to be considered as alternative to at-grade crossings at locations and/or intersections where the necessary supporting land uses/context and demand exist. There are currently pedestrian overpasses along the corridor study (e.g., Mariposa Ct, SW 37 Ave and SW 32 Rd). However, the environment and design features at some of these overpasses have shown low compliance and usage of these. Pedestrian overpasses were not the preferred alternative to be recommended for crossing locations due to its low treatment effectiveness in the area. Overpasses can be a useful treatment to connect land uses separated by a major divider like freeways and railways. Significant barriers on the ground to prevent at-grade crossings need to be in place for a successful overpass as well as a connection to a greater network for pedestrian and bicyclist use. Some important considerations to keep in mind when evaluating this treatment include construction and maintenance costs, potential usage, out of direction travel for users, area context with adjacent land uses, major transportation connector/generator connecting and appropriate safe and convenient design for access by pedestrians and bicyclists. A potential candidate that was recommended for consideration of an overpass was the intersection of US 1 and SW 70 St/SW 58 Ave. IN-ROAD LIGHTING In-ground lighting was initially included in the recommendations list to be implemented along multiple locations with high pedestrian activity or locations with safety risks for pedestrians. After further coordination with PAT members, all in-ground lighting at intersections was 387 75WWW.FDOTMIAMIDADE.COM/US1SOUTH removed except for the 2 locations at Dadeland South where the Underline crosses in the middle of an intersection. The reasoning for removing most of the in-road lighting corridor- wide was due to the conflict with MUTCD standards, associated maintenance and lack of successful projects in the past. This type of roadway enhancement features to help increase pedestrians’ visibility is currently being explored as a pilot project in FDOT D7. One Design-Build Push-Button task is installing in-road lighting crosswalk at Martin Luther King and Saint Joseph Hospital as a D7 innovation pilot project. Construction was expected to start in May 2018. The locations identified along the study corridor have the potential to be undertaken as experimental pilot projects. TRANSIT CONSIDERATIONS Recommendations for transit stations are an important component to improve accessibility, safety and mobility for all users along the study corridor. Approximately 25% of the recommendations are directly related to the goal to Improve Access to Transit by All Modes. As part of the recommendation identification and potential opportunities for implementation, two projects were identified in the near-term horizon which have the potential to implement several of the recommendations at two Metrorail stations: Link Douglas Rail Station and Grove Station. Coordination for implementation should be conducted with Miami-Dade County Department of Transportation and Public Works. PLACEMAKING AND LANDSCAPE Stakeholders shared with the study team their desire for wanting a “great space” along the corridor where residents and users of the system can equally benefit. Some suggestions included lush landscaping and creating gateways/visible entry points from city to city. Although these needs and strategies were not part of the study’s overall scope, these ideas could be further investigated. The Underline project is a great starting point for turning this desire into a reality! Coordination for implementation should be conducted with Miami-Dade County Department of Transportation and Public Works. C. AS WE MOVE FORWARD FDOT will continue to advance these strategies in several ways as projects over time are integrated into ongoing maintenance, resurfacing, safety and traffic operations projects. FDOT will also seek advancing standalone projects while continuing to closely collaborate and parter with the TPO, County, and cities. These partnerships are essential and strongly valued for now and into the future. To learn more and stay involved, please visit the project website at www.fdotmiamidade.com/ us1south. THE UNDERLINE PHASE 1 BRICKELL BACKYARD GROUNDBREAKING source: http://current.miami/groundbreaking-the-underline-downtown-miami-brickell30302/ 388 83WWW.FDOTMIAMIDADE.COM/US1SOUTH APPENDIX 2 US 1 CORRIDOR STUDY STRATEGY RECOMMENDATIONS 389 84 STATE ROAD (SR) 5/US 1/DIXIE HIGHWAY FROM SR 94/SW 88 STREET/KENDALL DRIVE TO SR 9/I-95 MUNICIPALITY LOCATION NEED CONTEXT CLASSIFICATION STRATEGY RECOMMENDATION OWNER (FDOT, PARTNER, BOTH)TOTAL CAPITAL COST 1 Corridor Wide Strategies Long-Term Corridor Wide Strategies to Consider Increase Ped/Bike Safety and Convenience Corridor Wide Strategies Create shared use path or wider sidewalks on east side of US 1 FDOT N/A 2 Corridor Wide Strategies Long-Term Corridor Wide Strategies to Consider Improve Access to Transit by All Modes Corridor Wide Strategies Expand Bikeshare locations at Metrorail Stations Both N/A 3 Corridor Wide Strategies Short-term Corridor Wide Strategies Reduce Auto Crashes Corridor Wide Strategies Improve lighting to meet standards (achieved through retrofit projects)FDOT N/A 4 Corridor Wide Strategies Short-term Corridor Wide Strategies Reduce Auto Crashes Corridor Wide Strategies Improve pavement friction through resurfacing of corridor FDOT $2,352,030 5 Corridor Wide Strategies Long-Term Corridor Wide Strategies to Consider Improve Access to Transit by All Modes Corridor Wide Strategies In-ground pedestrian lighting at Metrorail stations *Both N/A 6 Corridor Wide Strategies Short-term Corridor Wide Strategies Increase Ped/Bike Safety and Convenience Corridor Wide Strategies Install pedestrian countdown signals where absent Both N/A 7 Corridor Wide Strategies Partial Corridor Wide Metrorail Stations/Park and Ride Lots Dadeland North to Vizcaya Station Improve Access to Transit by All Modes Corridor Wide Strategies M-Path GreenLink (long-term improvements) - Bicycle/Pedestrian Improvements Both $4,524,000 8 Corridor Wide Strategies Partial Corridor Wide Metrorail Stations/Park and Ride Lots Dadeland North to Vizcaya Station Improve Access to Transit by All Modes Corridor Wide Strategies M-Path Overtown Greenway FDOT $3,666,000 9 Corridor Wide Strategies Long-Term Corridor Wide Strategies to Consider Improve Access to Transit by All Modes Corridor Wide Strategies Quality bike storage/parking at transit stations and other areas Both N/A 10 Corridor Wide Strategies Short-term Corridor Wide Strategies Reduce Auto Crashes Corridor Wide Strategies Refurbish pavement markings and revise stop bar angles to increase visibility FDOT N/A 11 Corridor Wide Strategies Short-term Corridor Wide Strategies Reduce Auto Crashes Corridor Wide Strategies Signing (e.g., Don’t Block the Box, yield to pedestrian blank out signs - on mast arms)Both N/A 12 Corridor Wide Strategies Short-term Corridor Wide Strategies Increase Ped/Bike Safety and Convenience Corridor Wide Strategies Upgrade pedestrian ramps for ADA compliance FDOT N/A 13 Corridor Wide Strategies Long-Term Corridor Wide Strategies to Consider Reduce Auto Crashes Corridor Wide Strategies Use signal timing to reduce off-peak travel speeds Partner N/A 14 Corridor Wide Strategies Long-Term Corridor Wide Strategies to Consider Improve Access to Transit by All Modes Corridor Wide Strategies Utilize smart parking technologies and existing dynamic signage Both N/A 15 Corridor Wide Strategies Short-term Corridor Wide Strategies Reduce Auto Crashes Corridor Wide Strategies Increase AR + Y clearance intervals for all approaches Partner N/A 16 Corridor Wide Strategies Short-term Corridor Wide Strategies Increase Ped/Bike Safety and Convenience Corridor Wide Strategies Increase the FDW clearance intervals at all signalized intersections Partner N/A 17 Corridor Wide Strategies Short-term Corridor Wide Strategies Increase Ped/Bike Safety and Convenience Corridor Wide Strategies Consider LPI at all signalized intersections Partner N/A 18 Corridor Wide Strategies Short-term Corridor Wide Strategies Reduce Effects of Congestion Corridor Wide Strategies Where MOVEMENT PROHIBITIONS (MUTCD R3-1) signs are recommended in the signing/marking plans, consider installing them on the mast arm of the signal.Both N/A 19 Pinecrest Dadeland South Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Explore opportunities to expand the facility and/or provide satellite parking to accommodate current and future demand Both $7,865,250 20 Pinecrest Dadeland South Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Address pavement (general area) and drainage issues in the parking lot Both N/A 21 Pinecrest Dadeland South Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Improve external wayfinding signage Both $3,900 22 Pinecrest Dadeland South Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Replace signs with graffiti/add pedestrians signals Both N/A 23 Pinecrest Dadeland South Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Implement parking management system. Provide dynamic signage of available spaces at Dadeland Blvd and Datran Dr entrances and on US 1 +Both $3,412,000 Table A.2.1 US 1 Corridor Study Team Recommendations from SR 94/SW 88 Street/Kendall Drive to SR9/I-95 390 85WWW.FDOTMIAMIDADE.COM/US1SOUTH MUNICIPALITYLOCATIONNEEDCONTEXT CLASSIFICATION STRATEGY RECOMMENDATION OWNER (FDOT, PARTNER, BOTH)TOTAL CAPITAL COST 1Corridor Wide StrategiesLong-Term Corridor Wide Strategies to ConsiderIncrease Ped/Bike Safety and ConvenienceCorridor Wide Strategies Create shared use path or wider sidewalks on east side of US 1 FDOT N/A 2Corridor Wide StrategiesLong-Term Corridor Wide Strategies to ConsiderImprove Access to Transit by All ModesCorridor Wide Strategies Expand Bikeshare locations at Metrorail Stations Both N/A 3Corridor Wide StrategiesShort-term Corridor Wide StrategiesReduce Auto CrashesCorridor Wide Strategies Improve lighting to meet standards (achieved through retrofit projects)FDOT N/A 4Corridor Wide StrategiesShort-term Corridor Wide StrategiesReduce Auto CrashesCorridor Wide Strategies Improve pavement friction through resurfacing of corridor FDOT $2,352,030 5Corridor Wide StrategiesLong-Term Corridor Wide Strategies to ConsiderImprove Access to Transit by All ModesCorridor Wide Strategies In-ground pedestrian lighting at Metrorail stations *Both N/A 6Corridor Wide StrategiesShort-term Corridor Wide StrategiesIncrease Ped/Bike Safety and ConvenienceCorridor Wide Strategies Install pedestrian countdown signals where absent Both N/A 7Corridor Wide Strategies Partial Corridor Wide Metrorail Stations/Park and Ride Lots Dadeland North to Vizcaya Station Improve Access to Transit by All ModesCorridor Wide Strategies M-Path GreenLink (long-term improvements) - Bicycle/Pedestrian Improvements Both $4,524,000 8Corridor Wide Strategies Partial Corridor Wide Metrorail Stations/Park and Ride Lots Dadeland North to Vizcaya Station Improve Access to Transit by All ModesCorridor Wide Strategies M-Path Overtown Greenway FDOT $3,666,000 9Corridor Wide StrategiesLong-Term Corridor Wide Strategies to ConsiderImprove Access to Transit by All ModesCorridor Wide Strategies Quality bike storage/parking at transit stations and other areas Both N/A 10Corridor Wide StrategiesShort-term Corridor Wide StrategiesReduce Auto CrashesCorridor Wide Strategies Refurbish pavement markings and revise stop bar angles to increase visibility FDOT N/A 11Corridor Wide StrategiesShort-term Corridor Wide StrategiesReduce Auto CrashesCorridor Wide Strategies Signing (e.g., Don’t Block the Box, yield to pedestrian blank out signs - on mast arms)Both N/A 12Corridor Wide StrategiesShort-term Corridor Wide StrategiesIncrease Ped/Bike Safety and ConvenienceCorridor Wide Strategies Upgrade pedestrian ramps for ADA compliance FDOT N/A 13Corridor Wide StrategiesLong-Term Corridor Wide Strategies to ConsiderReduce Auto CrashesCorridor Wide Strategies Use signal timing to reduce off-peak travel speeds Partner N/A 14Corridor Wide StrategiesLong-Term Corridor Wide Strategies to ConsiderImprove Access to Transit by All ModesCorridor Wide Strategies Utilize smart parking technologies and existing dynamic signage Both N/A 15Corridor Wide StrategiesShort-term Corridor Wide StrategiesReduce Auto CrashesCorridor Wide Strategies Increase AR + Y clearance intervals for all approaches Partner N/A 16Corridor Wide StrategiesShort-term Corridor Wide StrategiesIncrease Ped/Bike Safety and ConvenienceCorridor Wide Strategies Increase the FDW clearance intervals at all signalized intersections Partner N/A 17Corridor Wide StrategiesShort-term Corridor Wide StrategiesIncrease Ped/Bike Safety and ConvenienceCorridor Wide Strategies Consider LPI at all signalized intersections Partner N/A 18Corridor Wide StrategiesShort-term Corridor Wide StrategiesReduce Effects of CongestionCorridor Wide Strategies Where MOVEMENT PROHIBITIONS (MUTCD R3-1) signs are recommended in the signing/marking plans, consider installing them on the mast arm of the signal.Both N/A 19PinecrestDadeland South Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Explore opportunities to expand the facility and/or provide satellite parking to accommodate current and future demand Both $7,865,250 20PinecrestDadeland South Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Address pavement (general area) and drainage issues in the parking lot Both N/A 21PinecrestDadeland South Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Improve external wayfinding signage Both $3,900 22PinecrestDadeland South Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Replace signs with graffiti/add pedestrians signals Both N/A 23PinecrestDadeland South Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Implement parking management system. Provide dynamic signage of available spaces at Dadeland Blvd and Datran Dr entrances and on US 1 +Both $3,412,000 391 88 STATE ROAD (SR) 5/US 1/DIXIE HIGHWAY FROM SR 94/SW 88 STREET/KENDALL DRIVE TO SR 9/I-95 MUNICIPALITY LOCATION NEED CONTEXT CLASSIFICATION STRATEGY RECOMMENDATION OWNER (FDOT, PARTNER, BOTH)TOTAL CAPITAL COST 48 Unincorporated MDC Dadeland North Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Implement Snapper Creek Trail from SW 73 Ave to Ludlam Trail Both $48,690 49 Unincorporated MDC Dadeland North Metrorail Station/Park and Ride Lot 5801 South Dixie Highway South Miami, FL 33143 Improve Access to Transit by All Modes C5 - Urban Center Snapper Creek Trail “B” from SW 94 Avenue / K-Land Park to SW 57 Avenue Trail Improvements FDOT $1,521,000 50 Unincorporated MDC Dadeland North Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Implement Ludlam Trail from SW 80 Street to US 1/Underline along SW 70 St.Both $303,870 51 Unincorporated MDC US 1 and SW 68 Ct Reduce Auto Crashes C5 - Urban Center Change LTs from perm+prot to Prot ONLY for SB lanes Partner $1,240 52 Unincorporated MDC US 1 and SW 68 Ct Increase Ped/Bike Safety and Convenience C5 - Urban Center Increase FDW. Clearance Intervals to 30 sec to provide for One Stage crossing Partner N/A 53 Unincorporated MDC US 1 and SW 68 Ct Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalk markings on east leg FDOT $9,390 54 Unincorporated MDC US 1 and SW 68 Ct Reduce Auto Crashes C5 - Urban Center Improve signing and pavement marking for right turn only FDOT $1,330 55 Unincorporated MDC SW 84 St Reduce Auto Crashes C5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB and SB lanes Both $2,480 56 Unincorporated MDC SW 84 St Increase Ped/Bike Safety and Convenience C5 - Urban Center Extend/build out median to provide pedestrian refuge on south leg FDOT $930 57 Unincorporated MDC SW 84 St Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalk with pedestrian refuge on north leg FDOT $8,930 58 Unincorporated MDC SW 84 St Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalk markings at driveways FDOT $1,660 59 Unincorporated MDC Snapper Creek Off Ramp Reduce Auto Crashes C5 - Urban Center Install additional Signal Ahead Signs upstream of US 1 along Snapper Creek off-ramp FDOT $1,300 60 Unincorporated MDC Snapper Creek Off Ramp Reduce Auto Crashes C5 - Urban Center Install “End of queue detection” on US 1 NB north leg (connected to traffic signal controller)Partner $1,740 61 Unincorporated MDC Snapper Creek Off Ramp Reduce Auto Crashes C5 - Urban Center Install shield pavement marking signs upstream of intersection FDOT $4,750 62 Unincorporated MDC Snapper Creek Off Ramp Increase Ped/Bike Safety and Convenience C5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $4,990 63 Unincorporated MDC SW 67 Ave/Ludlam Rd Reduce Auto Crashes C5 - Urban Center Change LTs from perm+prot to Prot ONLY for all approaches Partner $4,960 64 Unincorporated MDC SW 67 Ave/Ludlam Rd Increase Ped/Bike Safety and Convenience C5 - Urban Center Install pedestrian refuge on SW 67 Ave east leg FDOT $1,520 65 Unincorporated MDC SW 67 Ave/Ludlam Rd Increase Ped/Bike Safety and Convenience C5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $3,070 66 Unincorporated MDC SW 67 Ave/Ludlam Rd Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalk with pedestrian refuge on north leg FDOT $9,110 67 Unincorporated MDC SW 67 Ave/Ludlam Rd Reduce Auto Crashes C5 - Urban Center Reconfigure south and west legs to accommodate US 1 NB dual left turn lanes and prohibit US 1 NB U-turns Both $20,520 68 Unincorporated MDC SW 67 Ave/Ludlam Rd Reduce Effects of Congestion C5 - Urban Center Evaluate potential for opening roadway connection at SW 67 Ave at SW 84 St Both N/A 69 South Miami SW 80 St/SW 65 Ave Reduce Auto Crashes C5 - Urban Center Explore closure of SW 65 Ave southwest leg access to intersection FDOT $16,280 70 South Miami SW 80 St/SW 65 Ave Reduce Auto Crashes C5 - Urban Center Close northernmost driveways on the southeast corner - most of the sideswipe crashes are reported along US 1 NB on the south leg FDOT $900 71 South Miami SW 80 St/SW 65 Ave Increase Ped/Bike Safety and Convenience C5 - Urban Center Increase ONE-WAY and DO NOT ENTER signs FDOT $5,210 72 South Miami SW 80 St/SW 65 Ave Increase Ped/Bike Safety and Convenience C5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $3,650 Table A.2.1 US 1 Corridor Study Team Recommendations from SR 94/SW 88 Street/Kendall Drive to SR9/I-95 392 89WWW.FDOTMIAMIDADE.COM/US1SOUTH MUNICIPALITYLOCATIONNEEDCONTEXT CLASSIFICATION STRATEGY RECOMMENDATION OWNER (FDOT, PARTNER, BOTH)TOTAL CAPITAL COST 48Unincorporated MDCDadeland North Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Implement Snapper Creek Trail from SW 73 Ave to Ludlam Trail Both $48,690 49Unincorporated MDC Dadeland North Metrorail Station/Park and Ride Lot 5801 South Dixie Highway South Miami, FL 33143 Improve Access to Transit by All ModesC5 - Urban Center Snapper Creek Trail “B” from SW 94 Avenue / K-Land Park to SW 57 Avenue Trail Improvements FDOT $1,521,000 50Unincorporated MDCDadeland North Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Implement Ludlam Trail from SW 80 Street to US 1/Underline along SW 70 St.Both $303,870 51Unincorporated MDCUS 1 and SW 68 CtReduce Auto CrashesC5 - Urban Center Change LTs from perm+prot to Prot ONLY for SB lanes Partner $1,240 52Unincorporated MDCUS 1 and SW 68 CtIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Increase FDW. Clearance Intervals to 30 sec to provide for One Stage crossing Partner N/A 53Unincorporated MDCUS 1 and SW 68 CtIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalk markings on east leg FDOT $9,390 54Unincorporated MDCUS 1 and SW 68 CtReduce Auto CrashesC5 - Urban Center Improve signing and pavement marking for right turn only FDOT $1,330 55Unincorporated MDCSW 84 StReduce Auto CrashesC5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB and SB lanes Both $2,480 56Unincorporated MDCSW 84 StIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Extend/build out median to provide pedestrian refuge on south leg FDOT $930 57Unincorporated MDCSW 84 StIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalk with pedestrian refuge on north leg FDOT $8,930 58Unincorporated MDCSW 84 StIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalk markings at driveways FDOT $1,660 59Unincorporated MDCSnapper Creek Off RampReduce Auto CrashesC5 - Urban Center Install additional Signal Ahead Signs upstream of US 1 along Snapper Creek off-ramp FDOT $1,300 60Unincorporated MDCSnapper Creek Off RampReduce Auto CrashesC5 - Urban Center Install “End of queue detection” on US 1 NB north leg (connected to traffic signal controller)Partner $1,740 61Unincorporated MDCSnapper Creek Off RampReduce Auto CrashesC5 - Urban Center Install shield pavement marking signs upstream of intersection FDOT $4,750 62Unincorporated MDCSnapper Creek Off RampIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $4,990 63Unincorporated MDCSW 67 Ave/Ludlam RdReduce Auto CrashesC5 - Urban Center Change LTs from perm+prot to Prot ONLY for all approaches Partner $4,960 64Unincorporated MDCSW 67 Ave/Ludlam RdIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install pedestrian refuge on SW 67 Ave east leg FDOT $1,520 65Unincorporated MDCSW 67 Ave/Ludlam RdIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $3,070 66Unincorporated MDCSW 67 Ave/Ludlam RdIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalk with pedestrian refuge on north leg FDOT $9,110 67Unincorporated MDCSW 67 Ave/Ludlam RdReduce Auto CrashesC5 - Urban Center Reconfigure south and west legs to accommodate US 1 NB dual left turn lanes and prohibit US 1 NB U-turns Both $20,520 68Unincorporated MDCSW 67 Ave/Ludlam RdReduce Effects of CongestionC5 - Urban Center Evaluate potential for opening roadway connection at SW 67 Ave at SW 84 St Both N/A 69South MiamiSW 80 St/SW 65 AveReduce Auto CrashesC5 - Urban Center Explore closure of SW 65 Ave southwest leg access to intersection FDOT $16,280 70South MiamiSW 80 St/SW 65 AveReduce Auto CrashesC5 - Urban Center Close northernmost driveways on the southeast corner - most of the sideswipe crashes are reported along US 1 NB on the south leg FDOT $900 71South MiamiSW 80 St/SW 65 AveIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Increase ONE-WAY and DO NOT ENTER signs FDOT $5,210 72South MiamiSW 80 St/SW 65 AveIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $3,650 393 90 STATE ROAD (SR) 5/US 1/DIXIE HIGHWAY FROM SR 94/SW 88 STREET/KENDALL DRIVE TO SR 9/I-95 MUNICIPALITY LOCATION NEED CONTEXT CLASSIFICATION STRATEGY RECOMMENDATION OWNER (FDOT, PARTNER, BOTH)TOTAL CAPITAL COST 73 South Miami SW 80 St/SW 65 Ave Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalk with pedestrian refuge on south leg FDOT $8,620 74 South Miami SW 80 St/SW 65 Ave Reduce Effects of Congestion C5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB and SB lanes Both $10,020 75 South Miami SW 80 St/SW 65 Ave Reduce Auto Crashes C5 - Urban Center Add stop and right turn only signs by northern driveways FDOT $2,600 76 South Miami SW 63 Ave/SW 78 St Increase Ped/Bike Safety and Convenience C4 - Urban General Install high visibility crosswalk markings on east leg FDOT $7,430 77 South Miami SW 62 Ave Reduce Auto Crashes C5 - Urban Center Consolidate driveways on the southeast corner FDOT $450 78 South Miami SW 62 Ave Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalks markings at intersection and across remaining (unconsolidated) driveways on east side of US 1 just south of the intersection FDOT $7,230 79 South Miami SW 62 Ave Reduce Auto Crashes C5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB and SB lanes Partner $2,480 80 South Miami SW 62 Ave Increase Ped/Bike Safety and Convenience C5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $4,420 81 South Miami SW 62 Ave Reduce Auto Crashes C5 - Urban Center Remove channelized right turn lanes along NB US 1 and prohibit movement due to intersection configuration Both $20,300 82 South Miami SW 62 Ave Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalk on south leg FDOT $7,330 83 South Miami SW 61 Ave Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalk markings on east leg FDOT $6,840 84 South Miami SW 73 St Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalk on south leg and upgrade east leg pedestrian ramps for ADA compliance FDOT $9,390 85 South Miami SW 73 St Reduce Auto Crashes C5 - Urban Center Change LTs from perm+prot to Prot ONLY for SB lanes and install high emphasis crosswalk markings on the east leg FDOT $2,810 86 South Miami SW 72 St / Sunset Dr Reduce Auto Crashes C5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB and SB lanes Partner $2,480 87 South Miami SW 72 St / Sunset Dr Increase Ped/Bike Safety and Convenience C5 - Urban Center Extend/build out median to provide pedestrian refuge on north and south legs FDOT $1,480 88 South Miami SW 72 St / Sunset Dr Increase Ped/Bike Safety and Convenience C5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $4,030 89 South Miami SW 72 St / Sunset Dr Increase Ped/Bike Safety and Convenience C5 - Urban Center Install signing improvements alerting drivers of pedestrian crossing at Metrorail station driveway in NW corner of intersection Both $1,300 90 South Miami SW 72 St / Sunset Dr Increase Ped/Bike Safety and Convenience C5 - Urban Center Upgrade pedestrian ramps for ADA compliance FDOT $4,700 91 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Add sidewalk from SW 72 St Entrance to Metrorail Station Both $13,360 92 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Implement Pedestrian Activated In-Road Lighting at SW 72 St Entrance to Metrorail Station *Both $52,800 93 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Install bird spikes above bus waiting areas Partner N/A 94 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center New and brighter lighting in bus wait area and increased security Partner $7,600 95 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Repaint pavement markings on top floor Both N/A 96 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Improve intersection crossings and pedestrian signals (short phase) along the M-Path/Underline Both N/A 97 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Enforce speed limit inside parking garage Partner N/A 98 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Pedestrian connectivity improvement.-On-site circulation in the parking garage indicates that park and riders need to traverse the driving aisles to get from their cars to the station *Both N/A Table A.2.1 US 1 Corridor Study Team Recommendations from SR 94/SW 88 Street/Kendall Drive to SR9/I-95 394 91WWW.FDOTMIAMIDADE.COM/US1SOUTH MUNICIPALITYLOCATIONNEEDCONTEXT CLASSIFICATION STRATEGY RECOMMENDATION OWNER (FDOT, PARTNER, BOTH)TOTAL CAPITAL COST 73South MiamiSW 80 St/SW 65 AveIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalk with pedestrian refuge on south leg FDOT $8,620 74South MiamiSW 80 St/SW 65 AveReduce Effects of CongestionC5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB and SB lanes Both $10,020 75South MiamiSW 80 St/SW 65 AveReduce Auto CrashesC5 - Urban Center Add stop and right turn only signs by northern driveways FDOT $2,600 76South MiamiSW 63 Ave/SW 78 StIncrease Ped/Bike Safety and ConvenienceC4 - Urban General Install high visibility crosswalk markings on east leg FDOT $7,430 77South MiamiSW 62 AveReduce Auto CrashesC5 - Urban Center Consolidate driveways on the southeast corner FDOT $450 78South MiamiSW 62 AveIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalks markings at intersection and across remaining (unconsolidated) driveways on east side of US 1 just south of the intersection FDOT $7,230 79South MiamiSW 62 AveReduce Auto CrashesC5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB and SB lanes Partner $2,480 80South MiamiSW 62 AveIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $4,420 81South MiamiSW 62 AveReduce Auto CrashesC5 - Urban Center Remove channelized right turn lanes along NB US 1 and prohibit movement due to intersection configuration Both $20,300 82South MiamiSW 62 AveIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalk on south leg FDOT $7,330 83South MiamiSW 61 AveIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalk markings on east leg FDOT $6,840 84South MiamiSW 73 StIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalk on south leg and upgrade east leg pedestrian ramps for ADA compliance FDOT $9,390 85South MiamiSW 73 StReduce Auto CrashesC5 - Urban Center Change LTs from perm+prot to Prot ONLY for SB lanes and install high emphasis crosswalk markings on the east leg FDOT $2,810 86South MiamiSW 72 St / Sunset DrReduce Auto CrashesC5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB and SB lanes Partner $2,480 87South MiamiSW 72 St / Sunset DrIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Extend/build out median to provide pedestrian refuge on north and south legs FDOT $1,480 88South MiamiSW 72 St / Sunset DrIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $4,030 89South MiamiSW 72 St / Sunset DrIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install signing improvements alerting drivers of pedestrian crossing at Metrorail station driveway in NW corner of intersection Both $1,300 90South MiamiSW 72 St / Sunset DrIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Upgrade pedestrian ramps for ADA compliance FDOT $4,700 91South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Add sidewalk from SW 72 St Entrance to Metrorail Station Both $13,360 92South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Implement Pedestrian Activated In-Road Lighting at SW 72 St Entrance to Metrorail Station *Both $52,800 93South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Install bird spikes above bus waiting areas Partner N/A 94South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center New and brighter lighting in bus wait area and increased security Partner $7,600 95South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Repaint pavement markings on top floor Both N/A 96South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Improve intersection crossings and pedestrian signals (short phase) along the M-Path/Underline Both N/A 97South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Enforce speed limit inside parking garage Partner N/A 98South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Pedestrian connectivity improvement.-On-site circulation in the parking garage indicates that park and riders need to traverse the driving aisles to get from their cars to the station *Both N/A 395 92 STATE ROAD (SR) 5/US 1/DIXIE HIGHWAY FROM SR 94/SW 88 STREET/KENDALL DRIVE TO SR 9/I-95 MUNICIPALITY LOCATION NEED CONTEXT CLASSIFICATION STRATEGY RECOMMENDATION OWNER (FDOT, PARTNER, BOTH)TOTAL CAPITAL COST 99 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Remove graffiti Both N/A 100 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Eliminate tripping hazard (sidewalk) broken fire hydrant adjacent to NB US 1 right turn lane Both N/A 101 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Narrow US 1 SB Driveway into Station to slow right turns and conflict with M-Path/Underline Both $18,970 102 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Implement parking management system. Provide dynamic signage of available spaces at entrances and on US 1 Both $2,271,000 103 South Miami South Miami Metrorail Station Improve Access to Transit by All Modes C5 - Urban Center Reduce SB US 1 right turn radius at SW 72 St Driveway into Station to slow right turns and conflict with M-Path/Underline Both $3,790 104 South Miami SW 71 St Increase Ped/Bike Safety and Convenience C5 - Urban Center Install signalized midblock crossing Both $304,800 105 South Miami SW 71 St Increase Ped/Bike Safety and Convenience C5 - Urban Center Upgrade pedestrian ramps on east leg for ADA compliance FDOT $1,180 106 South Miami SW 70 St/SW 58 Ave Reduce Auto Crashes C5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB lanes Partner $2,480 107 South Miami SW 70 St/SW 58 Ave Increase Ped/Bike Safety and Convenience C5 - Urban Center Extend/build out median to provide pedestrian refuge on north and south legs FDOT $1,480 108 South Miami SW 70 St/SW 58 Ave Reduce Auto Crashes C5 - Urban Center Install high visibility crosswalk on north leg, nearside bus stop located on US 1 SB lanes and upgrade pedestrian ramps on east leg for ADA compliance FDOT $8,610 109 South Miami SW 70 St/SW 58 Ave Increase Ped/Bike Safety and Convenience C5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $3,070 110 South Miami SW 70 St/SW 58 Ave Increase Ped/Bike Safety and Convenience C5 - Urban Center Install signing improvements alerting drivers to pedestrian crossing at Metrorail station driveway at channelized EB RT Both $1,300 111 South Miami Sunset driveway Increase Ped/Bike Safety and Convenience C5 - Urban Center Install pedestrian actuated crossing with a high visibility crosswalk on the south leg Both $9,810 112 South Miami Sunset driveway Increase Ped/Bike Safety and Convenience C5 - Urban Center Install green paint markings across US 1 to alert users of M-Path/Underline access (along proposed actuated pedestrian crossing)FDOT $3,270 113 South Miami Sunset driveway Increase Ped/Bike Safety and Convenience C5 - Urban Center Provide access across US 1 for pedestrian and bicycle crossings to/from the M-Path/Underline Both $2,310 114 Coral Gables SW 57 Ave / Red Rd**Reduce Auto Crashes C5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB and SB lanes Partner $2,480 115 Coral Gables SW 57 Ave / Red Rd**Reduce Auto Crashes C5 - Urban Center Install retroreflective signal backplates on all approaches Both $6,300 116 Coral Gables SW 57 Ave / Red Rd**Increase Ped/Bike Safety and Convenience C5 - Urban Center Extend/build out median to provide pedestrian refuge on north and south legs FDOT $3,150 117 Coral Gables SW 57 Ave / Red Rd**Increase Ped/Bike Safety and Convenience C5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $3,460 118 Coral Gables SW 57 Ave / Red Rd**Increase Ped/Bike Safety and Convenience C5 - Urban Center Install green paint markings across US 1 to alert users of M-Path/Underline access FDOT $7,680 119 Coral Gables SW 57 Ave / Red Rd**Increase Ped/Bike Safety and Convenience C5 - Urban Center Install raised crosswalk across channelized NB RT FDOT $2,650 120 Coral Gables SW 57 Ave / Red Rd**Increase Ped/Bike Safety and Convenience C5 - Urban Center Remove channelized right turn along US 1 SB; RT movement to remain allowed.Both $8,930 121 Coral Gables Yumuri St Reduce Auto Crashes C5 - Urban Center Change to RIRO from Yumuri St Both $25,910 122 Coral Gables Yumuri St Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalk markings on east leg FDOT $6,940 123 Coral Gables Madruga Ct Increase Ped/Bike Safety and Convenience C5 - Urban Center Install high visibility crosswalk markings on east leg FDOT $6,940 124 Coral Gables Madruga Ct Increase Ped/Bike Safety and Convenience C5 - Urban Center Provide access across US 1 for pedestrian and bicycle crossings to/from the M-Path/Underline Both $3,080 Table A.2.1 US 1 Corridor Study Team Recommendations from SR 94/SW 88 Street/Kendall Drive to SR9/I-95 396 93WWW.FDOTMIAMIDADE.COM/US1SOUTH MUNICIPALITYLOCATIONNEEDCONTEXT CLASSIFICATION STRATEGY RECOMMENDATION OWNER (FDOT, PARTNER, BOTH)TOTAL CAPITAL COST 99South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Remove graffiti Both N/A 100South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Eliminate tripping hazard (sidewalk) broken fire hydrant adjacent to NB US 1 right turn lane Both N/A 101South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Narrow US 1 SB Driveway into Station to slow right turns and conflict with M-Path/Underline Both $18,970 102South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Implement parking management system. Provide dynamic signage of available spaces at entrances and on US 1 Both $2,271,000 103South MiamiSouth Miami Metrorail StationImprove Access to Transit by All ModesC5 - Urban Center Reduce SB US 1 right turn radius at SW 72 St Driveway into Station to slow right turns and conflict with M-Path/Underline Both $3,790 104South MiamiSW 71 StIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install signalized midblock crossing Both $304,800 105South MiamiSW 71 StIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Upgrade pedestrian ramps on east leg for ADA compliance FDOT $1,180 106South MiamiSW 70 St/SW 58 AveReduce Auto CrashesC5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB lanes Partner $2,480 107South MiamiSW 70 St/SW 58 AveIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Extend/build out median to provide pedestrian refuge on north and south legs FDOT $1,480 108South MiamiSW 70 St/SW 58 AveReduce Auto CrashesC5 - Urban Center Install high visibility crosswalk on north leg, nearside bus stop located on US 1 SB lanes and upgrade pedestrian ramps on east leg for ADA compliance FDOT $8,610 109South MiamiSW 70 St/SW 58 AveIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $3,070 110South MiamiSW 70 St/SW 58 AveIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install signing improvements alerting drivers to pedestrian crossing at Metrorail station driveway at channelized EB RT Both $1,300 111South MiamiSunset drivewayIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install pedestrian actuated crossing with a high visibility crosswalk on the south leg Both $9,810 112South MiamiSunset drivewayIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install green paint markings across US 1 to alert users of M-Path/Underline access (along proposed actuated pedestrian crossing)FDOT $3,270 113South MiamiSunset drivewayIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Provide access across US 1 for pedestrian and bicycle crossings to/from the M-Path/Underline Both $2,310 114Coral GablesSW 57 Ave / Red Rd**Reduce Auto CrashesC5 - Urban Center Change LTs from perm+prot to Prot ONLY for NB and SB lanes Partner $2,480 115Coral GablesSW 57 Ave / Red Rd**Reduce Auto CrashesC5 - Urban Center Install retroreflective signal backplates on all approaches Both $6,300 116Coral GablesSW 57 Ave / Red Rd**Increase Ped/Bike Safety and ConvenienceC5 - Urban Center Extend/build out median to provide pedestrian refuge on north and south legs FDOT $3,150 117Coral GablesSW 57 Ave / Red Rd**Increase Ped/Bike Safety and ConvenienceC5 - Urban Center Install green paint along M-Path/Underline crossings FDOT $3,460 118Coral GablesSW 57 Ave / Red Rd**Increase Ped/Bike Safety and ConvenienceC5 - Urban Center Install green paint markings across US 1 to alert users of M-Path/Underline access FDOT $7,680 119Coral GablesSW 57 Ave / Red Rd**Increase Ped/Bike Safety and ConvenienceC5 - Urban Center Install raised crosswalk across channelized NB RT FDOT $2,650 120Coral GablesSW 57 Ave / Red Rd**Increase Ped/Bike Safety and ConvenienceC5 - Urban Center Remove channelized right turn along US 1 SB; RT movement to remain allowed.Both $8,930 121Coral GablesYumuri StReduce Auto CrashesC5 - Urban Center Change to RIRO from Yumuri St Both $25,910 122Coral GablesYumuri StIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalk markings on east leg FDOT $6,940 123Coral GablesMadruga CtIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Install high visibility crosswalk markings on east leg FDOT $6,940 124Coral GablesMadruga CtIncrease Ped/Bike Safety and ConvenienceC5 - Urban Center Provide access across US 1 for pedestrian and bicycle crossings to/from the M-Path/Underline Both $3,080 397 TRAFFIC STUDY David Plummer& Associates April 2015 398 399 Paseo de la Riviera Traffic Study Page 19 Exhibit 10 Project Trip Generation Summary Proposed ITE Land Use Designation1 Size/Units AM Peak Hour Vehicle Trips PM Peak Hour Vehicle Trips In Out Total In Out Total Apartments (Land Use 223) 236 DU 21 50 71 54 38 92 ܴܽݐ݁ ൌ 0.30 ݐݎ݅݌ݏ ܦܷ ܴܽݐ݁ ൌ 0.39 ݐݎ݅݌ݏ ܦܷ 31% In 69% Out 58% In 42% Out Hotel (Land Use310) 252 Rooms 78 56 134 78 73 151 ܴܽݐ݁ ൌ 0.53 ݐݎ݅݌ݏ ܴ݋݋݉ݏ ܴܽݐ݁ ൌ 0.60 ݐݎ݅݌ݏ ܴ݋݋݉ݏ 59%In 41%Out 51% In 49% Out Restaurant (Land Use 931) 4,380 SF 0 0 0 22 11 33 - ܴܽݐ݁ ൌ 7.48 ݐݎ݅݌ݏ 1000 ܵܨ ܩܨܣ - In - Out 67% In 33% Out Specialty Retail (Land Use 826) 14,094 SF 0 0 0 17 21 38 - ܴܽݐ݁ ൌ 2.71 ݐݎ݅݌ݏ 1000 ܵܨ ܩܮܣ - In - Out 44% In 56%Out Subtotal Gross Trips 99 106 205 171 143 314 Transit Trips 10% -10 -11 -21 -17 -14 -31 Pedestrian Trips (Apartment only) 10% -2 -5 -7 -5 -4 -9 Internal Capture2 0% (AM) 12.4% (PM)0 0 0 -16 -18 -34 Pass-by Trip2 (Restaurant only) 44% 0 0 0 -10 -5 -15 Net External Trips (Proposed) 87 90 177 123 102 225 1 Based on ITE Trip Generation Manual, Ninth Edition, 2 Based on ITE Trip Generation Manual User’s Guide and Handbook, Ninth Edition 400 Paseo de la Riviera Traffic Study Page 20 Exhibit 10 - continued Existing ITE Land Use Designation1 Size/Units AM Peak Hour Vehicle Trips PM Peak Hour Vehicle Trips In Out Total In Out Total Hotel (Land Use 310) 155 Rooms 48 34 82 48 45 93 Transit/Pedestrian Trips 10% -5 -3 -8 -5 -4 -9 Net External Trips (Existing) 43 31 74 43 41 84 Proposed Uses 87 90 177 123 102 225 Existing Uses -43 -31 -74 -43 -41 -84 Net New External Trips 44 59 103 80 61 141 401 402 February 2016 South MiamiOffice Building Traffic Study 403 South Miami Office Building Traffic Study Page 17 Exhibit 8: Project Trip Generation Summary Proposed ITE Land Use Designation1 Size/Units AM Peak Hour Vehicle Trips Midday Peak Hour Vehicle Trips PM Peak Hour Vehicle Trips In Out Total In Out Total In Out Total Medical Office (Land Use 720) 39,314 SF 74 20 94 56 63 119 39 101 140 = 2.39 1000 - = 3.57 1000 79% In 21% Out - - 28% In 72% Out Specialty Retail (Land Use 826) 11,224 SF 0 0 0 25 19 44 13 17 30 - - = 2.71 1000 - - - - 44% In 56% Out Subtotal Gross Trips 74 20 94 81 82 163 52 118 170 Internalization2 AM 0.0% Midday 0.0% PM 1.2% -0 -0 -0 -0 -0 -0 -1 -1 -2 Pedestrian / Transit 5% -4 -1 -5 -4 -4 -8 -3 -6 -9 Net External Trips (Proposed) 70 19 89 77 78 155 48 111 159 1 Based on ITE Trip Generation Manual, 9th Edition Source: David Plummer & Associates 2 Based on ITE Trip Generation Manual User’s Guide and Handbook, Ninth Edition, 404 Exhibit 10 Project Trip Distribution p.19 Project Location Inbound Outbound DAVID PLUMMER & ASSOCIATES | Project No. 15190 | February 2016 10%12%40%12%100%5%22%10% 30%20%8%10% 15% 10% 55%28%SW 62nd AvenueSW 63rd AvenueSW 62nd AvenueSW 70th Street SW 59th PlaceSW 62nd PlaceUS 1US 1SW 63rd Avenue67% 5% 5%8%5%7%15%5%8%5%15%12%12%20%30%40%30%100%20%12%8%SW 72nd Street 15% 15%15%15%12 %12%12% 10% Project Driveway 405 406 407 408 409 410 411 412 413 414 415 416 Appendix F Project Trip Generation 417 David Plummer Associates, Inc17186 SoMi Market Winn Dixie4/21/2020 9:15 AMScenario ‐ 1Scenario Name:User Group:Dev. phase:No. of Years to Project Traffic :Analyst Note:Warning:MethodEntryExitRate/EquationSplit%Split%Best Fit (LOG)2262Ln(T) =0.98Ln(X) ‐ 0.9826%74%Best Fit (LOG)6541Ln(T) =0.96Ln(X) ‐ 0.6361%39%Average75503.8260%40%Best Fit (LOG)173166Ln(T) =0.75Ln(X) + 3.2151%49%Weekday, Peak Hour of Adjacent Street Traffic, 125850(2) ‐ SupermarketData Source: Trip Gen Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA32.8Weekday, Peak Hour of Adjacent Street Traffic, 339850(1) ‐ SupermarketData Source: Trip Gen Manual, 10th EdGeneral Urban/Suburban1000 Sq. Ft. GFA32.8Weekday, Peak Hour of Adjacent Street Traffic, 84221(1) ‐ Multifamily Housing (Mid‐Rise)Data Source: Trip Gen Manual, 10th EdGeneral Urban/SuburbanDwelling Units248Weekday, Peak Hour of Adjacent Street Traffic, 106221 ‐ Multifamily Housing (Mid‐Rise)Data Source: Trip Gen Manual, 10th EdGeneral Urban/SuburbanDwelling Units248Proposed10Land Use & Data SourceLocationIVSizeTime PeriodVEHICLE TRIPS BEFORE REDUCTIONTotalThe time periods among the land uses do not appear to match.Generated By OTISS Pro v2.11418 In Out In Out 22 62 75 50 209 1%17% 1 13 2% 14% 0 7 In Out In Out 22 62 75 50 209 -1 -1 00 0 -1 -1 0 -2 Internal 22 61 74 50 207 External Trips 1.2% 0.8% 1.0%% Internal -9 -9 -18 -14%Passby (Supermarket) 22 61 65 41 189 -2 -6 -7 -4 -19 -10.0% Transit/Pedestrian 20 55 58 37 170 248 Units AM Peak Hour Trip Generation and Internalization SoMi Market _5850 SW 73rd Street (Winn Dixie) Multifamily(Mid-Rise)Supermarket Land Use 221 Land Use 850 32,800 Sq Ft ITE Trips UNBALANCED INTERNALIZATION Multifamily(Mid-Rise)Supermarket Vehicle Trips 1 0 Net New External Trips BALANCED INTERNALIZATION 419 In Out In Out 65 41 173 166 445 42%10% 17 17 46% 26% 30 43 In Out In Out 65 41 173 166 445 -17 -17 -30 -30 -30 -17 -17 -30 -94 Internal 35 24 156 136 351 External Trips 44.3% 13.9% 21.1%% Internal -16 -16 -32 -11%Passby (Supermarket) 35 24 140 120 319 -4 -2 -14 -12 -32 -10.0% Transit/Pedestrian 31 22 126 108 287 17 30 Net New External Trips BALANCED INTERNALIZATION Multifamily(Mid-Rise) Supermarket Vehicle Trips ITE Trips UNBALANCED INTERNALIZATION 248 Units 32,800 Sq Ft PM Peak Hour Trip Generation and Internalization SoMi Market _5850 SW 73rd Street (Winn Dixie) Multifamily(Mid-Rise) Supermarket Land Use 221 Land Use 850 420 421 Appendix G Transit Documentation 422 423 424 425 426 427 428 429 SW 56 St SW 47 St SW 137 AveSW 132 AveSW 140 AveSunset Dr Westlakes West Kendall Transit Terminal/ Park & Ride Lot Plaza SW 152AveSW 88 StSW 157 AveSW 162 Ave South MiamiMetrorailStation80 St (SW 72 St)Sunset Dr MillerSquare South Miami KendaleLakes SW 62 AveSW 70 St US 1SW 72 St 59 PlMETRORAILLegend Route 72A Park & Ride Lot West Kendall Transit Terminal South Miami Metrorail Station Route 72 SW 56 St/SW 132 Ave South Miami Metrorail Station Route 72A Weekends only West Kendall Transit Terminal via SW 56 St/SW 147 Ave South Miami Metrorail Station NORTH MAP NOT TO SCALE (SW 72 St)Sunset Dr (SW 70 St) SW 56 ST South Miami West Kendall Transit Terminal/Park & Ride Lot MetrorailStationSW 152 AveSW 88 StSW 157 AveSW 162 Ave SW 147 AveSW 137 AveSW 62 Ave80 St ROUTE 72A WEEKENDS ONLY Route 72 02/11 430 431 432 433 434 435 436 437 438 439 440 441 442 SoMi Market Traffic Study - #17186 Page 34 Metrorail Station. The project is providing bike storage and is located in an area that is conducive for pedestrian and bicycle activities. Ample sidewalks, crosswalks, and its proximity to the M- Path encourage pedestrian activity and the use of other modes of transportation to travel to nearby retail space, restaurants, and residential uses. These conditions encourage the use of other modes of transportation, therefore, reducing the vehicular impact on the roadway network. w:\17\17186\0_march 2020 traffic study\somi market_traffic study_april 2020.docx 443 Exhibit A Filed: April 20, 2020 444 PAGE TABLES OF CONTENTS 1 Request 1: Small Scale Future Land Use Map Amendment to Redesignate Property to Transit-Oriented Development District (TODD) 2 Request 2: Zoning Code Text Amendments Article III. Zoning Regulations 2 Section 20-3.1: Zoning use districts and purposes. 4 Section 20-3.3(D): Permitted Use Schedule (See Exhibit 2 at 26) Article VII. Hometown District Overlay 4 Section 20-7.2(B): Applicability Article VIII. Transit-Oriented Development District (TODD) 4 Section 20-8.1: Purpose 5 Section 20-8.2: Definitions 6 Section 20-8.3: Creation of TODD Sub-categories 8 Section 20-8.4: Residential Use. 9 Section 20-8.5: Commercial Use 9 Section 20-8.8: Parking 12 Section 20-8.9: Special exceptions 16 Section 20-8.10: Bonus allocations 18 Section 20-8.14: Street standards 20 Section 20-8.17: Regulating Plan – Graphics 23 Request 3: Map Amendment to Official Zoning Map to Rezone the Property to Transit-Oriented Development District Mixed-Use Market [TODD (MU-M)] 24 Request 4: Special Exception Approval for the Project 25 Exhibit 1: Legal Description for the Property 26 Exhibit 2: Permitted Use Schedule 445 1 COMPREHENSIVE PLAN (Small Scale Amendment Pursuant to Sec. 163.3187, Florida Statutes) Request 1: Small Scale Future Land Use Map Amendment to Redesignate Property to Transit-Oriented Development District (TODD) Redesignate the property legally described in Exhibit 1 from Mixed-Use Commercial/Residential to Transit-Oriented Development District (TODD). Existing Future Land Use Map Mixed-Use Commercial/Residential Proposed Future Land Use Map Transit-Oriented Development District (TODD) 446 2 ZONING CODE TEXT AND MAP AMENDMENTS Request 2: Zoning Code Text Amendments a. Modify Section 20-3.1, South Miami Land Development Code, as follows: 20-3.1 – Zoning use districts and purposes. (A) Zoning Districts Established. In order to implement the intent of this Code and the City’s adopted Comprehensive Plan, the City is hereby divided into thirty-threetwo (332) zoning use, overlay and special districts with the symbol designations and general purposes listed below and permitted uses set forth in Section 20-3.3(D). Except as expressly set forth within the regulations governing the DS district, standards shall be uniform throughout each district. District symbols and names shall be known as: Symbol Name * * * TODD (MU-4) Transit-Oriented Development District (Mixed Use-4) TODD (MU-5) Transit-Oriented Development District (Mixed Use-5) TODD (MU-6) Transit-Oriented Development District (Mixed Use-6) TODD (MU-M) Transit-Oriented Development District (Mixed Use-Market) TODD (PI) Transit-Oriented Development District (Public/Institutional) TODD (PR) Transit-Oriented Development District (Parks & Recreation) * * * (B) District Purpose Statements. * * * (16)—(210) “TODD”, Transit-Oriented Development District: (includes sub-categoriesdistricts TODD (MU-4), TODD (MU-5), 447 3 TODD (MU-6), TODD (MU-M), TODD (PI), and TODD (PR)) The purpose of this district is to maximize and support the presence of a mass transit center located within walking distance of the boundaries of the district. The TODD is intended to provide for the development of office, retail, residential uses, and related services in multi-story and mixed-use projects that are characteristic of transit-oriented developments. Regulations provide for the continuation of existing light industrial uses, but encourages redevelopment through land assembly, flexible building heights, design standards, and performance- oriented incentives. The district is appropriate in areas designated “Transit-Oriented Development District” on the City’s adopted Comprehensive Plan and Future Land Use Map. (221)—(243) “PUD” Planned Unit Development: * * * (254) “HP-OV” Historic Preservation Overlay: * * * (265) “HD-OV” Hometown District Overlay: * * * (276) “CS-OV” Community Service Overlay: * * * (287) “H” Hospital District: * * * (298) “PI” Public/Institutional District: * * * (3029) “PR” Parks and Recreation District: * * * (310) “MU-AH” Mixed Use-Affordable Housing (Two Story): * * * 448 4 (321) “R” Religious District: * * * (332) “DS” Downtown SoMi District: * * * b. Modify Section 20-3.3(D), South Miami Land Development Code, as provided in Exhibit 2. c. Modify Section 20-7.2, South Miami Land Development Code, as follows: 20-7.2 – Intent, applicability, boundaries, permitted heights, densities, intensities, and mixed-use standards. * * * (B) Applicability. The requirements of this Article shall be in addition to each and every other requirement of the City of South Miami Land Development Code (Code), and in the case of conflict, the provisions of this Article shall control. 1. Exception. Lands zoned Transit-Oriented Development District (TODD) and located within the Hometown District Overlay (HD-OV) shall be governed by the requirements of Article 8, Transit-Oriented Development District (TODD). Notwithstanding the foregoing general exception, the vehicular parking requirements for developments on lands zoned TODD within the HD-OV shall be calculated using the vehicular parking requirement of Section 20-7.6. * * * d. Modify Article VIII, South Miami Land Development Code, as follows: ARTICLE VIII. - TRANSIT-ORIENTED DEVELOPMENT DISTRICT (TODD) 20-8.1 - Purpose. The purpose and intent of this regulation Article is to maximize and support the presence of a dedicated mass transit center located within walking distance of the 449 5 boundaries of the TODD. The maximum utilization of that facility will be achieved by surrounding this major mass transit facility with a zoning district that is designed to encourage a mix of high-intensity uses, particularly multi-family residential, retail, service and office uses. While this district provides for the continuation of existing light industrial uses, redevelopment for mixed-use purposes is encouraged throughout the TODD through flexible and performance-oriented zoning and other regulations and incentives. The strategic and limited expansion of the TODD into portions of the City’s Hometown District Overlay (HD-OV), will promote responsible in-fill redevelopment. * * * 20-8.2 - Definitions. * * * Arcade/colonnade: A covered, open-air walkway at standard sidewalk level attached to or integral with the building frontage; structure overhead is supported architecturally by columns or arches along the sidewalk; required to may extend beyond the build-to-line. These standards permit encroachment by habitable spaces on upper floors over any arcade along a City street, or elsewhere if approved by the entity controlling the right-of-way. Arcades and colonnades may extend beyond the minimum building setbacks when expressly permitted by the Regulating Plan Graphics set forth in Section 20-8.17. * * * Building frontage: The side of a building which faces the primary or main street. Building height: Building height shall be calculated as the vertical distance from grade to the highest rooftop element or feature. For purposes of calculating building height, elements and features, including, but not limited to, vertical circulation elements (such as stairs and elevators), illumination elements, chillers, mechanical space, mechanical structures, architectural features, parapets, and solar panels, attached to or serving structures, may extend above the roof slab of the highest habitable floor and are to be counted toward the maximum permissible building height. Notwithstanding the foregoing, communications equipment regulated by other Sections of this Code and Federal Statutes shall not be included in the calculation of building height. * * * 450 6 Lot frontage: The property line adjacent to the primary or main street right- of-way. * * * Neighborhood convenience store: An establishment occupying less than four thousand (4,000) square feet of space in a mixed-use building, primarily engaged in the provision of frequently or recurrently needed goods for household consumption, such as prepackaged food and beverages and limited household supplies and hardware. There shall be no on-site preparation of ready-to-consume food or for consumption in the store. Neighborhood convenience stores may only be located on the ground floor of mixed-use buildings in the TODD (MU-5), and TODD (MU-6), and TODD (MU-M) zoning sub-categoriesdistricts, and are for the convenience of the residents, employees and visitors of the building. A neighborhood convenience store does not have fuel pumps, nor does it offer fuel for motor vehicles, or automotive service items. * * * Plaza, open to the public: A privately-owned parcel of land that functions as part of the public realm and is open to members of the public. The area of a plaza may be defined by building frontages, street frontages, landscaping or walls. To promote civic engagement, a plaza may contain outdoor seating, outdoor dining, fountains, sculptures, and bicycle parking.. Given the South Florida climate, the design elements and programming within a plaza may be movable or retractable to accommodate changing weather conditions. * * * 20-8.3 - Creation of TODD sub-categories. (A) For purpose of recognizing the existing patterns of land use, the need to encourage a logical mix of land uses, and the need to promote a higher density of uses together with practical development bonus opportunities, the following sub-categories (zones) are hereby created: * * * (4) “TODD (MU-M)” Mixed-Use Market (54) “TODD (PI)” Public / Institutional 451 7 (65) “TODD (PR)” Parks and Recreation * * * (C) Permitted Uses: * * * (2) The uses permitted in each TODD sub-category shall be as follows: * * * (c) TODD (MU-6): Residential Uses, Commercial Uses and certain Light Industrial Uses under specific conditions, including those existing (see Sections 20-3.3 and 20-8.7). The minimum land area of a redevelopment site in the MU-6 subdistrict shall be one- half (0.5) acre. Developers who voluntarily assemble larger redevelopment sites of at least one (1) acre in this subdistrict are eligible to request a building height bonus pursuant to Section 20-8.10. (d) TODD (MU-M): Residential Uses, Commercial Uses. * * * (ed) TODD (PI): * * * (fe) TODD (PR): * * * (3) Permitted uses are as expressly provided by this Article, including those additional uses listed in the Permitted Use Schedule, Section 20-3.3(D). A description of the specific uses permitted in each of the major use categories is provided in the Sections 20-8.4 through 20-8.7. (D) Permitted Building Heights: * * * (d) TODD (MU-M): one (1) story minimum, six (6) stories maximum, and 452 8 up to nine (9) stories through bonus per Section 20-8.10(C). Maximum building height of one hundred twenty (120) feet. (ed) TODD (PI): Building height compatible with surrounding districts (fe) TODD (PR): Public parks and open spaces 20-8.4 - Residential use. * * * (A) Floor Area. The following are minimum floor area requirements for floor areas for the apartment residential units shall be as specified below: Micro Units 290 square feet Efficiency/Studio 400 square feet One Bedroom 550 square feet Two Bedroom 700 square feet Three Bedroom 850 square feet (B) Density. As many units as can be provided with required parking as required by Section 20-8.8. A minimum density of fifty (50) dwelling units per net acre shall be provided in the TODD (MU-5), and TODD (MU-6), and TODD (MU- M) sub-categoriesdistricts. (C) Residential, as permitted with required parking as required by Section 20-8.8. Location. Residential uses are permissibletted on all floors as expressly illustrated in Section 20-8.17. While residential uses are permissible on the first floor of a vertically mixed-use building, their location is but encouraged to be on the upper floors of vertically mixed-use buildings. Pursuant to Section 20-8.9, residential uses are not permitted on the first floor of Large- Scale Developments within the portion of the building or development fronting on the main street. * * * 453 9 20-8.5 - Commercial use. The following classifications and, Commercial uses, with the corresponding parking requirements are permitted within the TODD as set forth below: (A) Uses. StorefrontAll approved permitted and special uses, as indicated in sSection 20-3.3(D)7.12 under the subheadings “Business & Professional Services” and “Retail and Wholesale Trade”. (B) Location. Commercial uses are permitted on all floors as expressly illustrated in Section 20-8.17. Office uses, as indicated in section 20-7.12 and all uses in the Business and Professional Services Group, as indicated in section 20-3.3 * * * 20-8.8 - Parking. * * * (A) TODD Parking Regulations. Parking in the TODD must be developed and managed primarily as an element of infrastructure critical to enhancing South Miami’s tax base through economic success of the district. All required parking is subject to the standards provided in Section 20-4.4 of the LDC, except as otherwise provided for in this Section. The vehicular parking requirement for developments within the Hometown District Overlay (HD- OV) on lands zoned TODD shall be calculated using the vehicular parking requirements of Section 20-7.6, Hometown District Parking. Notwithstanding the foregoing, developments on lands zoned TODD within the HD-OV shall remain subject to the bicycle parking requirements of this Section. * * * (C) Required Parking by Uses. * * * 1. Residential Use: (a) Developers are encouraged to unbundle residential parking spaces and make them available for sale or rent separately from the residential units, particularly workforce and affordable units. 454 10 (b) Bicycle parking for multifamily residential uses shall be provided as follows: one (1) bicycle parking space rack for every fifteen (15) vehicular parking spaces provided required for residential units. (c) Live-work units: the residential component shall be provided parking according to the type of unit as specified in Section 8.8(C) above, plus one (1) space per each 400 square feet of work area. 2. Commercial/Retail Use: (a) In addition to vehicular parking: (i) For commercial/retail uses with gross floor areas up to 20,000 sq. ft., onetwo (12) bicycle parking spaces shall be provided for every 21,000 sq. ft. of commercial and /retail gross floor areas. (ii) For commercial/retail uses with gross floor areas exceeding 20,000 sq. ft., one (1) additional bicycle parking space shall be provided for every each additional 10,000 sq. ft. of commercial/retail gross floor area or fraction thereof. (iii) Hotels and motels shall provide a minimum of 0.5 and a maximum of one (1) bicycle parking spaces per hotel room, plus ten (10) bicycle parking spaces per every 1,000 sq.uare feet. of gross floor area dedicated to meeting, restaurant and/or banquet space. (iv) Adult day care facilities shall provide one (1) bicycle parking space per every six (6) clients, up to 5 bicycle parking spaces, thereafter one (1) bicycle parking space per every ten (10) clients, plus a maximum of four (4) bicycle parking spaces per every 1,000 sq. ft. of gross floor area dedicated to office usespace. In addition, one (1) accessible passenger loading zone must be provided per 455 11 each every 5,000 sq. ft. of gross floor area at these facilities. * * * (D) Garages in TODD (MU-5), and TODD (MU-6), and TODD (MU-M). 1. At the rear of the property the setback requirement for garages may be eliminated in these sub-categoriesdistricts only if the garage: a. abuts an existing garage; or b. abuts a permanent open space. 2. May face a side street but must have some fenestration or architectural treatment similar to the rest of the building. 3. Underground parking is defined as having more than sixty (60) percent of its structure below grade. 4. Garage structures must be designed or landscaped so as to either appear to be a floor of the building or obstructed from street view. 5. All garages must comply with subsection 20-8.8(B)(2). 56. The ground floor on the sides facing any street may shall contain any uses indicated on the permitted ground floor uses in sSections 20-8.4 and 20-8.5 and as expressly illustrated in Section 20-8.17. Any exterior facing streets shall be designed to look similar to the facade of a commercial office building, unless amended by the City Commission via special use permit procedures. 67. Freestanding garages may only be allowed in TODD (MU-5), and TODD (MU-6), and TODD (MU-M) sub-catorgoriesdistricts and may not exceed six (6) levels in height. 456 12 20-8.9 - Special exceptions. * * * (B) Any site that is more than forty thousand (40,000) square feet or any development, as defined in sSection 380.04, Florida Statutes (hereinafter referred to as “Development”), in excess of four (4) stories shall be designated as a Large-Scale Development that shall be reviewed by the Planning Board and it shall require approval by the City Commission. The square footage of an alteration or addition to an existing site and the square footage of the existing site that is being altered or to which an addition is being proposed shall be included in the computation of the size of the Development to determine if it is a Large-Scale Development. 1. The Site Plan review process for the Large-Scale development shall be initiated before the Environment Review and Preservation Board (“ERPB”) within one (1) year of the City Commission’s approval of the Special Exception (the “Site Plan Review Initiation Period”). The City Manager or City Commission may extend the Site Plan Review Initiation Period for one (1) additional year or for some other amount of time as appropriate under the circumstances. An application for extension of the Site Plan Review Initiation Period of a Special Exception shall be filed sixty (60) days prior to the expiration of the Site Plan Review Initiation Period. 2. Special eExceptions, if granted, for a Large-Scale Development shall be valid if new construction commences within for eighteen (18) months from the date of unless a greater period is approved by the City Commission during the approval process (the “Approval Term”)of the special exception. For purposes of calculating the Approval Term, the time period commences upon the date that a development order is rendered granting final Site Plan approval for the Large-Scale Development by the Environmental Review and Preservation Board (“ERPB”) or the Planning and Zoning Department, whichever is later. A legal, administrative, or judicial challenge to the development order that approves a Special Exception or the Site Plan relating thereto shall toll the Approval Term until the conclusion of such challenge, including all appeals. The Approval Term shall also be tolled for delays arising from force majeure events outside the control of the Owner including state and federal declarations of emergency. The Special Exception 457 13 shall lapse if the Owner fails to obtain a building permit for the primary structure or a demolition permit during the Approval Term. and is substantially completed within two (2) years from the date of issuance of the first building permit. The time for the commencement of new construction or substantial completion may be extended by the City Commission Notwithstanding the foregoing, the City Manager or City Commission may extend the Approval Term of a Special Exception for one (1) additional year or for some other amount of time as appropriate under the circumstances. An application for extension of the Approval Term of a Special Exception shall be filed sixty (60) days upon application filed prior to the expiration of the Approval Term. applicable time period and upon demonstration of good cause. 2. For the purpose of this section 20-8.9, substantial completion shall mean the stage in the progress of the project where the work on the project, or designated portion of an approved phased project is sufficiently complete in accordance with the Contract Documents so that the Owner can occupy or utilize the project, or designated portion of an approved phased project, for its intended use, or the project has received either a temporary certificate of occupancy or a certificate of occupancy. To be an “approved phased project” the Owner must obtain City Commission approval for the phasing of the project. 3. Any property designated as a Large-Scale Development may have residential uses on the first floor, however, residential uses are not permitted on the first floor within that portion of the building or development fronting on the main street. The phrase “main street” means the street that abuts the property line of the building or development and which has the most traffic, as compared to any other street that abuts the property. (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 Land Development Code (sSection 20-3.3(D), as may be amended), and that such use complies with the following general requirements and any other 458 14 requirements that the City Commission may consider appropriate and necessary. * * * 4. If during the review process it is determined that the dDevelopment, as proposed, will potentially cause adverse impact, the Planning and Zoning Department shall may recommend, and the City Commission may require as a condition of approval 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 Planning and Zoning Department that additional the remedial changes which would have the effect of increasing the densityies, FAR, square footage or altering the height of the Development or significantly changing the use of a Development have been made. Remedial measures may include, but are not limited to: * * * (F) No single Development use within the TODD shall contain a single permitted use that exceeds a gross floor area of eighty thousand (80,000) square feet of gross floor area, except that no such limitation applies to residential uses within the TODD. (G) Within the MU-5 and MU-6 sub-categories, tThe maximum permitted building height of new buildings or an existing building with additions shall be limited to a as set forth below: 1. TODD (MU-5): A maximum of four (4) and eight (8) stories, respectively as permitted without bonuses, unless the development earns a bonus as set forth in section 20-8.10. In no event shall a development in the MU-5 subcategory exceed; a maximum of eight (8) stories, as permitted with bonuses, notr shall it to exceed one hundred (100) feet in height. In the MU-6 subcategory the maximum total number of stories a development can achieve through bonus is twelve (12). 2. TODD (MU-6): A maximum of eight (8) stories, as permitted without bonuses; a maximum of twelve (12) stories, as permitted with bonuses, not to exceed one hundred fifty (150) feet in 459 15 height. 3. TODD (MU-M): A maximum of six (6) stories, as permitted without bonuses; a maximum of nine (9) stories, as permitted with bonuses, not to exceed one hundred twenty (120) feet in height. (H) * * * 2. The structure shall be built on the property line and the owner shall give an attachment a maintenance easement to the adjacent property owner(s). * * * (I) The City Commission shall have the discretion to condition, Tthe granting of a sSpecial eException shall be conditioned on the Applicant signing an agreement with the ApplicantCity, in a form acceptable to the City, which shall include all of the conditions required for the granting of the sSpecial eException (“Development Agreement”). The Development Agreement, after it has been drafted by the City Attorney shall be subject to approval by the City Commission. A separate agreement or covenant (“Covenant”) that provides for maintenance of common elements and any other condition specified as a prerequisite to approval of the sSpecial eException (“Maintenance Covenants”) shall be signed by the owner of the property in question. The Maintenance Covenant shall be treated as a covenant running with and binding the land upon which the Development is situated and it shall be recorded in the land records of Miami-Dade County and, at the option of the City and if allowed by law, the Maintenance Covenant may be re-recorded when necessary or required to maintain, uninterrupted, the effectiveness of the covenant running with the land. The Covenant shall provide that the owner and his/her/its grantees, heirs, successors and assigns (“Owner”) shall comply with the Maintenance Covenants at the Owner’s expense and without any cost to the City. * * * (3) The Development Agreement and the Maintenance Covenant shall contain the following provision: 460 16 * * * (d) Invalidation of any of the covenants identified in this sSection 20-8.9, by judgment of court shall not affect any of the other provisions, which shall remain in full force and effect. In the event of a violation of the Development Agreement or the Maintenance Covenant, in addition to any other remedies available, the City of South Miami is hereby authorized to withhold any future permits, and refuse to make any inspections or grant any approvals, until such time as the Development Agreement or the Maintenance Covenant declaration of restrictive covenants in lieu of unity of title are complied with. All rights, remedies and privileges granted pursuant to the Development Agreement and/or Maintenance Covenant shall be deemed to be cumulative and the exercise of any one or more shall neither be deemed to constitute an election of remedies, nor shall it preclude the party exercising the same from exercising such other additional rights, remedies or privileges. * * * 20-8.10 - Bonus allocations. * * * (C) TODD (MU-M) Action Bonus For every one (1) floor of residential use One (1) additional floor of residential use provided the applicable minimum vehicular parking requirement is met per Section. 20-8.8(C) For providing a plaza, open to the public of at least five thousand (5,000) sq. ft. of contiguous area functionally and visually connected to pedestrian walkway system, including seating, lighting, and art work One (1) additional floor 461 17 For developing the full frontage of the property with streetscape design connected to and useable as part of the public pedestrian walkway system including pedestrian amenities. The maximum change in level between the portion of a sidewalk shall be ½ inch and must be beveled, with a slope no greater than 1V:2H (2:1) One (1) additional floor For assembling a minimum of one (1) acre of contiguous land to make up a larger redevelopment site and joined by a Unity of Title. One (1) additional floor* For buildings that have an office or commercial component that provide onsite bicycle amenities including at least three (3) of the following features: (a) secure bike parking room (in addition to bike racks that may be required); (b) bike repair stations (accessible to occupants and guests and may be outside if covered) or repair room (may be included in bike parking room); (c) bike wash stations (accessible to occupants and guests and may be outside if covered); (d) showers and locker/change room for employees and commercial invitees; (e) availability of loaner bicycles for building residents and employees. One (1) additional floor * 462 18 *This bonus can be requested only once per project but may be requested in combination with the other two listed in this section with an asterisk to obtain up to three (3) bonus floors. (DC) * * * 20-8.14 - Street standards. (A) Landscaping and Utilities. * * * 1. Tree requirements: * * * a. Tree Requirements for Lands Zoned TODD within the Hometown District Overlay (HD-OV). Landscaping and tree protection requirements shall be subject to the provisions of Sections 20-4.5 and 20-4.5.1. Notwithstanding the foregoing, in recognition of the infill nature of lands zoned TODD within the HD-OV, an applicant may satisfy the requirements of this Section with the following adjustments, credits, and mitigation. i. Site Tree Adjustments. When the minimum number of trees required under Section 20-4.5 cannot be reasonably planted on the ground level of the subject property, the applicant may utilize one or more of the following adjustments: (A) Site Trees in the Public Right-of-Way. Site Trees may be planted within the public right-of-way so long as they are within ten (10) feet of the private property line and the trees do not unreasonably interfere with the activities of the right-of-way. Site Trees planted in the public right-of-way shall be in addition to any Street Tree requirement for a site and shall only count toward the Site Tree 463 19 requirement for that site. When trees are requested by a property owner to be planted within the right- of-way, the requesting property owner shall execute a covenant provided by the City to provide for the maintenance of such trees subsequent to planting. (B) Upper Level Trees. The applicant may plant thirty percent (30%) of the required Site Trees on upper levels such as open recreation areas, amenity areas or exposed decks. Trees placed on balconies attached to and serving private dwelling units shall not count as an Upper Level Tree for purposes of meeting the Site Tree requirement. 2. Utilities: Where feasible and permissible Aall electrical power utilities, cable television and telephone lines shall run underground. * * * 464 20 20-8.17 - Regulating pPlan—Graphics. * * * 465 21 * * * 466 22 * * * 467 23 Request 3: Map Amendment to Official Zoning Map to Rezone the Property to Transit-Oriented Development District Mixed-Use Market [TODD (MU-M)] Amend the Official Zoning Map of the City of South Miami to rezone the property legally described in Exhibit 1 from Neighborhood Retail [NR] district to Transit-Oriented Development District Mixed-Use Market [TODD (MU-M)] zoning sub-category. Existing Official Zoning Map Neighborhood Retail [NR] Proposed Official Zoning Map Transit-Oriented Development District Mixed-Use Market [TODD (MU-M)] 468 24 SPECIAL EXCEPTION APPROVAL Request 4: Special Exception Approval for the Project. Request Special Exception approval for a mixed-use multi-family residential project on the property legally described in Exhibit 1 pursuant to Section 20-8.9, South Miami Land Development Code, for developments of more than 40,000 square feet or exceeding four (4) stories in height. 469 25 EXHIBIT 1 LEGAL DESCRIPTION The land referred to herein below is situated in the County of Miami-Dade, State of Florida, and is described as follows: Lots 23 through 32, inclusive, LESS the North 10 feet of Lot 23; the West 5 feet of Lots 23, 24, 25, 26 and 27; the East 5 feet of Lots 28, 29 and 30; the East 5 feet of Lots 31 and 32 and the North 10 feet of Lot 32, W.A. LARKIN’S SUBDIVISION according to the Plat thereof, as recorded in Plat Book 3, Page 198, of the Public Records of Miami-Dade County, Florida. 470 26 EXHIBIT 2 PERMITTED USES SECTION 20-3.3(D) PERMITTED USE SCHEDULE P = PERMITTED BY RIGHT S = PERMITTED AS SPECIAL USE COND = SPECIAL USE CONDITIONS (See Section 20-3.4) PARK = PARKING REQUIREMENTS (See Section 20-4.4(B)) X = No conditions were adopted USE TYPE ZONING DISTRICT R S 1 R S 2 R S 3 R S 4 R S 5 R T 6 R T 9 R M 1 8 R M 2 4 R O L O M O N R S R G R M U A H T O D D M U 4 T O D D M U 5 T O D D M U 6 T O D D M U M T O D D P I T O D D P R H P I R P R D S C O N D P A R K PLANNED UNIT DEVELOPMENT RESIDENTIAL USES S S S S S S S S S S S S S S S S S S 8 Boardinghouse P P P P P P P P Dwelling, Single-Family P P P P P P P P P S 17 1 Dwelling, Tourist P P P P P P 3 Dwelling, Townhouse P P P P S P P P P P P 17 2 Dwelling, Two-Family P P P P S P 17 1 Dwelling, Multi-Family P P S P P P P P P P 17 3 Community Residential Home, 7 or more P P P P P P P 1 Group Home I Licensed (6 or less) S S S S S S S S S S S S S S 15 1 Group Home II Unlicensed (6 or less) S S S S S S S S S S S S S S 15 1 Home Occupation P P P P P P P P P P P P P P P P P 1 471 27 Live-work S S S S PUBLIC AND INSTITUTIONAL USES Adult Congregate Living Facility S S S S S S S S 13 1 Community Facilities P Community Garden S S S S S S 25 Convalescent Home P P P P P P P 13 Adult Day Care Facility S S Child Care Facility (7 or more children) S S S S S S S S P P S S P S P P 23 10 Early childhood child care, Pre-K, Pre-School P P P P P S S P P P Fraternal Organization or Private Club S S S S S P P P P P S S P 2 7 Governmental Administration P P P P P P P P P P P P 10 Hospital S 14 5 Mobile Pet Grooming Service P P P P P P P P P — — Museum, Library or Art Gallery P P P P P P P P P P P P 12 Greenway, Park, Plaza, or Playground, Public P P P P P P P P P P P P P P P P P P P P P P P Social Services Agency S S S S S S S S S S S S 10 EDUCATIONAL USES School, Elementary or Secondary S S S S S S S S 23 12 School (ancillary to principle use), Church P 12 School, Private or Charter S S S S S S S 23 12 School, Vocational S S S S S S S 23 12 RELIGIOUS USES Church, Temple, Synagogue or Mosque S S S S S S P 1 6 472 28 USE TYPE ZONING DISTRICT R O L O M O N R S R G R M U A H T O D D M U 4 T O D D M U 5 T O D D M U 6 T O D D M U M T O D D P I T O D D P R H P I P R D S C O N D P A R K BUSINESS AND PROFESSIONAL SERVICES Accessory Medical Services P P P P S 18 7 Accounting and Auditing Services P P P P P P P P P P 10 Acupuncturist P P P P P P P P P P 9 Advanced Registered Nurse Practitioner P P P P P P P 9 Advertising Agency P P P P P P P P P P 10 Animal Hospital or Veterinarian S S S S S 21 12 Architectural Services P P P P P P P P P P 10 Automobile Parking Structure P P P P P Automobile Rental Agency S S P1 22 11** Automobile Repair and Body Shop S 11 Automobile Repair S S 11 Automobile Upholstery and Top Shop S 11 Automobile Washing/Detailing Operations S 10 11 Bank or Savings Institutions, Mortgage Banking/Mortgage Brokerage P P P P P P P P P 11 Beauty or Barber Shop (includes nail/skin care as accessory or as separate establishment P P P P P P P P P P P P 11 Bed and Breakfast P P P P P 4 Billiard Parlor S P 11 1 Within the DS district, an Automobile Rental Agency shall operate only as concierge service accessory to a hotel. No automobile rental inventory shall be permitted to be stored or parked in on-site parking resources. 473 29 Bowling Alley or Skating Rink S S P 11 16 Bowling Alley/Restaurant/Entertainment Center S S S S P 16 Building Contractors Office P P P P P P P P P 10 Carpet Cleaning Service S 11 Catering Services P P P 11 Chiropractic Office or Clinic P P P P P P P P P P S P 14 9 Counseling Services P P P P P P P P P P P P 10 Contractor Plant and Storage 14 Computer Supplies and Services P P P P P P P P P P 11 Credit Reporting Services P P P P P P P P P 10 Dentist Office P P P P P P P P P P P P 9 Dry Cleaning Substation (no processing) S S P P P P P P P P P 16 11 Dry Cleaning Plant S S S S S S 7 11 Employment Agency P P P P P P P P P 10 Engineering Services P P P P P P P P P P 10 Film Processing Substation S S P P P P P P P 16 11 Funeral Home S S 3 11 Hotel or Motel P P P P P P P P P 4 Insurance Agency P P P P P P P P P P P 10 Interior Decorator, Showroom and Salesroom P P P P P P P P P 10 Interior Decorator, Office only P P P P P P P P P 10 Investigative Services P P P P P P P P P P 10 Investment and Tax Counseling P P P P P P P P P P 10 Laboratory, Medical or Dental P P P P P P P P P P 9 Laundromat P P P P P P 11 Law Office P P P P P P P P P P 10 474 30 Lawn Maintenance Services 11 Learning Centers or Educational Facilities P 10 Loan or Finance Agency P P P P P P P P P 10 Mail and Parcel Center P P P P P P P P P P P 10 Market Research Services P P P P P P P P P P 10 Massage Therapist P P P P P P P P P P P P 9 Medical Office P P P P P P P P P P 9 Messenger or Courier Services P P P P P P P P P 11 Mobile Automobile Wash/Wax Service S S S S S S S S S S S S S P 20 N/A Notary Public P P P P P P P P P P P 10 Office, Business or Professional * 50% of ground floor square footage must be retail uses. P P P P P* P P P P P P 10 Opticians or Optical Goods P P P P P P P P P P P 9 Personal Skills Instruction Studio**** P P P P P P P P P P P P 10 Photographic Studio P P P P P P P P P P 11 Physical Fitness Facility**** S S S P P P P P P P 25 11 Physical Therapist P P P P P P P P P P 9 Picture Framing Store P P P P P P P 11 Planning and Zoning Consultant P P P P P P P P P P 10 Psychologist P P P P P P P 9 Public Relations Services P P P P P P P P P P 10 Quick Printing P P P P P P P P P P P 11 Radio and Television Repair Shop P P 11 Real Estate Agency P P P P P P P P P P P 10 Reproduction and Stenographic Services P P P P P P P P P 11 Research and Development, incubator P P P 14 475 31 Reupholstery and Furniture Repair Services S S 12 Shoe Repair Shop P P P P P P P P 11 Stock Brokerage P P P P P P P P P 10 Tailor or Seamstress P P P P P P P 11 Tanning Studio P P P P P 11** Telephone Answering Services P P P P P P P P P 11 Tutorial Services P P P P P P P P P P 11 Auditorium, Theater or Cinema P P P P P P 15 Travel Agency P P P P P P P P P P 10 Watch and Clock Sales and Repair P P P P P P P P 11 RETAIL AND WHOLESALE TRADE Air Conditioning Sales and Services P P 11 Antique or Curio Shop P P P P P P P P 11 Automobile Accessories and Parts S P X 11 Automobile Dealer S 9 11 Automobile Showroom P2 11 Bait and Tackle Shop P 11 Bakery P P P P P P P P 11 Bicycle Sales and Services P P P P P P P P 11 Boat Dealer S 9 11 Book or Stationery Store S S P P P P P P P P 16 11 Business Machine Sales and Services P P P P P P P P 11 Camera and Photo Supply Store S S P P P P P P P P 16 11 Carpeting or Flooring Sales P P P P P P P P 11 2 Automobiles for display to consumers may be stored inside the Automobile Showroom but may not be stored or parked in on-site parking resources. No more than ten (10) vehicles for consumer test driving use may be stored or parked in on-site parking resources. No automobile inventory shall be permitted to be stored or parked in on-site parking resources. 476 32 Clothing or Apparel Store (new only) P P P P P P P P 11 Confectionery or Ice Cream Parlor S S P P P P P P P P P 16 8 Consumer Electronics or Music Store P P P P P P P P 11 Cosmetics Store P P P P P P P P 11 Dairy Products Store P P P P P P P P P 8 Deli P P P P P P P P P 8 Department or Dry Goods Store P P P P P P P P 12 Drinking Place, Lounge S S S S P S S S S P 16 7 Drug or Sundry Store Not selling prescription drugs S S P P P P P P P P 16 11 Drug, Pharmacy or Sundry Stores selling prescription drugs and Medical Marijuana Retail Center S S S S S S S S S S S 24 9 Fabric or Drapery Shop P P P P P P P P 11 Florist S S P P P P P P P P P 16 11 Gasoline Service Station S 5 11 Grocery Store (over 4,000 sf gfa) P P P P P P P P 8 Gift, Novelty or Souvenir Shop S S P P P P P P P P 16 11 Glass and Mirror Sales and Services P P P 11 Hardware Store P P P P P P P P 11 Heavy Machinery Sales, Rental and Services 11 Hobby, Toy or Game Shop S S P P P P P P P P 16 11 Household Appliance Store P P P P P P P P 11 Home Furniture or Furnishings Store P P P P P P P P 11 Jewelry Store S S P P P P P P P P 16 11 Lawn and Garden Supplies P 11 Lawnmower Sales and Services P 11 Lighting Fixtures Store P P P P P P P P 11 Liquor Store S S P S S S S S 11 477 33 Luggage or Leather Goods Store P P P P P P P P 11 Lumber and Building Materials Store 11 Mobile Food Vendors P P * N/A Motorcycle Dealer S S P 9 11 Neighborhood Convenience Store *** *** *** 26 Newsstand S S P P P P P P P P P 16 11 Office Supplies S S P P P P P P P P 16 11 Paint Glass and Wallpaper Store P P P P P P P 11 Pet Sales or Grooming Services P P P P P P P P 11 Plant Nursery or Greenhouse P 11 Plumbing Fixture Sales P P 11 Poultry, Meat or Seafood Market P P P P P P P P 11 Recreational Vehicle Dealer S 9 11 Restaurant, Accessory S S P P P 16 N/A Restaurant, Convenience S P P P 4a 7 Restaurant, General P P P P P P P P P 7 Restaurant, Walk up P P P P P P P P 7 Sewing, Needlework or Piece Goods Store P P P P P P 11 Shoe Store P P P P P P P P 11 Sporting Goods Store P P P P P P P P 11 Tea Room P P P P P P 12 Tobacco Shop S S P P P P P P P P P 16 11 Used Merchandise Store: Consignment Goods S S S S S P S 6 11 Used Merchandise Store: Secondhand Goods S S 6 11 Used Merchandise Store: Vehicle Parts S 6 11 Variety Store P P P P P P P 11 478 34 Wholesale Sales and Storage 13 * Revised January 15, 1991 by Ord. No. 3-91-1468 under section 15-63, miscellaneous provisions, South Miami Code of Ordinances (see text at end of table). ** Parking requirement category; 1 space per 300 sq. ft. gross floor area. *** This activity is permitted as of right if it does not include sale of alcoholic beverages. Otherwise, it shall be approved as a Special Use (Sec 20-3.4) and will be subject to the requirements of Chapter 4 of the South Miami Code of Ordinances. **** All activities must only occur within a fully enclosed, soundproof structure and all openings shall remain closed except for immediate use when entering or leaving the building. Evidence of such soundproofing shall be provided to the satisfaction of the City. All businesses that adjoin or abut a single-family or multi- family zoned district may not be open before 8:00 a. m. and must close on or before 7:00 p. m.; otherwise it shall not be open before 6:00 a.m. and it must be closed on or before 10:00 p.m. No sound emanating from the premises may be audible at the property line so as to disrupt the reasonable conduct of basic human activities, e.g., contemplation, conversation or sleep. The fact that sound is audible at the property line constitutes prima facie evidence of a violation of this Section of the Land Development Code. Gross floor area of the use shall not exceed 2,000 square feet. USE TYPE ZONING DISTRICT R O L O M O N R S R G R M U A H T O D D M U 4 T O D D M U 5 T O D D M U 6 T O O D M U M T O D D P I T O D D P R H P I P R D S C O N D P A R K TRANSPORTATION, WAREHOUSING AND COMMUNICATIONS Radio and TV Broadcasting Station P P P P P P P P P 12 Bus, Transit, Taxi, Limousine, or On- Demand Vehicle Service Facility P P P P S 12 Food Storage Locker 12 Material Storage Yard 12 Parking Lot, Commercial P P P P P P P P P P Storage Garage 14 Transfer and Moving Company 14 Vehicle and Truck Storage 14 479 35 Public Warehousing and Storage S 14 MANUFACTURING AND INTENSIVE USES Apparel Products S 14 Cabinet Making and Millwork S 14 Food Products (no abattoir) S 14 Furniture and Fixtures S 14 Machine Shop S 14 Ornamental Metalwork Shop S 14 Paint and Allied Products S 14 Printing, Publishing or Bookbinding S 14 Sign Painting and Lettering Shop S 14 Stone Cutting and Processing 14 Tire Vulcanizing and Retreading 14 Upholstery Shop S 14 Small Scale and Custom manufacturing Business S 28 14 Artist Studio S S 28 14 480 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 SOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCCOVER SHEETC-100©NORTHLOCATION MAP2020 KIMLEY-HORN AND ASSOCIATES, INC.355 ALHAMBRA CIRCLE, SUITE 1400 CORAL GABLES, FL 33134PROJECT LOCATIONPHONE: 305-673-20255850 SW 73RD STREETSOUTH MIAMI MARKET CITY OF SOUTH MIAMI, FLORIDA 33131MARCH 2020PLANNING BOARD SUBMITTALFORSECTION 36, TOWNSHIP 54-S, RANGE 40-E ARCHITECTCORWIL ARCHITECTS4210 LAGUNA STCORAL GABLES, FLORIDA 33146305-448-7383PROJECT TEAM:OWNER5850 SW 73RD STREET LLC133 SEVILLA AVENUECORAL GABLES, FLORIDA 33134TEL: 305-285-5588CIVIL ENGINEERKIMLEY-HORN AND ASSOCIATES, INC.355 ALHAMBRA CIRCLE, SUITE 1400CORAL GABLES, FL 33134305-673-2025CONTACT: ALBERTO HERRERA, P.E.LIST OF CONTACTS:CABLE PROVIDERCOMCAST CABLE2601 SW 145TH AVENUEMIRAMAR, FL 33027(954) 447-8405CONTACT: LEONARD MAXWELL-NEWBOLDELECTRIC PROVIDERFLORIDA POWER AND LIGHT425 N WILLIAMSON BLVD.DAYTONA BEACH, FL 32114305-442-5966CONTACT: MARIO MOREJONSTORMWATERDEPARTMENT OF REGULATORYAND ECONOMIC RESOURCES701 NW 1ST COURTMIAMI, FL 33136(305) 372-6681CONTACT: MARIA MOLINA, P.E.WATER AND SEWERMIAMI DADE WATERAND SEWER DEPARTMENT3575 S. LE JEUNE RDMIAMI, FLORIDA 33146(786) 268-5214CONTACT: LAZARO GUERRA, P.E.PLANNING AND ZONINGCITY OF SOUTH MIAMI6130 SUNSET DRIVESOUTH MIAMI, FLORIDA 33143(305) 663-6327CONTACT: JANE TOMKINSENGINEERINGCITY OF SOUTH MIAMIPUBLIC WORKS DEPARTMENT4795 SW 75TH AVENUEMIAMI, FLORIDA 33155(305) 403-2063CONTACT: AURELIO CARMENATES, P.E.BUILDING DIVISIONCITY OF SOUTH MIAMI BUILDING DEPARTMENT6130 SUNSET DRIVESOUTH MIAMI, FLORIDA 33143(305) 663-6355FIRE PREVENTIONMIAMI DADE COUNTY FIRE RESCUE DEPARTMENT9300 NW 41 STREETMIAMI, FL 33178786-331-5000CONTACT: LT. SIMMONSTELECOMMUNICATIONSCASTLE CROWN FIBER9250 W FLAGLER STREETMIAMI, FL 33174(305) 552-2931CONTACT: DANNY HASKETTLANDSCAPEGEOMANTIC DESIGNS INC6800 SW 81ST STREETMIAMI, FLORIDA 33143CONTACT: ROBERT PARSLEY537 GENERAL NOTES AND SPECIFICATIONS(NOT A PART OF M-DWASD NOTES NOR APPROVAL)II. PRECONSTRUCTION RESPONSIBILITIESIII. OBSERVATIONS AND TESTINGIV. SHOP DRAWINGSV. TEMPORARY FACILITIESVI. PROJECT CLOSE OUT:VII. STORM DRAINAGEVIII. PAVINGIX. PAVEMENT MARKINGS AND TRAFFIC SIGNSSTANDARD DETAILSMIAMI DADE COUNTYI. APPLICABLE CODESSOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCGENERAL NOTESC-101©538 DEMOLITION NOTES AND SPECIFICATIONS:I. GENERALII. DESCRIPTIONIII. APPLICABLE CODESIV. SEQUENCING AND SCHEDULINGV. ENVIRONMENTAL PROTECTION.VI. TRAFFIC MAINTENANCEVII. CLEAN UPSOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCDEMOLITION NOTESC-200©539 xx x x xxxxxxxx xxxxxR/WR/WR/WR/WR/WR/WR/WR/WR/WR/WR/WR/WSW 73RD STREETSW 59TH AVENUESW 58TH COURTSW 74TH STREETCLCLCLCLCLCLR/WR/WR/WR/WR/WR/WR/WR/WCLCLSOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCDEMOLITION PLANC-201©NORTHNOTES:LEGEND:R/WCLPL540 BEST MANAGEMENT PRACTICES (BMPS):GENERAL EROSION CONTROL NOTES:INSPECTION AND MAINTENANCE:SPILL PREVENTION AND CONTROL:STABILIZATION PRACTICES:SPILL CONTROL PRACTICES:STRUCTURAL PRACTICES:WASTE DISPOSAL:OFFSITE TRACKING:WIND EROSION CONTROL PRACTICES:STORM WATER EROSION CONTROL PRACTICES:SOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCEROSION CONTROLNOTESC-300©541 542 SOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCEROSION CONTROLDETAILSC-302©543 CLCLCLCLCLCLCLCLR/WR/WR/WR/WR/WR/WR/WR/WR/WR/WR/WR/W/WSW 73RD STREETSW 59TH AVENUESW 58TH COURTSW 74TH STREETPROP. 9 STORYMIXED USE BUILDINGF.F.E: 13.45'R/WSOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCPAVING GRADINGAND DRAINAGE PLANC-400©R/WCLPLLEGEND:NORTHNOTES:544 N.T.S.N.T.S.N.T.S.LONGITUDINAL SECTIONTRANSVERSE SECTIONALT. TRANS. SECTION*N.T.S.TYPICAL CATCH BASIN AND EXFILTRATION TRENCH DETAIL”18" - 30"REVC7004-110-100DWG NO.1 OF 1SHEETSCALEDWG SIZEA3130 VERONA AVEBUFORD, GA 30518PHN (770) 932-2443FAX (770) 932-2490www.nyloplast-us.comDRAIN BASIN WITH ENVIROHOODQUICK SPEC INSTALLATION DETAILTITLEPROJECT NO./NAMEMATERIAL1:30THIS PRINT DISCLOSES SUBJECT MATTER IN WHICHNYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPTOR POSSESSION OF THIS PRINT DOES NOT CONFER,TRANSFER, OR LICENSE THE USE OF THE DESIGN ORTECHNICAL INFORMATION SHOWN HEREINREPRODUCTION OF THIS PRINT OR ANY INFORMATIONCONTAINED HEREIN, OR MANUFACTURE OF ANYARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERSIS FORBIDDEN, EXCEPT BY SPECIFIC WRITTENPERMISSION FROM NYLOPLAST.1 - ENVIROHOOD AVAILABLE WITH ALL 18" - 30" STRUCTURE OPTIONS (CUSTOM BASIN, ROAD & HIGHWAY, & CURB INLET).2 - FRAMES, GRATES, COVERS, HOODS, & BASE PLATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05.3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS SEE DRAWING NO. 7001-110-065.4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4" - 18").5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7004-110-111.NYLOPLAST DRAIN BASIN WITH ENVIROHOODMIN SUMPSEE CHARTASTORM FLOWSTORM FLOWSTORM FLOWWATER LEVEL AFTERSTORM EVENTTRAPPED OIL &FLOATING DEBRISNP ENVIROHOODSUMP4" - 24" ADAPTERSAVAILABLE(5) ADAPTER ANGLESVARIABLE 0° - 360°ACCORDING TO PLANS9.75 ON 18"12.75 ON 24"15.41 ON 30"CLEAN-OUT PLUGHEAVY DEBRIS,SAND & SILT(4) VARIOUS TYPES OF INLET & OUTLET ADAPTERSAVAILABLE: 4" - 30" FOR CORRUGATED HDPE(ADS N-12/HANCOR DUAL WALL, ADS/HANCORSINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35),PVC DWV (EX: SCH 40), PVC C900/C905,CORRUGATED & RIBBED PVC(4) WATERTIGHT JOINT(CORRUGATED HDPE SHOWN)(1, 2) INTEGRATED DUCTILEIRON FRAME & GRATE TOMATCH BASIN O.D.2.51 MAXTHE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHERGRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS IOR II MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILLFOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTEDUNIFORMLY IN ACCORDANCE WITH ASTM D2321.®©2013 NYLOPLASTMAINTENANCE INSTRUCTIONS:1. THE STRUCTURE SHOULD BE INSPECTED AT LEAST ONCEPER MONTH FOR THE FIRST YEAR, OR UNTIL THE SITE HASSTABILIZED.2. THE STRUCTURE SHALL BE CLEANED IF ACCUMULATEDDEBRIS IS EQUAL OR GREATER TO THE FOLLOWING:A. DEBRIS IN SUMP - 18" MAXB. FLOATABLE DEBRIS - 6" MAX3. THE DEBRIS SHALL BE CLEANED AND RINSEDTHOROUGHLY AS SPECIFIED BY ENGINEER BASED ON SITECONDITIONS.DATEAPPD BY11-11-13DATEJJCDRAWN BY11-11-13JJCDATEAPPD BY08-19-14CJA08-19-14DATECJAREV BYCONCRETE SIDEWALK DETAIL2" RTYPE "D" VERTICAL CURBCONCRETE CURB AND GUTTER DETAILTYPE "F" CURBZURN Z-886 TRENCH DRAINSYSTEM (OR APPROVEDEQUALSOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCPAVING GRADINGAND DRAINAGEDETAILSC-401©545 546 PAVEMENT MARKING LINESTYPICAL PLACEMENT OF DETECTABLE WARNINGSURFACE ON LANDING AT STREET EDGE.GENERAL NOTES FORDETECTABLE WARNINGSDETECTABLE WARNINGS 4'(Min.)SIDEWALK WITHUTILITY STRIPRampVaries(7' Std.)SIDEWALKSECTION THROUGH RAMP AND LANDING(RESTRICTED CONDITIONS)SECTION THROUGH LANDING(RESTRICTED CONDITIONS)SIDEWALK CURB RAMPS WHERE RAMP AND LANDINGDEPTHS ARE RESTRICTEDNote: Crosswalk Width and Configuration Vary; Must Conformto Index No. 17344 and 17346.15' Radius Curve Shown for CR-L.Sidewalk Curb(Where Necessary)Landing (4' Min.)CrosswalkCrosswalk5' Std.H (Varies)Landing(3' Min.)10' (Min.)Sidewalk Curb(Where Necessary)Sidewalk1:120.0218"SIDEWALK WITHUTILITY STRIPPLAN VIEWLanding3' (Min.)SIDEWALKPARALLEL PARKING STALLSSTANDARD PARKING DETAILACCESSIBLE PARKING PAVEMENT MARKINGSOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCTRAFFIC MARKINGAND SIGNAGEDETAILSC-501©547 GENERAL NOTES & SPECIFICATION FOR SEWER MAIN INSTALLATIONS(NOT A PART OF M-DWASD NOTES NOR APPROVAL)1.2.3.4.5.6.7.REQUIREMENTS PER DEPARTMENT OF HEALTH(NOT A PART OF M-DWASD REVIEW NOR APPROVAL)NOTE:SOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCWATER AND SEWERNOTESC-600©548 R/WR/WR/WR/WR/WR/WR/WR/WR/WR/WR/WR/WCLCLCLCLCLCLCLCLSW 73RD STREETSW 59TH AVENUESW 58TH COURTSW 74TH STREETPROP. 9 STORYMIXED USE BUILDINGF.F.E: 13.45'LOADINGAREASOUTH MIAMIMARKETPREPARED FOR5850 S.W. 73 STREET LLCWATER AND SEWERPLANC-601©NORTHLEGEND:MDWASD AGREEMENT ID #XXXXXR/WCLPL549 MIAMI DAILY BUSINESS REVIEW Published Daily except Saturday,Sunday and Legal Holidays Miami, Miami-Dade County, Florida STATE OF FLORIDA COUNTY OF MIAMI-DADE: Before the undersigned authority personally appeared GUILLERMO GARCIA,who on oath says that he or she is the DIRECTOR OF OPERATIONS,Legal Notices of the Miami Daily Business Review f/k/a Miami Review,a daily (except Saturday,Sunday and Legal Holidays)newspaper, published at Miami in Miami-Dade County,Florida;that the attached copy of advertisement, being a Legal Advertisement of Notice in the matter of CITYOF SOUTH MIAMI -VIRTUAL MEETING OF THE CITY COMMISSION-MAY 19,2020 in the XXXX Court, was published in said newspaper inthe issues of 05/08/2020 Affiant further says that the said Miami Daily Business Review is a newspaper published at Miami,in said Miami-Dade County,Florida and that the said newspaper has heretofore been continuously published in said Miami-Dade County,Florida each day (except Saturday,Sunday and Legal Holidays)and has been entered as second class mail matter at the post office in Miami in said Miami-Dade County,Florida,for a period of one year next preceding the first publication of the attached copy of advertisement;and affiant further says that he or she has neither paid nor promised any person,firm or corporation any discount,rebate,commission or refund for the purpose of securing this advertisement for publication in the said newspaper. (SEAL) GUILLERMO GARCI^personally known tome |f*f g|"\*|G®mk$m #GG 277771 ~^$0?0 i#68 Noveznbsr 19,2022 '''2?J&f....g6/^Thru Troy Fsin Insurance 800-385-7019 550 NOTICETOMRKffiS;««WARescutionrelatingtothereviewandan«"«m-DadeAvenueandrWeKCr""<****>"<°MaComn.nityGardenAnO•wardenuseat7311SW62nd,tre,atest0«^l\-b551 City Cjty Commission -\ArW Meefrng of-Hie NOTE:Location Map applies to all items below An Ordinance providing for a Small-Scale Map Amendment amending the City of South Miami Comprehensive Plan Future Land Use Map from Mixed-Use Commercial/Residential to Transit-Oriented Development District fTODD)on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. An Ordinance pursuant to Section 20-5.7 and other applicable provisions of the City of South Miami Land Development Code modifying Article II,Sections 20-3.1 (A)and (Jfl and 20-13(0),Article VII,Section 20-7.2,and Article VIII,Sections 20-8.1 through 20-8.17 in order to create a new zoning subcategory,Transit-Oriented Development DistrictMixed-Use Market (TODD MU-M). An Ordinance pursuant to Section 20-5.7 of the Land Development Code providing for a Map Amendment to the City of South Miami Official Zoning Map from Neighborhood Retail (NR)to Transit-Oriented Development DistrictMixed-Use Market (TODD-MU-M)on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. The members of the City Commission, the applicant, the applicant's attorney and witnesses and City staff will participate by video conferencing through the Zoom platform and members ofthe public may join the meeting via Zoom at (https://zoom.us/i/3056636338)and participate. Ifyou desire to present evidence or you are unable to use Zoom,there are procedures to follow and other options available including a dedicated phone lineto listen and participate inthe meeting and limited public attendance,all of which isset forth in the meeting notice posted at City Hall and at httpjtfwvyw._sputhrniamifl.gov/580/Public-Meetinqs-Notices.Anyone who wishes to review pending application and supporting documentation in person must make an appointment bycalling 305-663-6340. Please note that Governor DeSantis's Executive Order Number 20-69 suspended the requirements of Section 166.045,Fla.Stat., that a quorum to be present in person,and that a local government bodymeetat a specific public place.The Executive Order also allows local government bodies to utilize communications media technology,suchas telephonic and video conferencing suchas Zoom for meetings of local government bodies. Note that pursuant to Florida Statutes 286.0105,a person who decides to appeal any decision made bya Board, Agency or Commission with respect to any matter considered at its meeting or hearing,a record ofthe proceedings will be required for said appeal and such person will be required to have a verbatim transcript of the proceedings including the testimony and evidence upon which the appeal isto be based ADA:To request a modification toa policy,practice or procedure orto request an auxiliary aide or service in order to participate ina City program,activity or event,you must on or before 4:00 p.m.3 business days before the meeting (not counting the day ofthe meeting)deliver your request to the City Clerk by telephone:305-722-8686 (voice)or305-442-1600 (TTY7TDD)or by mail at 6130 Sunset Drive,South Miami,Florida oremail at npayne@southmiamifl.gov. 5/8 3fe) Nkenga A. Payne, CMC City Clerk 20-27/0000469691M 552 16SE SUNDAY MAY 10 2020NEIGHBORSMIAMIHERALD.COM CITY OF SOUTH MIAMI, FLORIDA NOTICE TO THE PUBLIC OF THE VIRTUAL MEETING OF THE CITY COMMISSION A Resolution a uthorizing t he C ity Manager t o negotiate and enter i nto a multi-year contract w ith Brown & Brown Insurance for Insurance Brokerage Services. A Resolution of the Mayor and City Commission of the City of South Miami, Florida, authorizing the City Manager to execute a multi-year inter-local agreement with Miami-Dade County, and the Miami-Dade Police department, for School Crossing Guard Services.” A Resolution relating to the review and adoption of the Miami-Dade Local Mitigation Strategy. A Resolution relating to a Special Use application to permit a Community Garden use at 7311 SW 62nd Avenue and 7340 SW 61st Court. An Ordinance amending the City of S outh Miami Code o f Ordinances, C hapter 9 , Section 9-11 to prohibit the acceptance of c ampaign contributions in excess o f $250 from a ny one donor and providing for retention a nd p roduction of d ocuments, enforcement, fines and other regulations. An Ordinance amending the City of South Miami Code of Ordinances, Chapter 2 Titled “ADMINISTRATION AND CITY GOVERNMENT”, Article III titled “BOARDS AND COMMITTEES”, Section. 2-21. titled “Appointments; mandatory board.” to add subsection (c) Use of City property or ser vices. An Ordinance amending the City of South Miami Land Development Code, Chapter 20, Article IV, Section 20-4.4 Off-street parking requirements and Article VIII, Section 20-8.8 Parking. An Ordinance amending the City of S outh Miami Land D evelopment C ode, C hapter 2 0, Article VII, Sections 20-7.6 – Parking, 20-7.1 2 – Permitted and special uses and parking, 20-8.5 - Commercial use, and 20-8.8 - Parking. An Ordinance amending Chapter 20, Article II, Section 2 0-2.3, “Definitions” to add Affordable H ousing related d efinitions, Article IV, Sections 20-4.9 titled “Reserved” to create a new category titled “Affordable H ousing” and related r egulations, Article VIII, Sections 20-8.2, 20-8.4, 20-8.8, and 20-8.10 and Section 7-3.2 of the C ity of South Miami Code o f Ordinances, all to consolidate, add to and to clarify affordable housing related definitions and to, among other things, provide additional requirements for affordable housing as it relates to impact fees and development bonuses. In accordance with City of South Miami Code, Chapter 286.011 , Fla. Stat, and Executive Order Number 20-69, the City will be holding its City Commission Meeting VIRTUALLY. The meeting is scheduled to begin on Tuesday, May 19 , 2020 at 7:00 p.m. to consider the following public hearing items: 553 SUNDAY MAY 10 2020 NEIGHBORS 17SE MIAMIHERALD.COM NOTE: Location Map applies to all items below An Ordinance providing for a Small-Scale Map Amendment amending the City of South Miami Comprehensive Plan Fu ture Land Use Map from Mixed-Use Commercial/Residential to Transit-Oriented Development District (TODD) on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. An Ordinance pursuant to Section 20-5.7 and other applicable provisions of the City of South Miami Land Development Code modifying Article II, Sections 20-3.1(A) and (B) and 20-3.3(D), Article VII, Section 20-7.2, and Article VIII, Sections 20-8.1 through 20-8.17 in order to create a new zoning subcategory, Transit-Oriented Development District Mixed-Use Market (TODD MU-M). An Ordinance pursuant to Section 20-5.7 of the Land Development Code providing for a Map Amendment to the City of South Miami Official Zoning Map from Neighborhood Retail (NR) to Transit-Oriented Development District Mixed-Use Market (TODD-MU-M) on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. The members of the City Commission, the applicant, the applicant’s attorney and witnesses and City staff will participate by video conferencing through the Zoom platform and members of the public may join the meeting via Zoom at (https://zoom.us/j/3056636338) and 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. Anyone who wishes to review pending application and suppor ting documentation in person must make an appointment by calling 305-663-6340. Please note that Governor DeSantis’s Executive Order Number 20-69 suspended the requirements of Section 16 6.045, Fla. Stat., that a quorum to be present in person, and that a local government body meet at a specific public place. The Executive Order also allows local government bodies to utilize communications media technology, such as telephonic and video conferencing such as Zoom for meetings of local government bodies. Note that pursuant to Florida Statutes 286.010 5, a person who decides to appeal any decision made by a Board, Agency or Commission with respect to any matter considered at its meeting or hearing, a record of the proceedings will be required for said appeal and such person will be required to have a verbatim transcript of the proceedings including the testimony and evidence upon which the appeal is to be based 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: 305-722-8686 (voice) or 305-442-1600 (T TY/TDD) or by mail at 6130 Sunset Drive, South Miami, Florida or email at npayne@southmiamifl.gov. Nkenga A. Payne, CMC City Clerk 554 MIAMI DAILY BUSINESS REVIEW Published Daily except Saturday, Sunday and Legal Holidays Miam i , Miami-Oade County , Florida STATE OF FLORIDA COUNTY OF MIAMI-DADE: Before the undersigned au thority personally appea red GUILLERMO GARC IA, who on oath says that he or she is the DIRECTOR OF OPERAT IONS, Legal Notices of the Miami Daily Business Review flk/a Miami Review , a daily (except Saturday, Sunday and legal Holidays) newspaper, published at Miami in Miami-Dade County, Florida; that the attached copy of ad vertisement, being a legal Advertisement of Notice in the matter of CITY OF SOUTH MIAMI-VIRTUAL MEETING OF THE CITY COMMISSION -JUN. 2, 2020 in the XXXX Court, was published in said newspaper in the issue s of 05/22/2020 Affiant further says that the said Miami Daily Business Review is a newspaper published at Miami, in said Miami-Dade County , Florida and that the said newspaper has heretofore been continuously publ ished in said Miami-Dade County, Flo rid a each day (except Saturday, Sunday and Lega l Holi days) and has been entered as second class mail matter at the post office in Miami In said Miami-Dade County, Florida, for a period of one year next preceding the first publ ication of the attached copy of ad vertisement; and affiant further says that he or she corporation purpose of the said has neither paid nor promised any person , firm or any discount, rebate, commission or refund for the securing this advertisement for publication in newspapec. C ~~.,~~ (S EAL) GUILLERMO GARCIA personally known to me .,,~::.,~'f/.~I.~~.:. cn ms:!; :\l Yi'JN RAVIX ~:~ .. ' r&. ' .. ~ ~~ C o m ~li$~"i ()n ff. GJ3 277771 ~t~?i( Ex(:;;e~. NO'J r,n l~;;r 19, 2022 "·~~(,t~~·'· ;:> :'; '.:! ";,,',. 1, ~ .• : .',;:1 :'''';'In:n:.u 8C.l}~18 5,7 01 9 . """ SEE ATTACHED 555 CITY OF SOUTH MIAMI, FLORIDA NOTICE TO THE PUBLIC OF THE VIRTUAL MEETING OF THE CITY COMMISSION In accordance with City of South Miami Code, Chapter 286.011, Fla. Stat, and Executive Order Number 20-69, the City will be holding its City Commission Meeting VIRTU AlLY. The meeting is scheduled to begin on Tuesda y, June 2, 2020 at 7:00 p.m. to consider the following public hearing items: NOTE: Location Map applies to atl items below A Reso lution pursuant to Section 20-8.9 and other provisions of the City of South Miami Land Development Code approving a large-scal e development on a 1.g-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein . An Ordinance provid ing for a Small-Sca le Map Amendment amending the City of South Miami Comprehensive Plan Future Land Use Map from Mixed-Use Commercial/Residential to Transit-Oriented Development District (TODD) on a 1.9-a cre property known as the Winn -Dixie site l ocated at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described h erein. An Ordinance pursuant to Section 20-5.7 and other applicable provisions of the City of South Miami Land Development Code modifying Article II , Sections 2O-3.1(A) and (8) and 2O-3.3{DI, Article VII, Section 20-7.2, and Article VIII, Sections 20-8.1 through 20-8.17 in order to create a new zoning subcategory, Trans it-Oriented Development Di strict Mixed-Use Market (TODD MU-M). An Ordinance pursuant to Section 20-5.7 of the Land Development Code providing for a Map Amendment ' to the City of South Miami Official Zoning Map from Neighborhood Retail (NR) to Transit-Oriented Development District Mixed-Use Market (TODD-MU-M) on a 1.9-acre property known as the Winn-Oixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. The members of the City Commission, the applicant, the applicant's attorney and w itnesses and City staff will partici pate by video conferencing through the Zoom platform and members of the public may join the meeting via Zoom at (!}1!Rs:llzoom.usJj/305663633~1 and 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 notic e posted at City Hall and at b1!~;!!.www.southmiamill.gov/580/Public-Mee~!l9~·.Notices. Anyone who wishes to review pending application and supporting documentation in person must make an appointment by calling 305-663-6340. Please note that Governor DeSantis's Exec utive Order Number 20-69 suspended the requirements of Section 166.045, Fla. Stat., that a quorum to be present in person, and th at a local government body meet at a specific public place. The Executive Order also allows local govemment bodies to utilize communications media technology, such as telephonic and video conferencing such as Zoom for meetings of l ocal government bodies. Note that pursuant to Florida Statutes 286.0105, a person who decides to appeal any decision made by a Board , Agency or Commission with respect to any matter considered at its meeting or hearing, a record of the proceedings will be required for said appeal and such person will be required to have a verbatim transcript of the proceedin gs including the testimony and evidence upon which the appeal is to be based ADA: To request a modification to a policy, practice or procedure or to req uest 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: 305-722-8686 (voice) or 305-442·1600 (TIYfTDD) or by mail at 6130 Sunset Drive, South Miami. Fl orida or email at npayne@soulhmiamifl.gov. 5122 Nkenga A. Payne, CMC City Clerk 556 SUNDAY MAY 24 2020 NEIGHBORS 13SE MIAMIHERALD.COM CITY OF SOUTH MIAMI, FLORIDA NOTICE TO THE PUBLIC OF THE VIRTUAL MEETING OF THE CITY COMMISSION In accordance with City of South Miami Code, Chapter 286.011 , Fla. Stat, and Executive Order Number 20-69, the City will be holding its City Commission Meeting VIRTUALLY. The meeting is scheduled to begin on Tuesday, June 2, 2020 at 7:00 p.m. to consider the following public hearing items: NOTE: Location Map applies to all items below A Resolution pursuant to Section 20-8.9 and other provisions of the City of South Miami Land Development Code approving a large-scale development on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. An Ordinance providing for a Small-Scale Map A mendment a mending the City of S outh Miami Comprehensive Plan Fu ture Land U se M ap f rom Mixed-Use C ommercial/ Residential to Transit-Oriented Development District (TODD) on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. An Ordinance pursuant to Section 20-5.7 and other applicable provisions of the City of South Miami Land Development Code modifying Article II, Sections 20-3.1(A) and (B) and 20-3.3(D), Article VII, Section 20-7.2, and Article VIII, Sections 20-8.1 through 20-8.17 in order to create a new zoning subcategory, Transit-Oriented Development District Mixed-Use Market (TODD MU-M). An Ordinance pursuant to Section 20-5.7 of the Land Development Code providing for a Map Amendment to the City of South Miami Official Zoning Map from Neighborhood Retail (NR) to Transit-Oriented Development District Mixed-Use Market (TODD-MU-M) on a 1.9-acre property known as the Winn-Dixie site located at 5850 SW 73rd Street and 7331 SW 59th Avenue and as legally described herein. The members of the City Commission, the applicant, the applicant’s attorney and witnesses and City staff will participate by video conferencing through the Zoom platform and members of the public may join the meeting via Zoom at (https://zoom.us/j/3056636338) and 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. Anyone who wishes to review pending application and supporting documentation in person must make an appointment by calling 305-663-6340. Please note t hat G overnor DeSantis’s Executive O rder Number 20-69 suspended the requirements of Section 16 6.045, Fla. S tat., that a quorum to b e present in person, and that a local government body meet at a specific public place. The Executive O rder also allows local government bodies to u tilize c ommunications media technology, such as telephonic and video conferencing such as Zoom for meetings of local government bodies. Note that pursuant to Florida Statutes 286.010 5, a person who decides to appeal any decision made by a Board, Agency or Commission with respect to any matter considered at its meeting or hearing, a record of the proceedings will be required for said appeal and such person will be required to have a verbatim transcript of the proceedings including the testimony and evidence upon which the appeal is to be based 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: 305-722-8686 (voice) or 305-442-1600 (T TY/TDD) or by mail at 613 0 Sunset Drive, South Miami, Florida or email at npayne@southmiamifl.gov. Nkenga A. Payne, CMC City Clerk 557