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R-2021-033 U.S. Crane and Rigging (Pamela E. Hayes) Runway Site Plan (SP-071-20) and Variance (VA-080-20)
RESOLUTION NO.2021-033 A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF DANIA BEACH, FLORIDA, APPROVING A VARIANCE (VA-080-20) TO SECTION 205-10(D) OF THE LAND DEVELOPMENT CODE TO PERMIT A BUILDING HEIGHT OF SIXTY-FOUR AND ONE-HALF (64.5) FEET WHERE A MAXIMUM BUILDING HEIGHT OF THIRTY-FIVE (35) FEET IS PERMITTED IN THE IG ZONING DISTRICT; AND APPROVING THE SITE PLAN (SP-071-20) FOR THE CONSTRUCTION OF A 112,931 SQUARE FOOT INDUSTRIAL WAREHOUSE BUILDING IN THE I-G (INDUSTRIAL) ZONING DISTRICT, SUBMITTED BY DEENA GRAY, ESQ. FOR GREENSPOON MARDER LLP, ON BEHALF OF THE PROPERTY OWNER PAMELA E. HAYES, AS TRUSTEE UNDER TRUST DATED DECEMBER 24, 1991, FOR PROPERTY LOCATED AT 3035 SW 36 STREET, IN THE CITY OF DANIA BEACH, FLORIDA; PROVIDING FOR CONFLICTS; FURTHER, PROVIDING FOR AN EFFECTIVE DATE. WHEREAS, Deena Gray, Esq. for Greenspoon Marder LLP, on behalf of the owner, Pamela Kay Hayes, as Trustee under Trust dated December 24, 1991, (the "Applicant") has requested site plan approval, for the proposed construction of a new 112,931 square foot warehouse building in the I-G (Industrial) zoning district at 3035 SW 36 Street in the City of Dania Beach, Florida, as legally described in Exhibit "A"; and WHEREAS, the Applicant has also requested approval of a variance to Section 205-10(D) of the Land Development Code, to permit a building height of sixty-four and one-half (64.5) feet where a maximum building height of thirty-five (35) feet is permitted in the IG Zoning District; and WHEREAS, the City Code of Ordinances, Chapter 28, entitled "Land Development Code" (the "LDC"), of Part 6, entitled "Development Review Procedures and Requirements", Article 635, entitled "Site Plans" of Section 635-20(A), provides that site plan approval is required as a condition to the issuance of a building permit; and WHEREAS, on November 25, 2020, the City's Development Review Committee (the "DRC"), which includes representatives from the Broward Sheriff's Office, Broward Fire Department, Public Services Department, the City's landscape consultant and the Planning Division staff, reviewed the site plan for compliance with all applicable regulations; and WHEREAS, the City Commission finds that the approval of the proposed variance (VA- 080-20) and site plan (SP-071-20) is consistent with the City's Comprehensive Plan Policy 1.3 which provides that: "clean light industrial development will be encouraged to support the tax base for the community and to provide a wide range of employment for residents of the community;" and Policy 1.2 which provides that: "Commercialized activities will be provided to serve the residents of the community"; and WHEREAS, the City Commission finds that the approval of the proposed site plan (SP- 071-20) is consistent with the City's LDC Section 635-60 by demonstrating compliance with the applicable land development regulations; NOW, THEREFORE, BE IT RESOLVED BY THE CITY COMMISSION OF THE CITY OF DANIA BEACH, FLORIDA: Section 1. That the foregoing "WHEREAS" clauses are ratified and confirmed as being true and correct, and they are made a specific part of this Resolution. Section 2. That the City's staff report (SP-071-20/VA-080-20) is ratified and confirmed as being true and correct and is made a specific part of the Resolution as finding of fact. Section 3. That this certain application (VA-080-20) for a variance to Section 205- 10(D) of the Land Development Code, to permit a building height of sixty-four and one-half (64.5) feet where a maximum building height of thirty-five (35) feet is permitted in the IG Zoning District, is approved. Section 4. That pursuant to Chapter 28, entitled, "Land Development Regulations", Part 6, entitled, "Development Review Procedures and Requirements", the following Site Plan (SP-071-20), is approved with the following conditions of approval: 1. Provide R/W (width/dimensions), NVAL, R/W dedication, and all Easements information on all engineering plans and Site Plan. (Engineering) 2. The proposed western end of sidewalk/ADA ramp along SW 36 Street shall be revised to place the pedestrians facing unmarked crosswalk across the new entrance driveway. (Engineering) 3. The proposed Fire truck access is in conflict with existing NVAL line per plat. Please address this issue. (Engineering) 4. The proposed Fire Access drive will impact existing Port 95 Commerce Park master surface water management system. Please demonstrate compliance with existing surface water permit. (Engineering)A permit modification shall be required. (Engineering) 5. Detail and complete engineering plans will be required prior to Building and R/W permit approval. (Engineering) 6. All traffic control signs shall conform to Broward County Traffic Engineering (BCTED) and MUTCD standards. Signs shall consist of Type XI retroreflective sheeting materials 2 RESOLUTION #2021-033 except for school zone and pedestrian signs which shall be comprised of retroreflective fluorescent yellow -green sheeting certified type IV. (Engineering) 7. All pavement markings shall be alkyd based thermoplastic and fully retroreflectorized, per BCTED specifications with the exception of parking stall striping. 8. Wheel stops, five and one-half (5 1/2) inches high, shall be installed two (2) feet from the head (front) of a parking space. (Engineering) 9. Provide Maintenance of Traffic (MOT) Plan by a licensed General Contractor/Professional Engineer in the State of Florida (If applicable). (Engineering) 10. Provide detail water/sewer plans. Incomplete information provided. Water meter, backflow preventer, DDCV, FDC, pipe size and material shall be properly called out. (Engineering) 11. Provide utility piping conflict details plan, along with documentation to demonstrate acceptability of the separation between water, sanitary, storm -water service lines, etc. (Engineering) 12. Show also all existing and proposed utilities on the landscaping plans for potential conflicts. (Engineering) 13. Provide ADA parking, access / driveway, and sidewalks /ramps including dimensions in accordance with Chapter 553 of the Florida Statutes. "Accessibility of Handicapped Persons" and latest edition of "Accessibility Requirements Manual" by Department of Community Affairs, Florida Board Building Codes and Standards, and'in accordance with Americans with Disability Act (ADA). (Engineering) 14. Provide drawing file (dwg or dgn) disk of the approved site plan in Florida State Plane Coordinate (NAD 83). This should be addressed as part of the final submittal. (Engineering) 15. Provide regulatory agencies' approval documentation and Permits/Licenses (as applicable) as part of the final submittal, prior to issuance of the Building Permit (Broward County Surface Water License, Broward County Wastewater Permit, Florida Department of Environmental Protection, FDOT, BC Environmental, BC Aviation, BCTED etc.). Also, include Utility / Right of Way Permits from City, Broward County, City of Hollywood, and State Roads as applicable. (Engineering) 16. PUBLIC ART PROGRAM: Per Article 811, new development and redevelopment valued over $1 million, in non-residential, mixed -use and multi -family zoning districts shall provide fee for the creation, acquisition and installation of public art in the city. a. Pay In -Lieu Public Art Fee: Pay one-half of one percent (0.5%) of the cost of the proposed development project, as an "in -lieu" public art fee, with a minimum payment of $5,000 and a maximum payment of $250,000; or b. Combination of In -Lieu Public Art Fee and Placement of Art on Site: Placement of art on the site of the development project, which shall have a minimum value of one -quarter of one percent (0.25%) of the cost of the proposed development project combined along with a one -quarter of one percent (0.25%) payment of an "in -lieu" public art fee. The owner shall provide documentation to the City that the art fee has been deposited into an escrow account for said purpose prior to the issuance of a building permit. Prior to placement on the development site, the art RESOLUTION #2021-033 must be approved by the Community Services Director or designed and conform to the adopted public art guidelines. (Planning) 17. STAGING: For all projects resulting in buildout of the site, such that construction staging cannot occur on site, must obtain Staging Plan approval by the Community Development Director prior to issuance of a building permit. The Staging Plan must include, but is not limited to, location of equipment and material during construction. (Planning) 18. MAINTENANCE OF TRAFFIC: For all projects resulting in buildout of the site, such that construction staging cannot occur on site, the applicant must obtain Maintenance of Traffic Plan approval by the City Engineer for period of construction prior to issuance of a building permit. (Planning) Section 5. That pursuant to Section 635-100 "Expiration of Site Plans" of the Land Development Code, the site plan (SP-071-20) shall automatically expire and become null and void unless the Applicant files a complete building permit application with construction drawings for the improvements shown on the site plan, within eighteen (18) months from the date of this Resolution. Section 6. That the issuance of a development permit by a municipality does not in any way create any right on the part of an Applicant to obtain a permit from a state or federal agency, and does not create any liability on the part of the municipality for issuance of the permit if the Applicant fails to obtain requisite approvals or does not fulfill the obligations imposed by a state or federal agency, or undertakes actions that result in a violation of state or federal law. Section 7. That all resolutions or parts of resolutions in conflict with this Resolution are repealed to the extent of such conflict. Section 8. That this Resolution shall be in force and take effect immediately upon its passage and adoption. PASSED AND ADOPTED on March 23, 2021. ATTEST: JAA-inm,A4� ti THOMAS SCHNEIDER, CMC CITY CLERK het/SHE�1 APPROVE' D AST FORM AND CO AlI 1 J CITY A TAMARA J S MAYOR AN 4 RESOLUTION #2021-033 EXHIBIT "A" LEGAL DESCRIPTION Legal Description: Parcel "G" RUNWAY LAKES IV, according to the plat thereof, as recorded in Plat Book 155, Page 40, of the public records of Broward County, Florida. Said lands situate, lying and being in the City of Dania Beach, Broward County, Florida and containing 348,353 square feet or 7.9971 acres, more or less. RESOLUTION #2021-033 EXHIBIT `B" SITE PLAN RESOLUTION #2021-033 OWNER: PAMELA KAY HAYES 900 NW 8TH AVE. FORT LAUDERDALE, FLORIDA 33311 ARCHITECT: RLC ARCHITECTS 14 SE 4TH STREET BOCA RATON, FL. 33432 (561) 393-6555 (561) 395-0007 (FAX) juan@rlcarchitects.com LANDSCAPE ARCHITECT: ARCHITECTURAL ALLIANCE LANDSCAPE MANNY MADERA 612 SW 4TH AVE FORT LAUDERDALE, FLORIDA 33315 (954)764-8858 mmadera@archall.net CIVIL ENGINEER: SUN —TECH ENGINEERING, INC. MICHAEL GAI 4577 NOB HILL ROAD, SUITE 102 SUNRISE, FL 33351 (954)777-3123 mgai®suntecheng.com SURVEYOR: McLAUGHLIN ENGINEERING COMPANY 1700 N.W. 64th STREET, SUITE 400 FORT LAUDERDALE, FLORIDA, 33309 PHONE: (954) 763-7611 FAX: (954) 763-7615 jim®meco400.com DRAWINGS MAY BE OUTOFSCALE DUE TOXEROX REPRODUCTION ERROR. U.S. CRANE AND RIGGING City of Dania Beach, Broward County, Florida SITE PLAN 4 . r4 GNIN flOcxA SITE -, „M,..,. SECTION 20, TOWNSHIP 50 SOUTH, RANGE 42 EAST LOCATION MAP N.T.S. 01 4577 Nob H11 R.11, S111 112 STE Sun Tech Sunrise, FL 33351 °�•°°•99°°m EngineerinQ Inc. Cer65c•lb Ot AUth.#70971LB'019 O U Ph—(954)777-3123 e.v1 .......... ...N.,. F—(954)777-3114 INDEX OF DRAWINGS SHEET NO. TITLE CS1 COVERSHEET V-1 SURVEY SP-1 SITEPLAN A1.00 GROUND FLOOR PLAN AI.10 LIFE SAFETY PLAN -GROUND FLOOR A3.00 ELEVATIONS A4.00 3D RENDERINGS ESP-1 PHOTOMETRIC PLAN 6 DETAILS TS-1- TS-2 TREE SURVEY LP-1 - UP-2 LANDSCAPE PLANS Gt PAVING, GRADING AND DRAINAGE PLAN O2 - C- PAVING AND DRAINAGE DETAILS CS WATERANDSEWERPLAN CS•G10 WATERANDSEWERDETAILS C-11 FIRE PROTECTION PLAN C-12 PAVEMENT MARKING AND SIGNAGE PLAN C.13. 614 STORMWATER POLLUTION PREVENTION PLAN B DETAILS G75 TRUCK ROUTING PLAN LEGAL DESCRIPTION: PM -I. RUNWAY LAKES ".. /{SARDWG TO THE PIFT TIEWEOF, AS RED]RGED IN MI BDOK 1., — BG. 6 RE PUBLIC R— (i BROWAI9 -ITY. FL 1 SND (ANDS SINIAIE LBNG AND BONG W BIE aN OF OANM BEACH BR —A CDINTY. AANOA AND CprtAWING —1. BDUAIE RET DR T.NS71 ACRES N- OR EGG. ".:t!.,n days J9 Sunshine811�� com N„wwi>• s Kw A4beN� �wNNF r+Pw�wN�.P,W. PAwwwlMbawlw rNwNP.NrwA..,N W„bwwwtbrNMs.D PROJECTNO.204016 � DESIGN DATE: AUG, 2020 . 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Mapprn h (Tapir Iy1.01y, f SJ-."1, fAorMp Adnhkfmf/w Cod4 puraumfa .Rxeafbn Flaitda Sfafu1e4 Bated of FM LovdaNd4 Flwkb, fhM IJM day n! .Wp TAIA ,,,,//// RVs Nvfw ror/eed Mh J y v/ AA 1 �7 ReMed ro v.1d fives Mil Plfh dpY l of August4 2A14 ya MRLA!/s EA'G/N COMPAMY 4 / i A(R AId,YAUG4LW FeBhtered Lm Rawlw:Ani BT68 E) Administratlye Variarnce Lard Use Ameridnwmt plat Remaing SRbe Platt Sipedal Except rt Variance Othen C" of OWLA Beadl, Rarid o Department of t :oratmuctitty DevelliMment Piar M ag and zen"M D¢vesion, (S` ) 92 5 X3643 (954) 922-2687 Fax Standard Development Applfcat>ion Date IRee'd, (iffAPPLWAMWY" FSM3W£EONPA6WSJ A4) TMS APPLICATION WILL. NOT BE ACCEPTED UNTIL IT IS COMPLETE AND SUMMED VRM ALL RCCESARY DOCUMENTS. Refer to the application type at the top of tabs form and 'Required Doateraent3dimim dteddist to dehermime the supplenieritat documents required with each application. For after the fact applications, the responsible contractor of record shall be present at the board hearing. Their failure bo attend may impact upon the disposition of your application. As always, the applicant or &,eir authorized legal agent must be present at all meetings. All projects must also obtain a budding permit from the City Building DMvon. For more information please reference the Dania Beane Ladd Cade Part 6, Devebpnwent Review rPrwedures and lRequkenwnts. Location Address: 3035 SW 36 STREET, DANIA BEACH FL 33312 Lot(s): Block: Subdivision: Recorcied plat Name: RUNWAY LAKES IV, PARCEL "G" Fpjio Nurrtber(s). 5042-2043-0010 Legal Description: RUNWAY LAKES IV 155-40 8 PARCEL G AppikantjConsailtant/Legal Re tadve (circle ene) Deena Gray, Esq. for Greenspoon Marder LLP Address of ppplicarn: 200 East Broward Blvd., Suite 1800, For Lauderdale, FL 33301 Susiness Telephone: �954) 527-2443 _ Home: Fax: E-mail address: Deena.Gray@gmlaw.com Name of Property Owner: Pamela E. Hayes, as Trustee under Trust dated December 24, 1991 Address of property Owner: 900 NW 8th Avenue, Fort Lauderdale, FL 33311 Business Telephone: Home: Fax; Expianattion of Request Site Plan Application for Industrial Building For Pb& pkese p►amo e propawd Flat Name for Vag Oease aMO pLte f MeAreatt a- k%-r Sec>mt w 6r.2E#0Oftfe Laird" DL-VekpMent Cade. Prop. Net Acreage: _ Cross Acreage: 7.9971 Prop. Square ! rrttage: 348,353 Exsbng Use: Nursury _ proposed Use: Industrial t of 4 Updated 11/2018 Is property owned individually, by a corporation, association, or a joint venture? Pamela E. Hayes, as Trustee under Trust dated December 24, 1991 AUTHORIZED REPRESENTATIVE 1/we are fully aware of the request being made to the City of Dania Beach. If I/We are unable to be present I/we hereby authorize Greenspoon Marder�LLP _ (individual/firm) to represent me/us in all matters related to this application. I/we hereby acknowledge that the applicable fee was established to offset administrative costs and is not refundable. I/we are fully aware that all approvals automatically expire within 12 months of City of Dania Beach Planning and Zoning Board or City Commission approval, or pursuant to the expiration timeframe listed in Part 6 of the Dania Beach Land Development Code. STATE OF FLORIDA COUNTY OF BROWARD By: t L 0 -1 The foregoing instrument (Owner / Agent signat ) was acknowledged BEFORE ME THIS /- 3 DAY OF lq � J vs r , 20 4? 0 M (Print name of person acknowledging) (.joint owner signature if applicable) Notary (Signature of Notary Public —State of } Personally known V or Produced Identification _ Type of identification produced: or Drivers License IDAMAY FOSTER MY COMMISSION # GG OW35 EXPIRES: May 1, 2021 rt oP �'N'-V BMW 7bu NOWY Pubes urd"Wrb s *If joint ownership, both parties must sign. If partnership, corporation or association, an authorized officer must sign on behalf of the group. A notarized letter of authorization from the owner of record must accompany the application if an authorized agent signs for the owner(s). NO APPLICATION WILL BE AUTOMATICALL YSCHEDULED FORA MEETING, ALL APPLICATIONS MUST SE DETERMINED COMPLETE SYSTAFF BEFORE PROCESSING OCCURS. 2of4 Updated 0212017 August 11, 2020 To Whom It May Concern: We hereby authorize Greenspoon Marder LLP to act as lobbying agents in connection with obtaining governmental permits and approvals necessary for the properties identified as Folio Numbers: 504220430010 located in the City of Dania Beach. Pamela Kay Hayes, as trustee of under Trust da4 kDecember 24, 1991 By: q I Print Name � Title STATE OF ss COUNTY OF A-U ) I HEREBY CERTIFY that on this day, before me, an officer duly authorized in the State aforesaid and in the County aforesaid to take acknowledgments, the foregoing instrument was acknowledged before me by __fAOWIA K El by means of Xphysical presence or { } online notarization, and who is personally known to me or who has produced as identification. WITLESS my hand and official seal in the County and State last aforesaid this i-3 day of j�tvsT , 2020. My Commission Expires: Notary Public Z dAynO vs �e.� Typed, printed or stamped name of Notary Public ::. "• IOA MAY FOSTER MY COMMISSION # GG 08M 3"' EXPIRES: May 1, 2021 I 1.,,Al oBUXW ThN Notary W* UndenvdE n Runway Growers Dania Beach, Florida prepared for: Runway Growers traffic study 7RAF7Eal ENGINEERING,INC. September 2020 TRAF%ECH ENGINEERING, INC. September 3, 2020 Runway Growers c/o Thomas Auringer 628 Coral Way Fort Lauderdale, Florida 33301 Re: Runway Growers - Dania Beach, Florida Dear Mr. Auringer: Traf Tech Engineering, Inc. is pleased to provide you with the results of the traffic evaluation associated with proposed industrial development located on SW 36th Street west of SW 30th Avenue in the City of Dania Beach in Broward County, Florida. Project Description and Access The project will consist of 112,931 square feet of industrial use. The access to the project is planned via two access driveways, one on SW 30th Street (ingress only) and the other one on SW 36th Street (full access). Appendix A contains the site plan associated with the subject industrial development. For purposes of this traffic evaluation, the project is anticipated to be built and occupied in the year 2022. The following tasks were undertaken as part of this evaluation: o Documented the existing lane geometry of the study area. Three (3) intersections were identified as the locations that will be impacted the most by the proposed project. These three intersections include SR 84/SW 30th Avenue, SW 30th Avenue/Marina Road, and SW 30th Avenue/SW 36th Street. Figure 1 illustrates the existing lane geometry of the study intersections. o Collected intersection turning movement counts during the critical peak periods (7:00 AM to 9:00 AM) and (4:00 PM to 6:00 PM) at the following locations: - SR 84 and SW 30th Avenue in 2018(traffic signal) - SW 30th Avenue and Marina Road in 2020 (stop control) - SW 30th Avenue and SW 36th Street in 2020 (stop control) 840o N. University Drive, Suite 3og, Tamarac, FL 33322 T: 954-582-o988 * F: 954-582-o989 7Rr�AF7E`al ENGINEERING, INC. The above traffic counts were recorded on Wednesday, September 19, 2019, Thursday, June 18, 2020, and August 26, 2020. The traffic counts were adjusted by utilizing a peak season factors of 1.08/1.05/1.06 based on FDOT peak season adjustment factors. The traffic counts are included in Appendix B as well as the signal timing plans for the signalized intersection at SR 84. The peak season adjustment factors and historical traffic counts are provided in Appendix C. Additionally, an adjustment factor was applied to account for the effects of COVID-19. The calculations used to account for COVID-19 is reflected in Table E-1 and Table E-2, both located in Appendix D. Figure 2 shows the 2020 peak season AM and PM peak hour traffic volumes adjusted to account for Covid-19. o Determined the trip generation of the proposed land use based on the trip generation equations/rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (loth Edition). Table 1 below documents the trip generation associated with the subject project. As presented in Table 1, the proposed project is projected to generate approximately 486 daily trips, approximately 49 AM peak hour trips (43 inbound and 6 outbound) and approximately 40 trips during the typical afternoon peak hour (5 inbound and 35 outbound). TABLE 1 Trip Generation Summary (Proposed Use) Runway Growers Land Use Size Daily Trips AM Peak Hour PM Peak Hour Total Trips I Inbound I Outbound Total Trips I Inbound I Outbound Industrial LUC 110) 1112,9311 sf 1 486 1 49 1 43 1 6 1 40 1 5 1 35 External Trips I 1 1 486 1 49 1 43 1 6 1 40 1 5 1 35 Source: II L Inp Generation Manual (lute Lditlon) o The project's peak -hour trips documented in Table 1 were distributed and assigned to the study area based on knowledge of the study area, examination of the surrounding roadway network characteristics, review of current traffic volumes, and existing land use patterns. The trip distribution assumed for the subject industrial development is summarized below: - 80% to and from the north via SW 30th Avenue/SR 84 - 30% to and from the east via SR 84 - 50% to and from the west via SR 84 - 20% to and from the south via SW 30th Avenue 2 7Rr�AF7E'mcwIz ENGINEERING, INC. Figure 3a document the project traffic assignment based on the above traffic percentages. The project trips associated with the Fort Lauderdale site is depicted in Figure 3b. o Figures 4 and 5 present the future traffic volumes for the study area. Figure 5 includes background traffic only (without the proposed project) and Figure 6 includes the additional traffic anticipated to be generated by the proposed development. The background traffic includes peak season adjustments, traffic growth based on historical traffic data within the study area (refer to Appendix E), and trips associated with approved developments (Herc Rentals, 1-595 Business Center, 1-595 B/C 3500 Building, the 2980 W SR 84 site - Fort Lauderdale, and the 2980 W SR 84 site - Dania Beach). As indicated in the growth analysis presented in Attachment D, growth has been minimal over the past five (5) years (2014-2019). However, to assess traffic impacts with a conservative approach, a 1.0% growth rate, compounded annually was applied for the future traffic projections. The future traffic volumes are presented in Appendix E in tabular format. o To determine the impacts created to the impacted intersections, capacity/level of service analyses were undertaken using the SYNCHRO software. The results of the capacity/level of service analyses are presented in Table 2. As summarized in Table 2, the intersection of SW 30th Avenue and SW 36 Street is currently operating adequately and is projected to function at an acceptable level of service in the year 2022 with the proposed project in place. Both driveways are also projected to operate at acceptable levels of services. The signalized intersection of SR 84 and SW 30th Avenue is currently operating deficiently in the PM peak hour and will continue to operate below the level of service standard with the proposed project in place. However, the Runway Growers project is projected to increase delay by less than 5 seconds, which is insignificant. The SYNCHRO outputs are contained in Appendix F. Please give me a call if you have any questions. TR J . _.,, I TECH ENGINFERING, . in E. Vargas, Transportation ngineer 3 ♦Z _ Do CO ° W M c L .(D co Driveway 2 -- r (n t4 _ SW 30th Avenue IT LEGEND Left -Turn Lane Through Lane —� Right -Turn Lane FIGURE 1 TRAFTECH ENGINEERING, INC. Lane Geometry Runway Growers Dania Beach, Florida c W 00 O R ICU y o L LL CO Driveway 2 ca � 3 N > CO _ ti •L CO L rCD M t51 (17) I N � rn N 4-662 (442) `► 35 (6) CD N CO 1 ®� 240 (48) SW 30th Avenue 4-- 1,029 (474) .0-1 1 Lt 19 45 � 1 � (5) 27 (940) 259 1 ( ) N M e0 (845) 510 ' cD °' (1,227) 522 (288) 263 o rn (37) 115 �, o rn f Cy N I LEGEND XX AM Peak Hour (YY) PM Peak Hour Traffic Counts FIGURE 2 TRAFTCH Runway Growers ENGINEERING, INC. (Year 2020 Peak Season) Dania Beach, Florida 50% ♦ Z U) _ >, 00 CO c m M O m 0 c � 6 (35) W r Driveway 2 GO as •L M. N � N T to N 20% - SW 301h Avenue L 35 (4) � 4 35 (4) 1 8�® (28) 5 (28) 5 () (18) 3 (10)2 CO LEGEND XX AM Peak Hour 30% (YY) PM Peak Hour Project Trip Distribution FIGURE 3 %RAP%ECH Runway Growers ENG I NEE RING, INC. (Runway Growers) Dania Beach, Florida �+ ♦ Z 00 o U) ° L c� O j L N _ L Driveway 2 C c T � 0) M CO Qi - 00 L N " CO N 53 (18) L 6 N r iv CN o CD�728 (520) 72 (11) 250 (50) SW 30th Avenue 1,109 (523) 4 (20) 47 N (10) 38 (11027) 284CO LO —? (894) 551 ti (1,312) 553 (327) 281 00 (38) 120 0 _ CD"� m rn N N � LEGEND XX AM Peak Hour (YY) PM Peak Hour TAFTcH Background Traffic FIGURE 4 Runway Growers ENGINEERING,INC. Year 2022 Peak Season Dania Beach, Florida 00 ♦Z N O o M W L G � N W Cn H = Driveway 2 ca _ ti 3 o �D > m COLO CO L N ) L53 (18) N N Itry o — f728 (520) +—72 (11) 25050 , i� 1,109 (523) ♦ �► --� ( ) SW 30t'' Avenue � � L-t (20) 47 —? N (1,322) 591 —► (10) 38 (1,045) 287 —? LO (894) 551 --► v m (1,312) 553 —► (337) 283 '� � CO (38) 120 00 LEGEND XX AM Peak Hour (YY) PM Peak Hour %RAF%ECH Total Traffic with Project FIGURE 5 ENGINEERING, INC. (Year 2022 Peak Season) Runway Growers Dania Beach, Florida TABLE 2 Level of Service Analyses Runway Growers EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND Intersection Intersection Time Period Approach pP Approach PP Approach Pp A Approach LOS Delay [sec) LOS Delay LOS Delay LOS Delay LOS Delay SW 30 Avenue & SR 84 (Signal) AM C (C) [C] 30.7 (33.7)[33.8] D (D)[E] 36.1(53.5)[58.9] E (E )[E] 64.0 (65.5)[65.7] D (D)[D] 35.8 (42.5)[44.0] PM B (B)[B] 18.5 (19.0)[19.0] F (F)[F] 107.6 (135.3)[135.4] F (F)[F] 228.7 (275.5)[285.2] F (F)[F] 113.9 (140.1)[143.2] SW 30 Avenue & Marina Road AM C (C )[C] 16.4 (22.0)[22.0] PM C (C )[D] 18.9 (25.1)[25.1] SW 30 Avenue & SW 36 Street AM D (D )[D] 28.5 (32.9)[32.9] C (C)[C] 15.3 (16.5) PM C (D)[D] 22.8 (25.9)[25.9] C (C)ICI 16.2 (17.5) SW 36 Street &Driveway 2 AM [A] [9.2] PM [A] [9.1] SOURCE: SYNCHRO. LEGEND: 2020 Existing ( 2022 Background)[ 2022 Future Total] TAF%ECH ENGINEERING, INC. APPENDIX A Site Plan for Runway Growers ; _-i I � 11 I _CHAIN LINK FENCE / X 1.7' N. & 0.9' E. alb. 0 a �o 0 WIN& 0 0 � pro 0 Intersection Number Controller Type Modification Number Drawing/Project No Intersection Municipality BROWARD COUNTY TRAFFIC ENGINEERING ACTUATED TRAFFIC SIGNAL TIMING SHEET 2276 Initial Operation Date 10/16/91 2070 11 423004-1-52-01 SR 84 and SW 29 AVENUE DANIA BEACH System Number Modification Date FPL Grid Number 01/07/2015 87377854507 Controller Phase 1 2 3 4 5 6 7 8 Face Number 1 2 4 5 6 Direction EBL WB NB WBL EB Initial Green(MIN) 5 12 6 5 12 Vehicle Ext.(GAP) 1.5 3.0 2.0 1.5 3.0 Maximum Green I 15 80 35 20 80 Maximum Green II Yellow Clearance 5.0 5.0 5.0 5.0 5.0 All Red Clearance 2.0 2.0 2.5 2.0 2.0 Phase Recall OFF MIN OFF OFF MIN Detector Delay Walk 7 Pedestrian Clearance 25 Permissive NO DUAL Flash Operation RED YELLOW RED RED YELLOW Attachment NOTES: 1. MOD 11 UPDATES EWL YELLOW CLEARANCE VALUES PER FDOT STANDARDS. Submitted By Approved By Broward County Timing Sheet 5/24/2018 1:46:00 PM Station : 2276 - SR 84 & SW 29 Ave ( Standard File ) Ped Clearance Time Cam Before Reduce ----Time To Reduce Dynamic Max Step Auto F ���fmf�!•���������� Cond Service___ AddlnitCalc Concurrent P� Preemption Channel 1 2 3 4 5 6 Lock Input ON ON ON ON ON ON Override Auto Flash ON ON Override Higher Preempt ON ON Flash in Dwell Link to Preempt Delay Min Duration Min Green 6 6 6 6 Min Walk Ped Clear Track Green Min Dwell 8 8 8 8 Max Presence 180 180 180 180 Track Veh I Track Veh 2 Track Veh 3 Track Veh 4 Dwell Cyc Veh I Dwell Cyc Veh 2 Dwell Cyc Veh 3 Dwell Cyc Veh 4 Dwell Cyc Veh 5 Dwell Cyc Veh 6 Dwell Cyc Veh 7 Dwell Cyc Veh 8 Dwell Cyc Veh 9 Dwell Cyc Veh 10 Dwell Cyc Veh I 1 Dwell Cyc Veh 12 Dwell Cyc Ped I Dwell Cyc Ped2 Dwell Cyc Ped3 Dwell Cyc Ped4 Dwell Cyc Ped5 Dwell Cyc Ped6 Dwell vPed7 Dwell Cyc Ped8 Exit I Exit 2 Exit 3 Exit 4 Preemnt LP Channel 1 2 3 4 Man Max Enable Lock Mode MAX MAX MAX MAX Coord in Preempt No Ski Priority PI Priority P2 Priority P3 Priority P4 Lock Headway Group Lock Queue lump Free Mode Alt Table BROWARD COUNTY TRAFFIC ENGINEERING DIVISION L❑CATI❑N State Road 84 & SW 29 Avenue ORDER NO ISSUE DATE REVISI❑N NO, Mod 11 C❑MPLETI❑N DATE DWG. NO. FILE No. 2276 CITY DANIA BEACH SCALE; 1° = 50' n u uu l=J 1n � 1 N mot a 3-SECT 1-WAY 5-REQ'D N uI n1�1 nu LJ L� an 4® 3-SECT 1-WAY 6-REQ'D FP_ -4 E� 1-WAY 2-REQ'D AA Illuminated Street Name 3-REQ'D zji� ®RId17 2-REQ'D �YOP NEAE ON RE® 1-REQ'D 51 a 0 ► 0 k 43 Affo nti m SW 29 Avenue SIGNAL HEAD DETAILS PEDESn W READ DETAILS vioEo DErEcr%v CHART s 8 L B ® DEim EC7 �mRr Y/ 1 a r C PEO. som V2 el s J•SECr.t-ww J-SEM,/-Nw 7-sEcr., r..•w cm r -vm r' VJ / 6R QJO.71 •JI! 1 AS 031-Ill 5 AS a90- IJ/r E AS s!J-le/ 2 AS 2 POLE LOCATION + \ STA. f66#WJJ Orrser 62-W LT / £A SON DETAILS - I -I 1 \ fOlETTo EArmMAIN\ _ SIGN SW 24 AVE SR $lI EXISTING rotf TO 8E REYDVED ..ram ROB ® SIGN :...:.-------- --- — — - _ r.w ems, ® ............ .... ..... .. 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File Name : 1- SR-84 & SW 30th Ave Site Code : 00000000 Start Date : 9/19/2018 Page No : 1 r,rnl Ins Printprl- AI Itns - Hpaw VphICIAs SW 30th Ave SR-84 SW 30th Ave SR-84 From North From East From South From West Start Time Right I Thru Left u-TamsAm Total Right I Thru I Left YTams Total RI he I Thru I Left I u-Tama I App Total Right I Thru I Left I u-T.ma I A p Total ht. Total 07:00 0 0 0 0 0 0 148 41 3 192 34 0 37 0 71 84 298 0 7 389 652 07:15 0 0 0 0 0 0 150 69 3 222 39 0 42 0 81 137 507 0 10 654 957 07:30 0 0 0 0 0 0 163 67 9 239 59 0 44 0 103 136 590 0 12 738 1080 07:45 0 0 0 0 0 0 217 124 11 352 51 0 37 1 89 165 520 0 13 698 1139 Total 0 0 0 0 0 0 678 301 26 1005 183 0 160 1 344 522 1915 0 42 2479 3828 08:00 0 0 0 0 0 0 161 87 11 259 59 0 54 0 113 139 531 0 6 676 1048 08:15 0 0 0 0 0 0 184 85 33 302 70 0 100 0 170 131 478 0 4 613 1085 08:30 0 0 0 0 0 0 208 68 19 295 49 0 89 0 138 131 406 0 2 539 972 08:45 0 0 0 0 0 0 136 72 3 211 45 0 51 0 96 124 332 0 6 462 769 Total 0 0 0 0 0 0 689 312 66 1067 223 0 294 0 517 525 1747 0 18 2290 3874 *** BREAK *** 16:00 0 0 0 0 0 0 324 37 7 368 55 0 167 0 222 48 175 0 2 225 815 16:15 0 0 0 0 0 0 460 55 10 525 51 0 145 1 197 72 242 0 3 317 1039 16:30 0 0 0 0 0 0 492 51 11 554 78 0 186 0 264 76 216 0 4 296 1114 16:45 0 0 0 0 0 0 460 43 5 508 58 0 186 0 244 62 219 0 2 283 1035 Total 0 0 0 0 0 0 1736 186 33 1955 242 0 684 1 927 258 852 0 11 1121 4003 17:00 0 0 0 0 0 0 545 34 9 588 69 0 235 0 304 45 245 0 3 293 1185 17:15 0 0 0 0 0 0 606 50 13 669 56 0 246 0 302 69 242 0 4 315 1286 17:30 0 0 0 0 0 0 469 39 4 512 74 0 244 1 319 68 181 0 2 251 1082 17:45 0 0 0 0 0 0 467 44 5 516 53 0 146 3 202 66 201 0 0 267 985 Total 0 0 0 0 0 0 2087 167 31 2285 252 0 871 4 1127 248 869 0 9 1126 4538 Grand Total 0 0 0 0 0 0 5190 966 156 6312 900 0 2009 6 2915 1553 5383 0 80 7016 16243 Apprch % 0 0 0 0 0 82.2 15.3 2.5 30.9 0 68.9 0.2 22.1 76.7 0 1.1 Total % 0 0 0 0 0 0 32 5.9 1 38.9 5.5 0 12.4 0 17.9 9.6 33.1 0 0.5 43.2 Autos 0 0 0 0 0 0 5134 1962 1497 5266 15911 % Autos 0 0 0 0 0 0 98.9 96.8 100 98.6 97.3 0 97.7 100 97.6 96.4 97.8 0 98.8 97.5 98 Heavy Vehicles %Heavy Vehicles 0 0 0 0 0 0 1.1 3.2 0 1.4 2.7 0 2.3 0 2.4 3.6 2.2 0 1.2 2.5 2 Traf Tech Engineering Inc. File Name : 1- SR-84 & SW 30th Ave Site Code : 00000000 Start Date : 9/19/2018 Page No : 2 SW 30th Ave From North SR-84 From East SW 30th Ave From South SR-84 From West Start Time Right Thru I Left I u-Tums I Ap Tntal Right I Thru Left I U-Tums I App TM l Right I Thru I Left I ,— L App Tote) Right I Thru I Left I -Tyros App TM l Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 Int Total 07:30 0 0 0 0 0 0 163 67 9 239 59 0 44 0 103 136 590 0 12 738 1080 07:45 0 0 0 0 0 0 217 124 11 352 51 0 37 1 89 165 520 0 13 698 1139 08:00 0 0 0 0 0 0 161 87 11 259 59 0 54 0 113 139 531 0 6 676 1048 08:15 0 0 0 0 0 0 184 85 33 302 70 0 100 0 170 131 478 0 4 613 1085 Total volume 0 0 0 0 0 0 725 363 64 1152 239 0 235 1 475 571 2119 0 35 2725 4352 % App. Total 0 0 0 0 0 62.9 31.5 5.6 50.3 0 49.5 0.2 21 77.8 0 1.3 PHF .000 .000 .000 .000 .000 .000 .835 .732 .485 .818 .854 .000 .588 .250 .699 .865 .898 .000 .673 .923 .955 Autos 0 0 0 0 0 0 696 351 64 1111 231 0 218 1 450 555 2086 % Autos 0 0 0 0 0 0 96.0 96.7 100 96.4 96.7 0 92.8 100 94.7 97.2 98.4 0 100 98.2 97.4 Heavy Vehicles %Heavy Vehicles 0 0 0 0 0 0 4.0 3.3 0 3.6 3.3 0 7.2 0 5.3 2.8 1.6 0 0 1.8 2.6 �Lo Lna)4 M M DDo� J� Co Ma) 03 co N C� 7 M c4 — N N Lo 0 47��ra Lo Lo y � v co 7 d)1 O� v;Otf1 M N E M � F Out In Total 0 LA F: l 0 0 0 0 0 0 0 0 0 0 0 0 0 Right Thru Left U-Turns Peak Hour Data North Peak Hour Begins at 07:3 Autos Heavy Vehicles F+ Left 218 17 Thru 0 0 Right 231 8 U-Turns 1 0 235 0 239 1 1934 474 1408 Out In Total - 000 wo 4--_S -I M C Cn M W A r A C W W 0 -'t j N AO A AWCIWiN CANA— Traf Tech Engineering Inc. File Name : 1- SR-84 & SW 30th Ave Site Code : 00000000 Start Date : 9/19/2018 Page No : 3 SW 30th Ave From North SR-84 From East SW 30th Ave From South SR-84 From West Start Time Right Thru Left �,��, Tou Right ThRI Left unma T� Right Thru Left �.T�. T- Right Thru Leftu-T�m. Tom Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 16:30 In[. Total 16:30 0 0 0 0 0 0 492 51 11 554 78 0 186 0 264 76 216 0 4 296 1114 16:45 0 0 0 0 0 0 460 43 5 508 58 0 186 0 244 62 219 0 2 283 1035 17:00 0 0 0 0 0 0 545 34 9 588 69 0 235 0 304 45 245 0 3 293 1185 17:15 0 0 0 0 0 0 606 50 13 669 56 0 246 0 302 69 242 0 4 315 1286 Total Volume 0 0 0 0 0 0 2103 178 38 2319 261 0 853 0 1114 252 922 0 13 1187 4620 % App. Total 0 0 0 0 0 90.7 7.7 1.6 23.4 0 76.6 0 21.2 77.7 0 1.1 PHF .000 .000 .000 .000 .000 .000 .868 .873 .731 .867 .837 .000 .867 .000 .916 .829 .941 .000 .813 .942 .898 Autos 0 0 0 0 0 0 2100 % Autos 0 0 0 0 0 0 99.9 97.8 100 99.7 98.1 0 98.5 0 98.4 95.6 97.4 0 100 97.1 98.7 Heavy Vehicles %Heavy Vehicles 0 0 0 0 0 0 0.1 2.2 0 0.3 1.9 0 1.5 0 1.6 4.4 2.6 0 0 2.9 1.3 mr-'0 CD CD c� co 00 O N L—+ � V � N N L N 0 04 ON`N QTC N C Out In Total 0 F o 0 0PO 0 0 0 0 �0 0 0 0 0 0 0 0 0 Right Thru Le, ft U-Tums Peak Hour Data North Peak Hour Begins at 16:3 Autos Heavy Vehicles 4-1 T F+ Left 840 13 Thru 0 0 Right 256 5 U-Turns 0 0 853 0 261 0 ;018 �3544 415 114 Out In Total 0 0 0 W N V O W [OA +-=r 20 N 0 N � r -4 A C -L 7 N W O0 W T A4) W p W N N aD— SW 30'rif AVENUE AT MARINA ROAD DANIA BEACH,FL. 33312 DATE: THRUSDAY, JUNEJ8TH, 2020 S/B RIGHT N/B LEFT E/B RIGHT E/B LEFT N/B THRU S/B THRU 7:00-7: 15 7:15-7:30 6 4 7 0 3 69 117 2 0 62 130 7:30-7:45 4 --,0 7 2 1 73 119 7:45-8:00 5 2 5 1 68 194 8:00-8:15 10 5 1 3 80 154 8:15-8:30 2 2 2 2 72 122 8:30-8:45 2 1 2 2 2 99 97 8:45-9:00 6 3 2 120 116 S/B RIGHT N/B LEFT E/B RIGHT E/B LEFT N/B THRU S/B THRU 4:00-4:15 2 0 1 4 169 81 .4:15-4:30 ,4:30-4:45 2 2 2 0 3 129 ss 0 1 1 190 88 4:45-5:00 0 1 0 2 158 225 69 90 73 5:00-5:15 0 0 0 7 5:15-5:30 0 0 2 6 115 5:30-5:45 1 0 0 1 113 72 5:45-6:00 2 0 1 3 93 81 Traf Tech Engineering Inc. File Name : SW 30th Ave & SW 36th St Site Code : 00000000 Start Date : 8/26/2020 Page No : 1 SW 30th Ave Collins Rd/SW 36th Street SW 30th Ave Collins Rd/SW 36th Street From North From East From South From West Start Time Right I Thru I Left I U-Turns App Total Right I Thru I Left U-Turns I App. Total Right Thru Left I U-Turns I App. Total Right I Thru Left I U-Turns I App. Total Int. Total 07:00 2 72 29 7 110 15 0 2 0 17 10 55 3 0 68 0 0 0 0 0 195 07:15 8 72 21 0 101 8 0 6 0 14 14 64 5 0 83 1 0 1 0 2 200 07:30 5 79 32 1 117 12 1 6 0 19 16 67 3 1 87 0 0 1 0 1 224 07:45 7 113 38 0 158 14 1 6 0 21 20 81 4 1 106 0 0 4 0 4 289 Total 22 336 120 8 486 49 2 20 0 71 60 267 15 2 344 1 0 6 0 7 908 08:00 9 107 33 2 151 10 0 7 0 17 16 74 4 1 95 1 0 2 0 3 266 08:15 9 84 32 1 126 20 0 5 0 25 15 73 12 0 100 0 0 4 0 4 255 08.30 2 75 22 1 100 12 1 3 0 16 9 82 2 4 97 0 0 2 0 2 215 08:45 1 85 27 2 115 10 1 4 0 15 14 58 3 0 75 0 0 2 0 2 207 Total 21 351 114 6 492 52 2 19 0 73 54 287 21 5 367 1 0 10 0 11 943 ..` BREAK - 16:00 5 61 11 0 77 36 1 10 0 47 2 135 1 0 138 3 0 4 0 7 269 16:15 3 80 5 1 89 41 2 22 0 65 3 101 4 2 110 1 3 2 0 6 270 16:30 3 57 8 0 68 38 0 7 0 45 6 148 1 1 156 3 1 6 0 10 279 16:45 3 61 9 1 74 31 0 9 0 40 9 101 0 0 110 1 0 5 0 6 230 Total 14 259 33 2 308 146 3 48 0 197 20 485 6 3 514 8 4 17 0 29 1048 17:00 1 57 3 1 62 46 2 23 0 71 3 148 0 3 154 3 3 8 0 14 301 17:15 2 62 6 1 71 25 0 11 0 36 4 91 1 0 96 0 1 4 0 5 208 17:30 1 54 8 1 64 27 0 10 1 38 1 101 0 1 103 0 0 0 0 0 205 17:45 0 52 7 2 61 25 2 9 0 36 5 66 2 2 75 0 0 1 0 1 173 Total 4 225 24 5 258 123 4 53 1 181 13 406 3 6 428 3 4 13 0 20 887 Grand Total 61 1171 291 21 1544 370 11 140 1 522 147 1445 45 16 1653 13 8 46 0 67 3786 Apprch % 4 75.8 18.8 1.4 70.9 2.1 26.8 0.2 8.9 87.4 2.7 1 19.4 11.9 68.7 0 Total % 1.6 30.9 7.7 0.6 40.8 9.8 0.3 3.7 0 13.8 3.9 38.2 1.2 0.4 43.7 0.3 0.2 1.2 0 1.8 Autos 61 1121 280 18 1480 357 11 133 1 502 146 1384 44 16 1590 13 8 44 0 65 3637 % Autos 100 95.7 96.2 85.7 95.9 96.5 100 95 100 96.2 99.3 95.8 97.8 100 96.2 100 100 95.7 0 97 96.1 Heavy Vehicles % Heavy Vehicles 0 4.3 3.8 14.3 4.1 3.5 0 5 0 3.8 0.7 4.2 2.2 0 3.8 0 0 4.3 0 3 3.9 Traf Tech Engineering Inc. File Name : SW 30th Ave & SW 36th St Site Code : 00000000 Start Date : 8/26/2020 Page No : 2 Out In Total 1785 1462 L 3247 76 61 137 1861 3384 61 1121 280 18 0 50 11 3 61 1171 291 21 Right Thru Lelft U-Turns N.76.�M� Ln p U) O W V O N A eo o m 2 North -i S M N m �--� 8/26/2020 07.00 2 0 _ o �,8/26/2020 17 45 N N O �2 moo ' m � � Autos `;-CD ;:p Heavy Vehicles o 00 00o E � co cow ~ o y +-1 T F+ Left Thru Ri ht U-Turns 44 1384 146 16 1 61 1 0 45 1445 47 16 63 �]12 1324 1224 1637 9601 Out In Total Traf Tech Engineering Inc. File Name : SW 30th Ave & SW 36th St Site Code : 00000000 Start Date : 8/26/2020 Page No :3 SW 30th Ave From North Collins Rd/SW 36th Street From East SW 30th Ave From South Collins Rd/SW 36th Street From West Start Time Right F Thru Left U-Tums I App. Total Right ThruLeft U-Turns App. Total Right I Thru I Left I U-Turns I App Total Right I Thru I Left I U-Tums I App Total Peak Hour Analysis From 07:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:15 Int. Total 16:15 3 80 5 1 89 41 2 22 0 65 3 101 4 2 110 1 3 2 0 6 270 16:30 3 57 8 0 68 38 0 7 0 45 6 148 1 1 156 3 1 6 0 10 279 16:45 3 61 9 1 74 31 0 9 0 40 9 101 0 0 110 1 0 5 0 6 230 17:00 1 57 3 1 62 46 2 23 0 71 3 148 0 3 154 3 3 8 0 14 301 Total Volume 10 255 25 3 293 156 4 61 0 221 21 498 5 6 530 8 7 21 0 36 1080 % App. Total 3.4 87 8.5 1 70.6 1.8 27.6 0 4 94 0.9 1.1 22.2 19.4 58.3 0 PHF .833 .797 .694 .750 .823 .848 .500 .663 .000 .778 .583 .841 .313 .500 .849 .667 .583 .656 .000 .643 .897 Autos 10 243 24 2 279 153 4 59 0 216 20 487 5 6 518 8 7 21 0 36 1049 % Autos 100 95.3 96.0 66.7 95.2 98.1 100 96.7 0 97.7 95.2 97.8 100 100 97.7 100 100 100 0 100 97.1 Heavy Vehicles % Heavy Vehides 0 4.7 4.0 33.3 4.8 1.9 0 3.3 0 2.3 4.8 2.2 0 0 2.3 0 0 0 0 0 2.9 Traf Tech Engineering Inc. L O n - 0 N ? N NJ F J f,-0 N G morn 00000E K i 7 O 0 0 u) 0 H Z) Out In Total 661 277 938 14 13 27 675 10 212 24 0 12 1 1 101 2551 25 3 Right Thru Left U-Turns Peak Hour Data North Peak Hour Begins at 16:15 Autos Heavy Vehicles T F+ Left Thru Ri ht U-Turns 5 487 20 6 0 11 1 0 5 498 21 P32431 524 848 Out In Total File Name : SW 30th Ave & SW 36th St Site Code : 00000000 Start Date : 8/26/2020 Page No : 4 m W W U 0 W N � 2 C N �o,rn � j r �xrn � N(�D C C j N FOR V A � rn 0) V I- Traf Tech Engineering Inc. File Name : SW 30th Ave & SW 36th St Site Code : 00000000 Start Date : 8/26/2020 Page No :5 SW 30th Ave From North Collins Rd/SW 36th Street From East SW 30th Ave From South Collins Rd/SW 36th Street From West Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Beains at 07:30 Int. Total 07:30 5 79 32 1 117 12 1 6 0 19 16 67 3 1 87 0 0 1 0 1 224 07:45 7 113 38 0 158 14 1 6 0 21 20 81 4 1 106 0 0 4 0 4 289 08:00 9 107 33 2 151 10 0 7 0 17 16 74 4 1 95 1 0 2 0 3 266 08:15 9 84 32 1 126 20 0 5 0 25 15 73 12 0 100 0 0 4 0 4 255 Total Volume 30 383 135 4 552 56 2 24 0 82 67 295 23 3 388 1 0 11 0 12 1034 % App. Total 5.4 69.4 24.5 0.7 68.3 2.4 29.3 0 17.3 76 5.9 0.8 8.3 0 91.7 0 PHF .833 .847 .888 .500 .873 .700 .500 .857 .000 .820 .838 .910 .479 .750 .915 .250 .000 .688 .000 .750 .894 Autos 30 367 134 3 534 55 2 21 0 78 67 274 23 3 367 1 0 10 0 11 990 % Autos 100 95.8 99.3 75.0 96.7 98.2 100 87.5 0 95.1 100 92.9 100 100 94.6 100 0 90.9 0 91.7 95.7 Heavy Vehicles Heavy Vehicles 0 4.2 0.7 25.0 3.3 1.8 0 12.5 0 4.9 0 7.1 0 0 5.4 0 0 9.1 0 8.3 4.3 Traf Tech Engineering Inc. O J F- O O O � N t--/ C � � O t CL - �oO O 000F F7 Z) Out In Total 339 531 23 17 362[:::8�7O 30 367 134kJ30 1613 1 Right Thru Left U-Turns Peak Hour Data North Peak Hour Begins at 07:30 Autos Heavy Vehicles F+ Left 23 0 Thru 274 21 21 Ri ht 67 0 U-Turns [13 2 2 67 40 385 408 7264 Out In Total File Name : SW 30th Ave & SW 36th St Site Code : 00000000 Start Date : 8/26/2020 Page No : 6 �C,� o,o� fS C N O N _ � N NA V OD j N O O O N N O Traf Tech Engineering Inc. File Name : SW 30th Ave & SW 36th St Site Code : 00000000 Start Date : 8/26/2020 Page No : 7 SW 30th Ave From North Collins Rd/SW 36th Street From East SW 30th Ave From South Collins Rd/SW 36th Street From West Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right I Thru I Left I U-Turns App. Total teak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:15 Int. Total 16:15 3 80 5 1 89 41 2 22 0 65 3 101 4 2 110 1 3 2 0 6 270 16:30 3 57 8 0 68 38 0 7 0 45 6 148 1 1 156 3 1 6 0 10 279 16:45 3 61 9 1 74 31 0 9 0 40 9 101 0 0 110 1 0 5 0 6 230 17:00 1 57 3 1 62 46 2 23 0 71 3 148 0 3 154 3 3 8 0 14 301 Total Volume 10 255 25 3 293 156 4 61 0 221 21 498 5 6 530 8 7 21 0 36 1080 % ADD. Total 3.4 87 8.5 1 70.6 1.8 27.6 0 4 94 0.9 1.1 22.2 19.4 58.3 0 PHF .833 .797 .694 .750 .823 .848 .500 .663 .000 .778 .583 .841 .313 .500 .849 .667 .583 .656 .000 .643 .897 Autos 10 243 24 2 279 153 4 59 0 216 20 487 5 6 518 8 7 21 0 36 1049 % Autos 100 95.3 96.0 66.7 95.2 98.1 100 96.7 0 97.7 95.2 97.8 100 100 97.7 100 100 100 0 100 97.1 Heavy Vehicles % Heavy Vehicles 0 4.7 4.0 33.3 4.8 1.9 0 3.3 0 2.3 4.8 2.2 0 0 2.3 0 0 0 0 0 2.9 Traf Tech Engineering Inc. File Name : SW 30th Ave & SW 36th St Site Code : 00000000 Start Date : 8/26/2020 Page No : 8 Out In Total 661 477 93813 27 675 965 10 212 24 �2 0 12 1 1 10 255 25 3 Right Thu Left U-Turns Peak Hour Data 01�00 NON '�' �� s O Z~ W N North m o F� Peak Hour Begins at 16 15 fs 2 A o A _ ODO CO +� N � L Autos m CD o M Heavy Vehicles c o O 0 0 O N N O ~ 0 0 0 A V V N � N F+ Left Thru Ri ht U-Turns 5 487 20 6 0 11 1 0 5 498 21 6 22 82 a324�:5126 12 848 Out In Total APPENDIX C PSCF and Historical Data 2019 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8601 CEN.-W OF US1 TO SR7 MOCF: 0.97 WEEK DATES SF PSCF 1 01/01/2019 - 01/05/2019 1.00 1.03 2 01/06/2019 - 01/12/2019 1.00 1.03 3 01/13/2019 - 01/19/2019 1.01 1.04 4 01/20/2019 - 01/26/2019 1.00 1.03 5 01/27/2019 - 02/02/2019 0.99 1.02 * 6 02/03/2019 - 02/09/2019 0.98 1.01 * 7 02/10/2019 - 02/16/2019 0.97 1.00 * 8 02/17/2019 - 02/23/2019 0.97 1.00 * 9 02/24/2019 - 03/02/2019 0.97 1.00 *10 03/03/2019 - 03/09/2019 0.96 0.99 *11 03/10/2019 - 03/16/2019 0.96 0.99 *12 03/17/2019 - 03/23/2019 0.97 1.00 *13 03/24/2019 - 03/30/2019 0.97 1.00 *14 03/31/2019 - 04/06/2019 0.97 1.00 *15 04/07/2019 - 04/13/2019 0.98 1.01 *16 04/14/2019 - 04/20/2019 0.98 1.01 *17 04/21/2019 - 04/27/2019 0.99 1.02 *18 04/28/2019 - 05/04/2019 0.99 1.02 19 05/05/2019 - 05/11/2019 1.00 1.03 20 05/12/2019 - 05/18/2019 1.00 1.03 21 05/19/2019 - 05/25/2019 1.01 1.04 22 05/26/2019 - 06/01/2019 1.01 1.04 23 06/02/2019 - 06/08/2019 1.01 1.04 24 06/09/2019 - 06/15/2019 1.02 1.05 25 06/16/2019 - 06/22/2019 1.02 1.05 26 06/23/2019 - 06/29/2019 1.02 1.05 27 06/30/2019 - 07/06/2019 1.03 1.06 28 07/07/2019 - 07/13/2019 1.03 1.06 29 07/14/2019 - 07/20/2019 1.04 1.07 30 07/21/2019 - 07/27/2019 1.03 1.06 31 07/28/2019 - 08/03/2019 1.02 1.05 32 08/04/2019 - 08/10/2019 1.02 1.05 33 08/11/2019 - 08/17/2019 1.01 1.04 34 08/18/2019 - 08/24/2019 1.02 1.05 35 08/25/2019 - 08/31/2019 1.03 1.06 36 09/01/2019 - 09/07/2019 1.03 1.06 37 09/08/2019 - 09/14/2019 1.04 1.07 38 09/15/2019 - 09/21/2019 1.05 1.08 39 09/22/2019 - 09/28/2019 1.04 1.07 40 09/29/2019 - 10/05/2019 1.02 1.05 41 10/06/2019 - 10/12/2019 1.01 1.04 42 10/13/2019 - 10/19/2019 1.00 1.03 43 10/20/2019 - 10/26/2019 1.00 1.03 44 10/27/2019 - 11/02/2019 1.00 1.03 45 11/03/2019 - 11/09/2019 1.00 1.03 46 11/10/2019 - 11/16/2019 1.00 1.03 47 11/17/2019 - 11/23/2019 1.00 1.03 48 11/24/2019 - 11/30/2019 1.00 1.03 49 12/01/2019 - 12/07/2019 1.00 1.03 50 12/08/2019 - 12/14/2019 1.00 1.03 51 12/15/2019 - 12/21/2019 1.00 1.03 52 12/22/2019 - 12/28/2019 1.00 1.03 53 12/29/2019 - 12/31/2019 1.01 1.04 * PEAK SEASON 14-FEB-2020 15:39:26 830UPD 4 8601 PKSEASON.TXT 2019 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8601 CEN.-W OF US1 TO SR7 MOCF: 0.97 WEEK DATES SF PSCF 1 ----------------------------------------------------------------------- 01/01/2019 - 01/05/2019 1.00 1.03 2 01/06/2019 - 01/12/2019 1.00 1.03 3 01/13/2019 - 01/19/2019 1.01 1.04 4 01/20/2019 - 01/26/2019 1.00 1.03 5 01/27/2019 - 02/02/2019 0.99 1.02 * 6 02/03/2019 - 02/09/2019 0.98 1.01 * 7 02/10/2019 - 02/16/2019 0.97 1.00 * 8 02/17/2019 - 02/23/2019 0.97 1.00 * 9 02/24/2019 - 03/02/2019 0.97 1.00 *10 03/03/2019 - 03/09/2019 0.96 0.99 *11 03/10/2019 - 03/16/2019 0.96 0.99 *12 03/17/2019 - 03/23/2019 0.97 1.00 *13 03/24/2019 - 03/30/2019 0.97 1.00 *14 03/31/2019 - 04/06/2019 0.97 1.00 *15 04/07/2019 - 04/13/2019 0.98 1.01 *16 04/14/2019 - 04/20/2019 0.98 1.01 *17 04/21/2019 - 04/27/2019 0.99 1.02 *18 04/28/2019 - 05/04/2019 0.99 1.02 19 05/05/2019 - 05/11/2019 1.00 1.03 20 05/12/2019 - 05/18/2019 1.00 1.03 21 05/19/2019 - 05/25/2019 1.01 1.04 22 05/26/2019 - 06/01/2019 1.01 1.04 23 06/02/2019 - 06/08/2019 1.01 1.04 24 06/09/2019 - 06/15/2019 1.02 1.05 25 06/16/2019 - 06/22/2019 1.02 1.05 26 06/23/2019 - 06/29/2019 1.02 1.05 27 06/30/2019 - 07/06/2019 1.03 1.06 28 07/07/2019 - 07/13/2019 1.03 1.06 29 07/14/2019 - 07/20/2019 1.04 1.07 30 07/21/2019 - 07/27/2019 1.03 1.06 31 07/28/2019 - 08/03/2019 1.02 1.05 32 08/04/2019 - 08/10/2019 1.02 1.05 33 08/11/2019 - 08/17/2019 1.01 1.04 34 08/18/2019 - 08/24/2019 1.02 1.05 35 08/25/2019 - 08/31/2019 1.03 1.06 36 09/01/2019 - 09/07/2019 1.03 1.06 37 09/08/2019 - 09/14/2019 1.04 1.07 38 09/15/2019 - 09/21/2019 1.05 1.08 39 09/22/2019 - 09/28/2019 1.04 1.07 40 09/29/2019 - 10/05/2019 1.02 1.05 41 10/06/2019 - 10/12/2019 1.01 1.04 42 10/13/2019 - 10/19/2019 1.00 1.03 43 10/20/2019 - 10/26/2019 1.00 1.03 44 10/27/2019 - 11/02/2019 1.00 1.03 45 11/03/2019 - 11/09/2019 1.00 1.03 46 11/10/2019 - 11/16/2019 1.00 1.03 47 11/17/2019 - 11/23/2019 1.00 1.03 48 11/24/2019 - 11/30/2019 1.00 1.03 49 12/01/2019 - 12/07/2019 1.00 1.03 50 12/08/2019 - 12/14/2019 1.00 1.03 51 12/15/2019 - 12/21/2019 1.00 1.03 52 12/22/2019 - 12/28/2019 1.00 1.03 53 12/29/2019 - 12/31/2019 1.01 1.04 * PEAK SEASON 14-FEB-2020 15:39:26 830UPD 4 8601 PKSEASON.TXT FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2019 HISTORICAL AADT REPORT COUNTY: 86 - BROWARD SITE: 0122 - SR 84 - W OF NEW RIVER BR YEAR 2019 2018 2017 2016 2015 2014 2013 2012 2011 2010 2009 2008 2007 2006 2005 2004 VT1IaI 37000 F 37000 C 45000 C 40500 C 34500 C 35500 C 37000 C 36500 C 30500 C 34500 C 36000 C 39500 C 39000 C 36500 C 36500 C 36000 C DIRECTION 1 E 18500 E 18500 E 21500 E 21000 E 15500 E 18500 E 17500 E 18500 E 13500 E 17500 E 18000 E 20000 E 19500 E 18000 E 18000 E 18000 DIRECTION 2 W 18500 W 18500 W 23500 W 19500 W 19000 W 17000 W 19500 W 18000 W 17000 W 17000 W 18000 W 19500 W 19500 W 18500 W 18500 W 18000 *K FACTOR 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 8.35 8.53 8.81 8.63 8.40 8.20 9.10 D FACTOR 54.60 54.50 51.90 54.10 54.00 54.20 53.60 52.20 52.50 52.69 53.89 54.16 55.75 55.34 51.70 55.30 T FACTOR 2.80 2.80 2.80 18.10 18.10 8.50 6.70 8.60 7.50 7.40 10.20 6.80 6.80 6.80 7.40 7.40 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2019 HISTORICAL AADT REPORT COUNTY: 86 - BROWARD SITE: 0199 - SR 84 - W OF SR 9/I-95 & RAVENSWOOD/E OF SW 30 AVE YEAR ---- AADT ---------- DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR 2019 40-000 C ------------ E 21000 ------------ W 19000 --------- 9.00 -------- 54.60 -------- 8.10 2018 43500 C E 21000 W 22500 9.00 54.50 8.10 2017 43000 C E 20500 W 22500 9.00 51.90 12.10 2016 40500 C E 19500 W 21000 9.00 54.10 12.10 2015 42000 C E 21000 W 21000 9.00 54.00 12.10 2014 44500 C E 22500 W 22000 9.00 54.20 4.80 2013 45500 C E 25000 W 20500 9.00 53.60 7.80 2012 42500 C E 21500 W 21000 9.00 52.20 7.80 2011 42000 C E 21000 W 21000 9.00 52.50 9.40 2010 42500 C E 21000 W 21500 8.35 52.69 9.40 2009 43500 C E 22000 W 21500 8.53 53.89 9.40 2008 40500 C E 20500 W 20000 8.81 54.16 7.50 2007 38500 C E 20500 W 18000 8.63 55.75 7.50 2006 38000 C E 19000 W 19000 8.40 55.34 4.40 2005 38000 C E 19000 W 19000 8.20 51.70 5.10 2004 37000 C E 18500 W 18500 9.10 55.30 5.10 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2019 HISTORICAL AADT REPORT COUNTY: 86 - BROWARD SITE: 9211 - SW 30 AVE., S OF SR 84 YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- 2019 ---------- 13000 R ------------ N 6500 ------------ S 6500 --------- 9.00 -------- 54.60 -------- 5.50 2018 13000 T N 6500 S 6500 9.00 54.50 6.00 2017 13000 S N 6500 S 6500 9.00 51.90 6.20 2016 13000 F N 6500 S 6500 9.00 54.10 2.90 2015 12800 C N 6400 S 6400 9.00 54.00 3.40 2014 7900 T N 4000 S 3900 9.00 54.20 7.40 2013 7900 S N 4000 S 3900 9.00 53.60 7.60 2012 7900 F N 4000 S 3900 9.00 52.20 5.90 2011 7900 C N 4000 S 3900 9.00 52.50 6.30 2010 9800 F N 5100 S 4700 8.35 52.69 9.30 2009 9800 C N 5100 S 4700 8.53 53.89 5.30 2008 12100 C N 6100 S 6000 8.81 54.16 6.50 2007 12000 C N 6200 S 5800 8.63 55.75 4.80 2006 12300 C N 6300 S 6000 8.40 55.34 2.90 2005 11500 C N 6000 S 5500 8.20 51.70 0.00 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES APPENDIX D Covid-19 Adjustment Factors TABLE E-1 Covid-19 Adjustment Factor AM Peak Hour 2020 2020 Adjustment Roadway Location Pre Covid-19 Covid-19 Factor SW 30 Ave NB S of SR 84 522 319 SW 30 Ave SB S of SR 84 1,029 651 Totals 1,551 970 1.60 TABLE E-2 Covid-19 Adjustment Factor PM Peak Hour 2020 2020 Adjustment Roadway Location Pre Covid-19 Covid-19 Factor SW 30 Ave NB S of SR 84 1,228 758 SW 30 Ave SB S of SR 84 474 323 Totals 1,702 1,081 1.57 (1) SOURCE: FDOT and Traf Tech Engineering, Inc. APPENDIX E Future Turning Movement Volumes FUTURE TURNING MOVEMENT VOLUME ANALYSIS SW 30 Avenue and SR 84 AM Peak Hour SW 30 Avenue SW 30 Avenue SR 84 SR 84 Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right U-turn Left Through Right U-Turn Left Through Right Existing Traffic (9/19/2018) 235 0 239 0 0 0 35 0 2,119 571 64 363 725 0 Season Adjustment Factor 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 2020 Peak Season Traffic 259 0 263 0 0 0 39 0 2,335 629 71 400 799 0 Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% Committed Development Herc Rentals 8 4 1-595 Bussines Center 3 3 8 12 1-595 B/C - 3500 Building 4 15 2980 W SR 84 Ft Lauderdale 4 2 2 1 2980 W SR 84 Dania Beach 3 2 22 13 2022 Background Traffic 284 0 281 0 0 0 41 0 2,438 702 74 442 835 0 Runway Growers 3 2 22 13 2022 Total Traffic 287 0 283 0 0 0 41 0 2,438 724 74 1 455 835 0 Traf Tech ENGINEERING, INC. FUTURE TURNING MOVEMENT VOLUME ANALYSIS SW 30 Avenue and SR 84 PM Peak Hour SW 30 Avenue SW 30 Avenue SR 84 SR 84 Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right U-turn Left Through Right U-Turn Left Through Right Existing Traffic (9/19/2018) 853 0 261 0 0 0 13 0 922 252 38 178 2,103 0 Season Adjustment Factor 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 2020 Peak Season Traffic 940 0 288 0 0 0 14 0 1,016 278 42 196 2,317 0 Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% Committed Development Herc Rentals 1-595 Bussines Center 8 12 22 3 4 38 1-595 B/C - 3500 Building 15 5 2980 W SR 84 Ft Lauderdale 8 4 11 7 2980 W SR 84 Dania Beach 18 11 3 1 2022 Background Traffic 1,027 0 327 0 0 0 15 0 1,079 311 44 216 2,449 0 Runway Growers 18 10 3 1 2022 Total Traffic 71 1,045 0 337 1 0 0 0 15 0 1,079 314 44 217 2,449 0 Traf Tech ENGINEERING, INC. FUTURE TURNING MOVEMENT VOLUME ANALYSIS SW 30 Avenue and Marina Road AM Peak Hour SW 30 Avenue SW 30 Avenue Marina Road Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic (9/19/18 & 6/18/20) 16 474 934 21 7 10 Season Adjustment Factor 1.05 1.08 1.08 1.08 1.08 1.05 1.05 1.08 1.05 1.08 1.08 1.08 Annual Growth Rate 0.00% 1.00% 0.00% 0.00% 1.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% COVID-19 Adjustment 1.60 1.00 1.00 1.00 1.00 1.60 1.60 1.00 1.60 1.00 1.00 1.00 2020 Peak Season Traffic 27 522 0 0 1,029 35 11 0 18 0 0 0 Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% Committed Development Herc Rentals 1-595 Bussines Center 6 20 1-595 B/C - 3500 Building 4 15 2980 W SR 84 Fort Lauderdale 1 3 6 2980 W SR 84 Dania Beach 9 35 5 1 2022 Background Traffic 38 553 0 0 1,109 72 23 0 19 0 0 0 Runway Growers 5 35 2022 Total Traffic 38 553 0 0 1,109 72 23 0 19 0 0 0 Traf Tech ENGINEERING, INC. FUTURE TURNING MOVEMENT VOLUME ANALYSIS SW 30 Avenue and Marina Road PM Peak Hour SW 30 Avenue SW 30 Avenue Marina Road Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic (9/19/18 & 6/18/20) 3 1,114 430 4 13 1 Season Adjustment Factor 1.05 1.08 1.08 1.08 1.08 1.05 1.05 1.08 1.05 1.08 1.08 1.08 Annual Growth Rate 0.00% 1.00% 0.00% 0.00% 1.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% COVID-19 Adjustment 1.57 1.00 1.00 1.00 1.00 1.57 1.57 1.00 1.57 1.00 1.00 1.00 2020 Peak Season Traffic 5 1,227 0 0 474 6 22 0 2 0 0 0 Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% Committed Development Herc Rentals 1-595 Bussines Center 20 7 1-595 B/C - 3500 Building 15 5 2980 W SR 84 Fort Lauderdale 4 18 12 2980 W SR 84 Dania Beach 1 4 29 7 2022 Background Traffic 10 1,312 0 0 523 11 64 0 9 0 0 0 Runway Growers 28 4 2022 Total Traffic 10 1,312 0 0 523 11 64 0 9 0 0 0 Traf Tech ENGINEERING, INC. FUTURE TURNING MOVEMENT VOLUME ANALYSIS SW 30 Avenue and SW 36 Street AM Peak Hour SW 30 Avenue SW 30 Avenue SW 36 Street SW 36 Street Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic (8/26/20) 26 295 67 139 383 30 11 1 24 2 56 Season Adjustment Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.05 1.06 1.06 1.06 Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% COVID-19 Adjustment 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 2020 Peak Season Traffic 45 510 115 240 662 51 19 0 2 42 3 98 Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% Committed Development Herc Rentals I-595 Bussines Center 6 20 1-595 B/C - 3500 Building 4 15 2980 W SR 84 Fort Lauderdale 1 3 2980 W SR 84 Dania Beach 9 1 2022 Background Traffic 47 551 120 250 728 53 20 0 2 43 3 102 Runway Growers 8 5 1 2022 Total Traffic 47 551 120 250 728 53 1 20 0 2 1 43 3 102 Traf Tech ENGINEERING, INC. FUTURE TURNING MOVEMENT VOLUME ANALYSIS SW 30 Avenue and SW 36 Street PM Peak Hour SW 30 Avenue SW 30 Avenue SW 36 Street SW 36 Street Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic (8/26/20) 11 498 21 28 255 10 21 7 8 61 4 156 Season Adjustment Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.05 1.06 1.06 1.06 Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% COVID-19 Adjustment 1.57 1.57 1.60 1.60 1.60 1.57 1.57 1.60 1.60 1.60 1.60 1.60 2020 Peak Season Traffic 19 845 37 48 442 17 36 13 14 106 6 270 Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% Committed Development Herc Rentals 1-595 Bussines Center 6 20 1-595 B/C - 3500 Building 4 15 2980 W SR 84 Fort Lauderdale 4 18 2980 W SR 84 Dania Beach 1 7 2022 Background Traffic 20 894 38 50 520 18 38 13 15 110 7 281 Runway Growers 1 28 7 2022 Total Traffic 20 894 38 1 50 520 18 1 38 13 15 1 110 7 281 Traf Tech ENGINEERING, INC. SYNCHR® Analyses Timings 101: SW 30 Avenue & SR 84 Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Configurations A ttt r tt r Traffic Volume (vph) 39 2335 629 471 799 259 263 Future Volume (vph) 39 2335 629 471 799 259 263 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Detector Phase 1 6 6 5 2 4 4 Switch Phase Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 6.0 6.0 Minimum Split (s) 12.0 25.0 25.0 12.0 25.0 39.5 39.5 Total Split (s) 15.0 80.0 80.0 20.0 85.0 35.0 35.0 Total Split (%) 11.1% 59.3% 59.3% 14.8% 63.0% 25.9% 25.9% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None Act Effct Green (s) 6.8 73.0 73.0 21.0 89.6 19.5 19.5 Actuated g/C Ratio 0.05 0.54 0.54 0.16 0.66 0.14 0.14 v/c Ratio 0.46 0.89 0.61 0.93 0.36 0.55 0.86 Control Delay 78.5 32.9 7.0 80.5 12.0 56.9 58.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.5 32.9 7.0 80.5 12.0 56.9 58.2 LOS E C A F B E E Approach Delay 28.1 37.4 57.6 Approach LOS C D E Intersection Summa Cycle Length: 135 Actuated Cycle Length: 135 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 140 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 33.8 Intersection LOS: C Intersection Capacity Utilization 83.9% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 101: SW 30 Avenue & SR 84 01 02 R) ! 04 410,05 1 --*06 Existing AM Peak Hour Synchro 10 Light Report Queues 101: SW 30 Avenue & SR 84 t Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 41 2458 662 496 841 273 277 vlc Ratio 0.46 0.89 0.61 0.93 0.36 0.55 0.86 Control Delay 78.5 32.9 7.0 80.5 12.0 56.9 58.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.5 32.9 7.0 80.5 12.0 56.9 58.2 Queue Length 50th (ft) 36 678 70 224 170 115 149 Queue Length 95th (ft) 76 753 184 #423 252 151 241 Internal Link Dist (ft) 693 817 450 Turn Bay Length (ft) 100 270 300 Base Capacity (vph) 105 2749 1087 534 2348 699 409 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced vlc Ratio 0.39 0.89 0.61 0.93 0.36 0.39 0.68 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Existing AM Peak Hour Synchro 10 Light Report HCM Signalized Intersection Capacity Analysis 101: SW 30 Avenue & SR 84 :t --ib. -,* Movement EBU EBT EBR WBL WBT NBL NBR Lane Configurations A ttt r M tt r Traffic Volume (vph) 39 2335 629 471 799 259 263 Future Volume (vph) 39 2335 629 471 799 259 263 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.95 0.97 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 5085 1583 3433 3539 3433 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 5085 1583 3433 3539 3433 1583 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 41 2458 662 496 841 273 277 RTOR Reduction (vph) 0 0 231 0 0 0 93 Lane Group Flow (vph) 41 2458 431 496 841 273 184 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Actuated Green, G (s) 5.8 73.0 73.0 21.0 88.2 19.5 19.5 Effective Green, g (s) 5.8 73.0 73.0 21.0 88.2 19.5 19.5 Actuated g/C Ratio 0.04 0.54 0.54 0.16 0.65 0.14 0.14 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Vehicle Extension (s) 1.5 3.0 3.0 1.5 3.0 2.0 2.0 Lane Grp Cap (vph) 76 2749 855 534 2312 495 228 v/s Ratio Prot 0.02 c0.48 c0.14 0.24 0.08 v/s Ratio Perm 0.27 c0.12 v/c Ratio 0.54 0.89 0.50 0.93 0.36 0.55 0.81 Uniform Delay, dl 63.3 27.6 19.6 56.3 10.6 53.7 55.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 5.0 2.1 22.2 0.4 0.8 17.5 Delay (s) 66.9 32.6 21.7 78.5 11.1 54.4 73.4 Level of Service E C C E B D E Approach Delay (s) 30.7 36.1 64.0 Approach LOS C D E Intersection Summa HCM 2000 Control Delay 35.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 135.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 83.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Existing AM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 102: SW 30 Avenue & Marina Road t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y tt tt r Traffic Volume (vehlh) 11 18 27 522 1029 35 Future Volume (Vehlh) 11 18 27 522 1029 35 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 12 19 28 549 1083 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 530 pX, platoon unblocked vC, conflicting volume 1414 542 1120 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1414 542 1120 tC, single (s) *5.5 *5.5 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 94 97 95 cM capacity (veh/h) 208 602 619 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 31 28 274 274 542 542 37 Volume Left 12 28 0 0 0 0 0 Volume Right 19 0 0 0 0 0 37 cSH 347 619 1700 1700 1700 1700 1700 Volume to Capacity 0.09 0.05 0.16 0.16 0.32 0.32 0.02 Queue Length 95th (ft) 7 4 0 0 0 0 0 Control Delay (s) 16.4 11.1 0.0 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 16.4 0.5 0.0 Approach LOS C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 38.4% ICU Level of Service A Analysis Period (min) 15 * User Entered Value Existing AM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 103: SW 36 Street & SW 30 Avenue I � *- " 4.\ t # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j T* T tt r tt r Traffic Volume (veh/h) 19 0 2 42 3 98 45 510 115 240 662 51 Future Volume (Veh/h) 19 0 2 42 3 98 45 510 115 240 662 51 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 21 0 2 47 3 110 51 573 129 270 744 57 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1784 2088 372 1589 2016 286 801 702 vC1, stage 1 conf vol 1284 1284 675 675 vC2, stage 2 conf vol 500 804 914 1341 vCu, unblocked vol 1784 2088 372 1589 2016 286 801 702 tC, single (s) *5.5 6.5 *4.5 *5.5 6.5 *4.5 4.1 4.1 tC, 2 stage (s) 4.5 5.5 4.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 87 100 100 79 96 87 94 70 cM capacity (veh/h) 163 71 805 226 85 862 818 891 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 21 2 47 113 51 286 286 129 270 372 372 57 Volume Left 21 0 47 0 51 0 0 0 270 0 0 0 Volume Right 0 2 0 110 0 0 0 129 0 0 0 57 cSH 163 805 226 693 818 1700 1700 1700 891 1700 1700 1700 Volume to Capacity 0.13 0.00 0.21 0.16 0.06 0.17 0.17 0.08 0.30 0.22 0.22 0.03 Queue Length 95th (ft) 11 0 19 14 5 0 0 0 32 0 0 0 Control Delay (s) 30.3 9.5 25.0 11.2 9.7 0.0 0.0 0.0 10.8 0.0 0.0 0.0 Lane LOS D A D B A B Approach Delay (s) 28.5 15.3 0.7 2.7 Approach LOS D C Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period (min) 15 * User Entered Value Existing AM Peak Hour Synchro 10 Light Report Timings 101:SW30Avenue & SIR 84 t ► !"1, Lane Group EBLI EBT EBR WBL WBT NBL NBR Lane Configurations A ttt r tt 1) r Traffic Volume (vph) 41 2438 702 516 835 284 281 Future Volume (vph) 41 2438 702 516 835 284 281 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Detector Phase 1 6 6 5 2 4 4 Switch Phase Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 6.0 6.0 Minimum Split (s) 12.0 25.0 25.0 12.0 25.0 39.5 39.5 Total Split (s) 15.0 80.0 80.0 20.0 85.0 35.0 35.0 Total Split (%) 11.1 % 59.3% 59.3% 14.8% 63.0% 25.9% 25.9% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None Act Effct Green (s) 6.9 73.0 73.0 19.8 88.3 20.7 20.7 Actuated g/C Ratio 0.05 0.54 0.54 0.15 0.65 0.15 0.15 v/c Ratio 0.48 0.93 0.67 1.08 0.38 0.57 0.88 Control Delay 79.1 36.4 8.6 116.1 12.8 56.4 61.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.1 36.4 8.6 116.1 12.8 56.4 61.5 LOS E D A F B E E Approach Delay 30.8 52.3 58.9 Approach LOS C D E Intersection Summa Cycle Length: 135 Actuated Cycle Length: 135 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 150 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.08 Intersection Signal Delay: 39.6 Intersection LOS: D Intersection Capacity Utilization 87.8% ICU Level of Service E Analysis Period (min) 15 and Phases: 101: SW 30 Avenue & SR 84 01 I 0 2'R', * I 04 05 I 0636 Background AM Peak Hour Synchro 10 Light Report Queues 101: SW 30 Avenue & SR 84 --I. -%* - Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 43 2566 739 543 879 299 296 v/c Ratio 0.48 0.93 0.67 1.08 0.38 0.57 0.88 Control Delay 79.1 36.4 8.6 116.1 12.8 56.4 61.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.1 36.4 8.6 116.1 12.8 56.4 61.5 Queue Length 50th (ft) 37 737 104 -282 188 126 166 Queue Length 95th (ft) 79 817 240 #470 266 164 266 Internal Link Dist (ft) 693 817 450 Turn Bay Length (ft) 100 270 300 Base Capacity (vph) 106 2749 1103 503 2313 699 409 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.93 0.67 1.08 0.38 0.43 0.72 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Background AM Peak Hour Synchro 10 Light Report HCM Signalized Intersection Capacity Analysis 101: SW 30 Avenue & SR 84 Movement EBU EBT EBR WBL WBT NBL NBR Lane Configurations A ttt r tt r Traffic Volume (vph) 41 2438 702 516 835 284 281 Future Volume (vph) 41 2438 702 516 835 284 281 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.95 0.97 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 5085 1583 3433 3539 3433 1583 Fit Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 5085 1583 3433 3539 3433 1583 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 43 2566 739 543 879 299 296 RTOR Reduction (vph) 0 0 248 0 0 0 92 Lane Group Flow (vph) 43 2566 491 543 879 299 204 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Actuated Green, G (s) 5.9 73.0 73.0 19.8 86.9 20.7 20.7 Effective Green, g (s) 5.9 73.0 73.0 19.8 86.9 20.7 20.7 Actuated g/C Ratio 0.04 0.54 0.54 0.15 0.64 0.15 0.15 Clearance Time (s) 7.0 7.0 7.0 7,0 7.0 7.5 7.5 Vehicle Extension (s) 1.5 3.0 3.0 1.5 3.0 2.0 2.0 Lane Grp Cap (vph) 77 2749 855 503 2278 526 242 v/s Ratio Prot 0.02 c0.50 c0.16 0.25 0.09 v/s Ratio Perm 0.31 c0.13 v/c Ratio 0.56 0.93 0.57 1.08 0.39 0.57 0.84 Uniform Delay, d1 63.3 28.7 20.7 57.6 11.4 53.0 55.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 7.4 2.8 63.3 0.5 0.8 21.6 Delay (s) 68.2 36.1 23.5 120.9 11.9 53.9 77.2 Level of Service E D C F B D E Approach Delay (s) 33.7 53.5 65.5 Approach LOS C D E Intersection Summa HCM 2000 Control Delay 42.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 135.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 87.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Background AM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 102: SW 30 Avenue & Marina Road Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y tt tt r Traffic Volume (veh/h) 23 19 38 553 1109 72 Future Volume (Veh/h) 23 19 38 553 1109 72 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 24 20 40 582 1167 76 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 530 pX, platoon unblocked vC, conflicting volume 1538 584 1243 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1538 584 1243 tC, single (s) *5.5 *5.5 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 86 97 93 cM capacity (veh/h) 175 575 556 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SIB 3 Volume Total 44 40 291 291 584 584 76 Volume Left 24 40 0 0 0 0 0 Volume Right 20 0 0 0 0 0 76 cSH 256 556 1700 1700 1700 1700 1700 Volume to Capacity 0.17 0.07 0.17 0.17 0.34 0.34 0.04 Queue Length 95th (ft) 15 6 0 0 0 0 0 Control Delay (s) 22.0 12.0 0.0 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 22.0 0.8 0.0 Approach LOS C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15 * User Entered Value Background AM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 103: SW 36 Street & SW 30 Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ 1 tt r tt r Traffic Volume (veh/h) 20 0 2 43 3 102 47 551 120 250 728 53 Future Volume (Veh/h) 20 0 2 43 3 102 47 551 120 250 728 53 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 22 0 2 48 3 115 53 619 135 281 818 60 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1912 2240 409 1698 2165 310 878 754 vC1, stage 1 conf vol 1380 1380 725 725 vC2, stage 2 conf vol 532 860 973 1440 vCu, unblocked vol 1912 2240 409 1698 2165 310 878 754 tC, single (s) *5.5 6.5 *4.5 *5.5 6.5 *4.5 4.1 4.1 tC, 2 stage (s) 4.5 5.5 4.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 84 100 100 76 95 86 93 67 cM capacity (veh/h) 142 50 781 202 66 847 765 852 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 22 2 48 118 53 310 310 135 281 409 409 60 Volume Left 22 0 48 0 53 0 0 0 281 0 0 0 Volume Right 0 2 0 115 0 0 0 135 0 0 0 60 cSH 142 781 202 652 765 1700 1700 1700 852 1700 1700 1700 Volume to Capacity 0.16 0.00 0.24 0.18 0.07 0.18 0.18 0.08 0.33 0.24 0.24 0.04 Queue Length 95th (ft) 13 0 22 16 6 0 0 0 36 0 0 0 Control Delay (s) 35.1 9.6 28.2 11.7 10.1 0.0 0.0 0.0 11.3 0.0 0.0 0.0 Lane LOS E A D B B B Approach Delay (s) 32.9 16.5 0.7 2.7 Approach LOS D C Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15 * User Entered Value Background AM Peak Hour Synchro 10 Light Report Timings 101: SW 30 Avenue & SR 84 t --0. -,* *-- 4\ 1* Lane Group EBU EBT EBR WBL WBT NBL NBIR Lane Configurations A ttt r tt M r Traffic Volume (vph) 41 2438 724 529 835 287 283 Future Volume (vph) 41 2438 724 529 835 287 283 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Detector Phase 1 6 6 5 2 4 4 Switch Phase Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 6.0 6.0 Minimum Split (s) 12.0 25.0 25.0 12.0 25.0 39.5 39.5 Total Split (s) 15.0 80.0 80.0 20.0 85.0 35.0 35.0 Total Split (%) 11.1% 59.3% 59.3% 14.8% 63.0% 25.9% 25.9% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None Act Effct Green (s) 6.9 73.0 73.0 19.7 88.1 20.8 20.8 Actuated g/C Ratio 0.05 0.54 0.54 0.15 0.65 0.15 0.15 v/c Ratio 0.48 0.93 0.69 1.11 0.38 0.57 0.89 Control Delay 79.1 36.4 8.9 126.7 12.9 56.3 62.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.1 36.4 8.9 126.7 12.9 56.3 62.0 LOS E D A F B E E Approach Delay 30.7 57.0 59.1 Approach LOS C E E Intersection Summa Cycle Length: 135 Actuated Cycle Length: 135 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 150 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.11 Intersection Signal Delay: 40.9 Intersection LOS: D Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 101: SW 30 Avenue & SR 84 01 ©2 rR 04 f"05 --0006 Future AM Peak Hour Synchro 10 Light Report Queues 101: SW 30 Avenue & SR 84 A Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 43 2566 762 557 879 302 298 vlc Ratio 0.48 0.93 0.69 1.11 0.38 0.57 0.89 Control Delay 79.1 36.4 8.9 126.7 12.9 56.3 62.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.1 36.4 8.9 126.7 12.9 56.3 62.0 Queue Length 50th (ft) 37 737 111 -298 189 127 168 Queue Length 95th (ft) 79 817 253 #484 266 167 270 Internal Link Dist (ft) 693 817 450 Turn Bay Length (ft) 100 270 300 Base Capacity (vph) 106 2749 1110 500 2310 699 409 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced We Ratio 0.41 0.93 0.69 1.11 0.38 0.43 0.73 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Future AM Peak Hour Synchro 10 Light Report HCM Signalized Intersection Capacity Analysis 101: SW 30 Avenue & SR 84 Movement EBU EBT EBR WBL WBT NBL NBR Lane Configurations a ttt r tt r Traffic Volume (vph) 41 2438 724 529 835 287 283 Future Volume (vph) 41 2438 724 529 835 287 283 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.95 0.97 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 5085 1583 3433 3539 3433 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 5085 1583 3433 3539 3433 1583 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 43 2566 762 557 879 302 298 RTOR Reduction (vph) 0 0 255 0 0 0 92 Lane Groff Flow (vph) 43 2566 507 557 879 302 206 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Actuated Green, G (s) 5.9 73.0 73.0 19.7 86.8 20.8 20.8 Effective Green, g (s) 5.9 73.0 73.0 19.7 86.8 20.8 20.8 Actuated g/C Ratio 0.04 0.54 0.54 0.15 0.64 0.15 0.15 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Vehicle Extension (s) 1.5 3.0 3.0 1.5 3.0 2.0 2.0 Lane Grp Cap (vph) 77 2749 855 500 2275 528 243 v/s Ratio Prot 0.02 c0.50 c0.16 0.25 0.09 v/s Ratio Perm 0.32 c0.13 v/c Ratio 0.56 0.93 0.59 1.11 0.39 0.57 0.85 Uniform Delay, dl 63.3 28.7 21.0 57.6 11.4 53.0 55.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 7.4 3.0 75.3 0.5 0.9 22.1 Delay (s) 68.2 36.1 24.0 132.9 11.9 53.9 77.6 Level of Service E D C F B D E Approach Delay (s) 33.8 58.9 65.7 Approach LOS C E E Intersection Summa HCM 2000 Control Delay 44.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 135.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Future AM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 102: SW 30 Avenue & Marina Road --,* t 1 .1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y �j tt tt r Traffic Volume (veh/h) 23 19 38 553 1109 72 Future Volume (Veh/h) 23 19 38 553 1109 72 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 24 20 40 582 1167 76 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 530 pX, platoon unblocked vC, conflicting volume 1538 584 1243 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1538 584 1243 tC, single (s) *5.5 *5.5 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 86 97 93 cM capacity (veh/h) 175 575 556 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SIB 3 Volume Total 44 40 291 291 584 584 76 Volume Left 24 40 0 0 0 0 0 Volume Right 20 0 0 0 0 0 76 cSH 256 556 1700 1700 1700 1700 1700 Volume to Capacity 0.17 0.07 0.17 0.17 0.34 0.34 0.04 Queue Length 95th (ft) 15 6 0 0 0 0 0 Control Delay (s) 22.0 12.0 0.0 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 22.0 0.8 0.0 Approach LOS C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15 * User Entered Value Future AM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 103: SW 36 Street & SW 30 Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T* 1 tt 1 tt r Traffic Volume (veh/h) 20 0 2 43 3 102 47 551 120 250 728 53 Future Volume (Veh/h) 20 0 2 43 3 102 47 551 120 250 728 53 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 22 0 2 48 3 115 53 619 135 281 818 60 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1912 2240 409 1698 2165 310 878 754 vC1, stage 1 conf vol 1380 1380 725 725 vC2, stage 2 conf vol 532 860 973 1440 vCu, unblocked vol 1912 2240 409 1698 2165 310 878 754 tC, single (s) *5.5 6.5 *4.5 *5.5 6.5 *4.5 4.1 4.1 tC, 2 stage (s) 4.5 5.5 4.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 84 100 100 76 95 86 93 67 cM capacity (veh/h) 142 50 781 202 66 847 765 852 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 22 2 48 118 53 310 310 135 281 409 409 60 Volume Left 22 0 48 0 53 0 0 0 281 0 0 0 Volume Right 0 2 0 115 0 0 0 135 0 0 0 60 cSH 142 781 202 652 765 1700 1700 1700 852 1700 1700 1700 Volume to Capacity 0.16 0.00 0.24 0.18 0.07 0.18 0.18 0.08 0.33 0.24 0.24 0.04 Queue Length 95th (ft) 13 0 22 16 6 0 0 0 36 0 0 0 Control Delay (s) 35.1 9.6 28.2 11.7 10.1 0.0 0.0 0.0 11.3 0.0 0.0 0.0 Lane LOS E A D B B B Approach Delay (s) 32.9 16.5 0.7 2.7 Approach LOS D C Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15 * User Entered Value Future AM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 202: SW 36 Street & Driveway 2 .,# --0, +-- 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' ilr Y Traffic Volume (veh/h) 0 16 95 8 6 0 Future Volume (Veh/h) 0 16 95 8 6 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 17 103 9 7 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 112 124 108 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 112 124 108 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 100 cM capacity (veh/h) 1478 870 946 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 17 112 7 Volume Left 0 0 7 Volume Right 0 9 0 cSH 1478 1700 870 Volume to Capacity 0.00 0.07 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 0.0 0.0 9.2 Lane LOS A Approach Delay (s) 0.0 0.0 9.2 Approach LOS A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 15.5% ICU Level of Service A Analysis Period (min) 15 Future AM Peak Hour Synchro 10 Light Report Timings 101: SW 30 Avenue & SR 84 Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Configurations A ttt r �i� tt r Traffic Volume (vph) 14 1016 278 238 2317 940 288 Future Volume (vph) 14 1016 278 238 2317 940 288 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Detector Phase 1 6 6 5 2 4 4 Switch Phase Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 6.0 6.0 Minimum Split (s) 12.0 25.0 25.0 12.0 25.0 39.5 39.5 Total Split (s) 15.0 80.0 80.0 20.0 85.0 35.0 35.0 Total Split (%) 11.1% 59.3% 59.3% 14.8% 63.0% 25.9% 25.9% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None Act Effct Green (s) 5.7 73.5 73.5 12.5 87.6 27.5 27.5 Actuated g/C Ratio 0.04 0.54 0.54 0.09 0.65 0.20 0.20 v/c Ratio 0.22 0.41 0.31 0.84 1.12 1.49 0.70 Control Delay 69.0 18.6 2.4 82.3 85.6 267.0 32.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.0 18.6 2.4 82.3 85.6 267.0 32.4 LOS E B A F F F C Approach Delay 15.7 85.3 211.9 Approach LOS B F F Intersection Summa Cycle Length: 135 Actuated Cycle Length: 135 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 150 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.49 Intersection Signal Delay: 98.0 Intersection LOS: F Intersection Capacity Utilization 112.9% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 101: SW 30 Avenue & SR 84 01 02 [R 04 0 5 �F36 Existing PM Peak Hour Synchro 10 Light Report Queues 101: SW 30 Avenue & SR 84 4*1 *-- Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 16 1129 309 264 2574 1044 320 v/c Ratio 0.22 0.41 0.31 0.84 1.12 1.49 0.70 Control Delay 69.0 18.6 2.4 82.3 85.6 267.0 32.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.0 18.6 2.4 82.3 85.6 267.0 32.4 Queue Length 50th (ft) 14 206 0 118 -1297 -651 126 Queue Length 95th (ft) 39 242 43 #184 #1600 #784 238 Internal Link Dist (ft) 693 817 450 Turn Bay Length (ft) 100 270 300 Base Capacity (vph) 104 2769 1002 330 2295 699 456 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.41 0.31 0.80 1.12 1.49 0.70 Intersection Summary Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Existing PM Peak Hour Synchro 10 Light Report HCM Signalized Intersection Capacity Analysis 101: SW 30 Avenue & SR 84 Movement EBU EBT EBR WBL WBT NBL NBR Lane Configurations a ttt r' tt r Traffic Volume (vph) 14 1016 278 238 2317 940 288 Future Volume (vph) 14 1016 278 238 2317 940 288 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.95 0.97 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 5085 1583 3433 3539 3433 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 5085 1583 3433 3539 3433 1583 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 16 1129 309 264 2574 1044 320 RTOR Reduction (vph) 0 0 141 0 0 0 134 Lane Group Flow (vph) 16 1129 168 264 2574 1044 186 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Actuated Green, G (s) 2.6 73.5 73.5 12.5 83.4 27.5 27.5 Effective Green, g (s) 2.6 73.5 73.5 12.5 83.4 27.5 27.5 Actuated g/C Ratio 0.02 0.54 0.54 0.09 0.62 0.20 0.20 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Vehicle Extension (s) 1.5 3.0 3.0 1.5 3.0 2.0 2.0 Lane Grp Cap (vph) 34 2768 861 317 2186 699 322 v/s Ratio Prot 0.01 0.22 c0.08 c0.73 c0.30 v/s Ratio Perm 0.11 0.12 v/c Ratio 0.47 0.41 0.20 0.83 1.18 1.49 0.58 Uniform Delay, d1 65.5 18.0 15.7 60.2 25.8 53.8 48.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 0.4 0.5 16.2 85.0 229.6 1.6 Delay (s) 69.2 18.5 16.2 76.4 110.8 283.4 50.1 Level of Service E B B E F F D Approach Delay (s) 18.5 107.6 228.7 Approach LOS B F F Intersection Summa HCM 2000 Control Delay 113.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.28 Actuated Cycle Length (s) 135,0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 112.9% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Existing PM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 102: SW 30 Avenue & Marina Road -%i t '" Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y tt tt r Traffic Volume (veh/h) 22 2 5 1227 474 6 Future Volume (Veh/h) 22 2 5 1227 474 6 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 24 2 6 1363 527 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 530 pX, platoon unblocked vC, conflicting volume 1220 264 534 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1220 264 534 tC, single (s) *5.5 *5.5 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 91 100 99 cM capacity (veh/h) 270 817 1030 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 26 6 682 682 264 264 7 Volume Left 24 6 0 0 0 0 0 Volume Right 2 0 0 0 0 0 7 cSH 284 1030 1700 1700 1700 1700 1700 Volume to Capacity 0.09 0.01 0.40 0.40 0.15 0.15 0.00 Queue Length 95th (ft) 7 0 0 0 0 0 0 Control Delay (s) 18.9 8.5 0.0 0.0 0.0 0.0 0.0 Lane LOS C A Approach Delay (s) 18.9 0.0 0.0 Approach LOS C Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 43.9% ICU Level of Service A Analysis Period (min) 15 * User Entered Value Existing PM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 103: SW 36 Street & SW 30 Avenue ---* --1, --* *-- 4% t /0� 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I T 1 tt r I tt r Traffic Volume (veh/h) 36 13 14 106 6 270 19 845 37 48 442 17 Future Volume (Veh/h) 36 13 14 106 6 270 19 845 37 48 442 17 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 40 14 16 118 7 300 21 939 41 53 491 19 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1412 1619 246 1356 1597 470 510 980 vC1, stage 1 conf vol 597 597 981 981 vC2, stage 2 conf vol 815 1022 374 616 vCu, unblocked vol 1412 1619 246 1356 1597 470 510 980 tC, single (s) *5.5 6.5 *4.5 *5.5 6.5 *4.5 4.1 4.1 tC, 2 stage (s) 4.5 5.5 4.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 80 92 98 64 97 60 98 92 cM capacity (veh/h) 204 186 892 332 208 743 1051 700 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 40 30 118 307 21 470 470 41 53 246 246 19 Volume Left 40 0 118 0 21 0 0 0 53 0 0 0 Volume Right 0 16 0 300 0 0 0 41 0 0 0 19 cSH 204 321 332 702 1051 1700 1700 1700 700 1700 1700 1700 Volume to Capacity 0.20 0.09 0.36 0.44 0.02 0.28 0.28 0.02 0.08 0.14 0.14 0.01 Queue Length 95th (ft) 18 8 39 56 2 0 0 0 6 0 0 0 Control Delay (s) 27.0 17.4 21.7 14.1 8.5 0.0 0.0 0.0 10.6 0.0 0.0 0.0 Lane LOS D C C B A B Approach Delay (s) 22.8 16.2 0.2 1.0 Approach LOS C C Intersection Summary Average Delay 4.5 Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15 * User Entered Value Existing PM Peak Hour Synchro 10 Light Report Timings 101: SW 30 Avenue & SR 84 Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Configurations 'A ttt r tt r Traffic Volume (vph) 15 1079 311 260 2449 1027 327 Future Volume (vph) 15 1079 311 260 2449 1027 327 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Detector Phase 1 6 6 5 2 4 4 Switch Phase Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 6.0 6.0 Minimum Split (s) 12.0 25.0 25.0 12.0 25.0 39.5 39.5 Total Split (s) 15.0 80.0 80.0 20.0 85.0 35.0 35.0 Total Split (%) 11.1 % 59.3% 59.3% 14.8% 63.0% 25.9% 25.9% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None Act Effct Green (s) 5.7 73.2 73.2 12.8 87.5 27.5 27.5 Actuated g/C Ratio 0.04 0.54 0.54 0.09 0.65 0.20 0.20 v/c Ratio 0.23 0.43 0.34 0.89 1.19 1.63 0.81 Control Delay 69.3 19.1 2.5 89.1 113.2 325.4 43.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.3 19.1 2.5 89.1 113.2 325.4 43.6 LOS E B A F F F D Approach Delay 16.0 110.9 257.4 Approach LOS B F F Intersection Summa Cycle Length: 135 Actuated Cycle Length: 135 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 150 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.63 Intersection Signal Delay: 122.8 Intersection LOS: F Intersection Capacity Utilization 119.1% ICU Level of Service H Analysis Period (min) 15 .plits and Phases: 1 n 30 T WNW Background PM Peak Hour Synchro 10 Light Report Queues 101: SW 30 Avenue & SR 84 :t --j, 4--- 4% /0� Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 17 1199 346 289 2721 1141 363 v/c Ratio 0.23 0.43 0.34 0.89 1.19 1.63 0.81 Control Delay 69.3 19.1 2.5 89.1 113.2 325.4 43.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.3 19.1 2.5 89.1 113.2 325.4 43.6 Queue Length 50th (ft) 15 223 0 130 -1438 -742 179 Queue Length 95th (ft) 41 260 45 #210 #1740 #877 #336 Internal Link Dist (ft) 693 817 450 Turn Bay Length (ft) 100 270 300 Base Capacity (vph) 104 2758 1016 330 2294 699 448 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.43 0.34 0.88 1.19 1.63 0.81 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Background PM Peak Hour Synchro 10 Light Report HCM Signalized Intersection Capacity Analysis 101: SW 30 Avenue & SR 84 Movement EBU EBT EBR WBL WBT NBL NBR Lane Configurations 4 t}t r tt r Traffic Volume (vph) 15 1079 311 260 2449 1027 327 Future Volume (vph) 15 1079 311 260 2449 1027 327 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.95 0,97 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 5085 1583 3433 3539 3433 1583 Fit Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 5085 1583 3433 3539 3433 1583 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 17 1199 346 289 2721 1141 363 RTOR Reduction (vph) 0 0 158 0 0 0 126 Lane Group Flow (vph) 17 1199 188 289 2721 1141 237 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Actuated Green, G (s) 2.7 73.2 73.2 12.8 83.3 27.5 27.5 Effective Green, g (s) 2.7 73.2 73.2 12.8 83.3 27.5 27.5 Actuated g/C Ratio 0.02 0.54 0.54 0.09 0.62 0.20 0.20 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Vehicle Extension (s) 1.5 3.0 3.0 1.5 3.0 2.0 2.0 Lane Grp Cap (vph) 35 2757 858 325 2183 699 322 v/s Ratio Prot 0.01 0.24 c0.08 c0.77 c0.33 v/s Ratio Perm 0.12 0.15 v/c Ratio 0.49 0.43 0.22 0.89 1.25 1.63 0.74 Uniform Delay, dl 65.5 18.5 16.0 60.4 25.9 53.8 50.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.8 0.5 0.6 23.6 114.9 291.0 7.4 Delay (s) 69.3 19.0 16.6 84.0 140.8 344.8 57.7 Level of Service E B B F F F E Approach Delay (s) 19.0 135.3 275.5 Approach LOS B F F Intersection Summa HCM 2000 Control Delay 140.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.37 Actuated Cycle Length (s) 135.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 119.1% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Background PM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 102: SW 30 Avenue & Marina Road Movement --* EBL EBR A\ NBL t NBT i SBT 41 SBR Lane Configurations Y tt tt r Traffic Volume (veh/h) 64 9 10 1312 523 11 Future Volume (Veh/h) 64 9 10 1312 523 11 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 71 10 11 1458 581 12 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 530 pX, platoon unblocked vC, conflicting volume 1332 290 593 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1332 290 593 tC, single (s) *5.5 *5.5 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 70 99 99 cM capacity (veh/h) 236 793 979 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SIB 2 SB 3 Volume Total 81 11 729 729 290 290 12 Volume Left 71 11 0 0 0 0 0 Volume Right 10 0 0 0 0 0 12 cSH 259 979 1700 1700 1700 1700 1700 Volume to Capacity 0.31 0.01 0.43 0.43 0.17 0.17 0.01 Queue Length 95th (ft) 32 1 0 0 0 0 0 Control Delay (s) 25.1 8.7 0.0 0.0 0.0 0.0 0.0 Lane LOS D A Approach Delay (s) 25.1 0.1 0.0 Approach LOS D Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 * User Entered Value Background PM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 103: SW 36 Street & SW 30 Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r Traffic Volume (veh/h) 38 13 15 110 7 281 20 894 38 50 520 18 Future Volume (Veh/h) 38 13 15 110 7 281 20 894 38 50 520 18 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 42 14 17 122 8 312 22 993 42 56 578 20 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1546 1769 289 1462 1747 496 598 1035 vC1, stage 1 conf vol 690 690 1037 1037 vC2, stage 2 conf vol 856 1079 425 710 vCu, unblocked vol 1546 1769 289 1462 1747 496 598 1035 tC, single (s) *5.5 6.5 *4.5 *5.5 6.5 *4.5 4.1 4.1 tC, 2 stage (s) 4.5 5.5 4.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 76 91 98 60 96 57 98 92 cM capacity (veh/h) 179 165 861 308 187 727 975 667 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SIB 1 SB 2 SIB 3 SB 4 Volume Total 42 31 122 320 22 496 496 42 56 289 289 20 Volume Left 42 0 122 0 22 0 0 0 56 0 0 0 Volume Right 0 17 0 312 0 0 0 42 0 0 0 20 cSH 179 296 308 678 975 1700 1700 1700 667 1700 1700 1700 Volume to Capacity 0.24 0.10 0.40 0.47 0.02 0.29 0.29 0.02 0.08 0.17 0.17 0.01 Queue Length 95th (ft) 22 9 46 64 2 0 0 0 7 0 0 0 Control Delay (s) 31.2 18.6 24.1 15.0 8.8 0.0 0.0 0.0 10.9 0.0 0.0 0.0 Lane LOS D C C B A B Approach Delay (s) 25.9 17.5 0.2 0.9 Approach LOS D C Intersection Summary Average Delay 4.7 Intersection Capacity Utilization 62.5% ICU Level of Service B Analysis Period (min) 15 * User Entered Value Background PM Peak Hour Synchro 10 Light Report Timings 101: SW 30 Avenue & SR 84 Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Configurations A ttt r M tt r Traffic Volume (vph) 15 1079 314 261 2449 1045 337 Future Volume (vph) 15 1079 314 261 2449 1045 337 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Detector Phase 1 6 6 5 2 4 4 Switch Phase Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 6.0 6.0 Minimum Split (s) 12.0 25.0 25.0 12.0 25.0 39.5 39.5 Total Split (s) 15.0 80.0 80.0 20.0 85.0 35.0 35.0 Total Split (%) 11.1 % 59.3% 59.3% 14.8% 63.0% 25.9% 25.9% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None Act Effct Green (s) 5.7 73.2 73.2 12.8 87.5 27.5 27.5 Actuated g/C Ratio 0.04 0.54 0.54 0.09 0.65 0.20 0.20 v/c Ratio 0.23 0.43 0.34 0.90 1.19 1.66 0.83 Control Delay 69.3 19.2 2.5 89.3 113.2 337.6 46.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.3 19.2 2.5 89.3 113.2 337.6 46.4 LOS E B A F F F D Approach Delay 16.0 110.9 266.7 Approach LOS B F F Intersection Summary Cycle Length: 135 Actuated Cycle Length: 135 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 150 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.66 Intersection Signal Delay: 125.7 Intersection LOS: F Intersection Capacity Utilization 119.6% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 101: SW 30 Avenue & SR 84 01 02 fR 04 4O 5 --I'v06 Future PM Peak Hour Synchro 10 Light Report Queues 101: SW 30 Avenue & SR 84 Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 17 1199 349 290 2721 1161 374 v/c Ratio 0.23 0.43 0.34 0.90 1.19 1.66 0.83 Control Delay 69.3 19.2 2.5 89.3 113.2 337.6 46.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.3 19.2 2.5 89.3 113.2 337.6 46.4 Queue Length 50th (ft) 15 223 0 131 -1438 -761 191 Queue Length 95th (ft) 41 260 45 #212 #1740 #896 #356 Internal Link Dist (ft) 693 817 450 Turn Bay Length (ft) 100 270 300 Base Capacity (vph) 104 2757 1018 330 2294 699 448 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.43 0.34 0.88 1.19 1.66 0.83 Intersection Summary Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Future PM Peak Hour Synchro 10 Light Report HCM Signalized Intersection Capacity Analysis 101: SW 30 Avenue & SR 84 Movement EBU EBT EBR WBL WBT NBL NBR Lane Configurations A ttt r tt r Traffic Volume (vph) 15 1079 314 261 2449 1045 337 Future Volume (vph) 15 1079 314 261 2449 1045 337 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.95 0.97 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 5085 1583 3433 3539 3433 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 5085 1583 3433 3539 3433 1583 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 17 1199 349 290 2721 1161 374 RTOR Reduction (vph) 0 0 160 0 0 0 126 Lane Group Flow (vph) 17 1199 189 290 2721 1161 248 Turn Type Prot NA Perm Prot NA Prot Perm Protected Phases 1 6 5 2 4 Permitted Phases 6 4 Actuated Green, G (s) 2.7 73.2 73.2 12.8 83.3 27.5 27.5 Effective Green, g (s) 2.7 73.2 73.2 12.8 83.3 27.5 27.5 Actuated g/C Ratio 0.02 0.54 0.54 0.09 0.62 0.20 0.20 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.5 7.5 Vehicle Extension (s) 1.5 3.0 3.0 1.5 3.0 2.0 2.0 Lane Grp Cap (vph) 35 2757 858 325 2183 699 322 v/s Ratio Prot 0.01 0.24 c0.08 c0.77 c0.34 vls Ratio Perm 0.12 0.16 v/c Ratio 0.49 0.43 0.22 0.89 1.25 1.66 0.77 Uniform Delay, dl 65.5 18.5 16.1 60.4 25.9 53.8 50.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.8 0.5 0.6 24.5 114.9 303.8 9.9 Delay (s) 69.3 19.0 16.7 84.9 140.8 357.5 60.7 Level of Service E B B F F F E Approach Delay (s) 19.0 135.4 285.2 Approach LOS B F F Intersection Summa HCM 2000 Control Delay 143.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.37 Actuated Cycle Length (s) 135.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 119.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Future PM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 102: SW 30 Avenue & Marina Road Movement _4%t EBL EBR NBL NBT 1 SBT 41 SBR Lane Configurations Y tt tt r Traffic Volume (veh/h) 64 9 10 1312 523 11 Future Volume (Veh/h) 64 9 10 1312 523 11 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 71 10 11 1458 581 12 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 530 pX, platoon unblocked vC, conflicting volume 1332 290 593 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1332 290 593 tC, single (s) *5.5 *5.5 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 70 99 99 cM capacity (veh/h) 236 793 979 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 81 11 729 729 290 290 12 Volume Left 71 11 0 0 0 0 0 Volume Right 10 0 0 0 0 0 12 cSH 259 979 1700 1700 1700 1700 1700 Volume to Capacity 0.31 0.01 0.43 0.43 0.17 0.17 0.01 Queue Length 95th (ft) 32 1 0 0 0 0 0 Control Delay (s) 25.1 8.7 0.0 0.0 0.0 0.0 0.0 Lane LOS D A Approach Delay (s) 25.1 0.1 0.0 Approach LOS D Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 * User Entered Value Future PM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 103: SW 36 Street & SW 30 Avenue __j, --V '*--- 4_ 4% t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� 1 tt r tt r Traffic Volume (veh/h) 38 13 15 110 7 281 20 894 38 50 520 18 Future Volume (Veh/h) 38 13 15 110 7 281 20 894 38 50 520 18 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 42 14 17 122 8 312 22 993 42 56 578 20 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1546 1769 289 1462 1747 496 598 1035 vC1, stage 1 conf vol 690 690 1037 1037 vC2, stage 2 conf vol 856 1079 425 710 vCu, unblocked vol 1546 1769 289 1462 1747 496 598 1035 tC, single (s) *5.5 6.5 *4.5 *5.5 6.5 *4.5 4.1 4.1 tC, 2 stage (s) 4.5 5.5 4.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 76 91 98 60 96 57 98 92 cM capacity (veh/h) 179 165 861 308 187 727 975 667 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 42 31 122 320 22 496 496 42 56 289 289 20 Volume Left 42 0 122 0 22 0 0 0 56 0 0 0 Volume Right 0 17 0 312 0 0 0 42 0 0 0 20 cSH 179 296 308 678 975 1700 1700 1700 667 1700 1700 1700 Volume to Capacity 0.24 0.10 0.40 0.47 0.02 0.29 0.29 0.02 0.08 0.17 0.17 0.01 Queue Length 95th (ft) 22 9 46 64 2 0 0 0 7 0 0 0 Control Delay (s) 31.2 18.6 24.1 15.0 8.8 0.0 0.0 0.0 10.9 0.0 0.0 0.0 Lane LOS D C C B A B Approach Delay (s) 25.9 17.5 0.2 0.9 Approach LOS D C Intersection Summary Average Delay 4.7 Intersection Capacity Utilization 62.5% ICU Level of Service B Analysis Period (min) 15 * User Entered Value Future PM Peak Hour Synchro 10 Light Report HCM Unsignalized Intersection Capacity Analysis 202: SW 36 Street & Driveway 2 --*, *-- 4,- 1* Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' 1� Y Traffic Volume (veh/h) 0 31 44 1 35 0 Future Volume (Veh/h) 0 31 44 1 35 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 34 48 1 38 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 49 82 48 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 49 82 48 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 96 100 cM capacity (veh/h) 1558 919 1020 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 34 49 38 Volume Left 0 0 38 Volume Right 0 1 0 cSH 1558 1700 919 Volume to Capacity 0.00 0.03 0.04 Queue Length 95th (ft) 0 0 3 Control Delay (s) 0.0 0.0 9.1 Lane LOS A Approach Delay (s) 0.0 0.0 9.1 Approach LOS A Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Future PM Peak Hour Synchro 10 Light Report