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HomeMy WebLinkAboutIII. Tab-3 Traffic Impact Study and Traffic Sufficiency Letter.os/isi2ogn 11:49 FAX Tits 4002/002 40 to • September 18, 2005 Ms. Lilie L Medina, AlCP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Trarisportsition 111 SW 2'4 Avenue (101h Floor) Miami, Florida 33130 Re: ONE (WO #164) Sufficiency Letter Via fax n S Dear Ms. Medina: Subsequent to our February 2, 2006 review comments for the subject project, we have recsived a revised traffic report along with a formal response from Kitniey-Horn and Associates Inc. (KHA) on September 13, 2005. We have also received a revised site pan showing the turning radius of the delivery trucks from KNA. Photocopy of the response letter and revised site plan from KHA are attached herewith. At this time, we conclude that the revised traffic report along with the subsequent submittal meets ail the traffic requirements and the report is found to be sufficient Should you have any questions, please call Quazi Masood or me at 954.739.1881. Sin on Southern -qur .000/ R Shanrnug.E- Se ior Traffic Engineer Attachment Cc: Mr. Kevin Watford, Flamer II, City of Miami Planning (Fax - 306.416,1443) Mr. Manny A. Vega, Engineer-1. Ctly of Mean/ Zoning (Fax - 305.416.2153) Mr. John McWilliams, PE, (KHA) (Fax: 954_739.2247) UR3 Corproatiarr Lailaahart Cowie 510o NW 33rd Avartua. Salta 2.50 fort LatuierrIallo, FL 33309.6375 Tai: 954.739.1891 Fut: 954..739.178g 09/18/06 MON 12:38 [TX/RX NO 93421 • • • Traffic Impact Analysis for Submittal to the City of Miami One Mixed -Use Development Miami, Florida Prepared for: Renaissance at the Gables, Inc Miami, Florida Prepared by: Kimley-Horn and Associates, Inca Fort Lauderdale, Florida C.J2€006 Kimley-Horn and Associates, Inc. July 2006 043055001 • • • TABLE OF CONTENTS INTRODUCTION.................................................................................................... ....................' DATA COLLECTION 4 CAPACITY ANALYSIS METHODOLOGY____.„ ,,,,,, ,,,,,,,,,,,,,,,,, ,,,,,,,,,,, ,,,,, _ ,,,, ..... Level of Service Standard Transportation Corridor Level of Service. Methodology Intersection Level of Service Methodology EXISTING CONDITIONS (2006) CAPACITY ANALYSIS iJ Transportation Corridors 9 Intersections 14 BACKGROUND TRAFFIC 15 Background Area Growth 15 Committed Developments 15 PROJECT TRAFFIC 17 Existing and Proposed Land Uses 17 Project Access 17 Trip Generation 17 Trip Distribution and Assignment 19 TOTAL (2009 WITH PROJECT) TRAFFIC 21 FUTURE CONDITIONS (2009) CAPACITY ANALYSIS 23 Future (2009) Background Traffic Conditions 23 Future (2009) Total Traffic Conditions 26 PROJECT DRIVEWAY ANALYSIS 29 TRANSPORTATION CONTROL MEASURES PLAN 30 FUTURE TRANSPORTATION IMPROVEMENTS 31 CONCLUSIONS 32 G:A043©55001-Cane MUS tReport Reviseoc Page - F August 2006 • • • and .Associates. LEST J APPE DE 'ES Appendix A: Methodology' Corresponden c Appendix B: Traffic_ Count Data Appendix C: Miami -Dade Transit Data Appendix D: Existing Conditions (2006) SYNCHRO 6.0 Outputs Appendix E: Growth Trend Analyses/ Committed Developments Appendix F: Cardinal Trip Distribution Appendix G: Volume Development Worksheets Appendix H: Future Conditions (2009 Without Project) SYNCHRO 6.0 Outputs Appendix I: Future Conditions (2009 With Project) SYNCHRO 6.0 Outputs LIST OF FIGURES Figure I : Project Location Map �5 Figure 2: Intersection Lane Configurations 5 Figure 3: 2006 P.M. Peak Hour Traffic Volumes 6 Figure 4: 2009 P.M. Peak Hour Background Traffic 16 Figure 5: Project Trip Distribution & Assignment 20 Figure 6: 2009 P.M. Peak Hour Total Traffic G:1T4305500)-fine MUSP\Report.Revised T[A.doc Page - if August 2006 • • • mieyRom tes LIST OF TABLES Table 1: '1 ransporiation Corridor Level of Service Thresholds Table 2: 2006 P.M. Peak Hour Roadway Volumes .... ,,,,,,,,-- ......�:� Table 3: 2006 is ni-Dade. Transit Conditions ---- ::oral Way (East of SW 32"`' Avenue i 11 Table 4: 2006 Miami -Dade Transit Conditions — Coral Way (West of SW _ "` Avenue) 11 Table 2006 P.M. Transit Conditions SW 32',1 Avenue (North of Coral \'ay) 1, Table 6: 2006 Miami -Dade Transit Conditions -- SW 32nd Avenue (South of Coraavi ......_..-12 Table 7: 2006 P.M. Peak .Hour Transportation Corridor Segment Conditions 13 Table 8: 2006 P.M. Peak Hour Intersection Conditions 14 Table 9: Proposed Trip Generation 18 Table 10: Cardinal Trip Distribution 19 Table 11: Future (2009) Background P.M. Peak Hour Transportation Corridor Segment Conditions Table 12: Future (2009) Background P.M. Peak Hour Intersection Conditions ..........................25 Table 13: Future (2009) P.M. Peak Hour Transportation Corridor Segment Conditions Table 14: Future (2009) P.M. Peak Hour Intersection Conditions �g -'4 G:\043055D01-One MUSP\Report`Revised TLA.doc Page - ill August 2006 • • • Kira eyHcn; fe N TRO.l) 1. Renaissance at the Gables_ r roposlnc to construct a m.? ed-use development incased SW 2"d Avenue and SW 23' Street in :Miami. Florida. Ensure I depicts the loca?i ;i 4 the poiHI The project proposes to construct 103,600 square feet (± -', of office space. ,30C) square feet t:±/-) of ballroom space, 5,500 square feet ( ) of retail space, and 8 residential tow rin mes This analysis conservatively assumed 123,000 square feet of office space. 36.300 square feet ni community center, 9,800 square feet of retail space, and 8 residential townhonaes. Construction is expected to be completed by the year 2009. Kimley-Horn and Associates, Inc. has completed this traffic impact analysis for submittal to the City of Miami as part of the Major Use Special Permit (MUSP) application. The purpose of the study is to assess the project's impact on the surrounding roadway network and determine if adequate capacity is available to support future demand. The study's methodology is consistent with the requirements outlined by the City of Miami for traffic studies. This report summarizes the data collection, project trip generation and distribution, and capacity analyses, A methodology meeting was conducted with the City of Miami's Traffic Consultant on May 19th, 2006. Methodology correspondence is included in Appendix A. Cy: A043055001-One MUSP' Report\Revised_ TLA.doc Page - 2 August 2006 • • • Kmle}'-Horn ttdr ss; fates inc DATAA O E(TIO' A study ar.--1 was examine( for this tiat[l Ii i s t ana1vsts commensurate with the antic,oat4d increase :n traffic associated with the prof,- The study area for this pro, t Cefin d as: ® US 41/SW S'" Street (north) * US 1/South Dixie Hi htv<t, {south) • Douglas Road west) • Stiff' 22�' Avenue (east) Additionally, several intersections were examined within the study area including the following: • SW 32nd Avenue and SW 22nd Street/Coral Way • SW 32``d Avenue and SW 23rd Street • SW 32nd Avenue and SW 23 Terrace • SW 34h Avenue and SW 23'd Street • SW 34`h Avenue and SW 23`d Terrace The following colidors were identified for analysis: • SW 32nd Avenue SW 22nd Street/Coral Way Lane configurations for each of the examined intersections within the study area are provided in Figure 2. P.M. peak period (4:00 PM to 6:00 P.M.) turning movement counts were collected in the study area on May 25, 2006 (Thursday). The study area peak hour was determined to be from 5:00 P.M to 6:00 P.M. The traffic count data is included in Appendix B. The FDOT peak season conversion factor was applied to the traffic counts to adjust the traffic to peak season volumes. The appropriate peak season conversion factor for when the traffic counts were collected is 1.01. The peak season conversion factor table is also provided in Appendix B. Figure 3 presents the 2006 peak season transportation corridor volumes (person -trips including transit riders) and peak season turning movement volumes at the study intersections_ U°v04305500:-One MUSP`.Report\Revised_ TI.A.doc Page -4 August 2006 SW 2r2rIci Street (Coral Way) I 41- V IP. SW 2:3T-d Street SW 2.3rd Terrace LEGEND +11, LANE CONPOUR A HON ) V :01 FIGURE 2 Kimley-Horn and Associates, Inc, SW 22nd Street Carol Way) rn SW 2:3rd Street SW 23rd Terrace (n 34 34 .45 4-, A 1,2.52 1 2 7 ,4 V , A 4 V * A 4 * Irrr X X F<rxrxr,A 21 - - 54 - !444N4 P.M. PEAK IOUFI OLUMES (VEMICLILS) P.M. PEAK HOUR VOLUMES (PERSON- TRIPS) 4 (-3. I it.31.1RE 3 Kirdley-Flom and Associates, Inc, • • • ANAL. Level of Standard Level of service (LOS) is t; e lI Ittic p t'torn cncL measure general?used w trai.I lI1)aci analysis. Levels of service range from LOS A (free flow with i1L't.'.ei<ih ii leis) to LOS 1" f.heavily congested with long delays?. The City of-N.-liar-Id has adopted LOS Eas I$ ?ilinirnit?'� level of service standard. Transportation Corridor Level of Service Methodologv Transportation corridor traffic conditions were examined applyin the methodology outlined in the Miami Comprehensive Neighborhood Plan. This methodology considers the person - trip capacity (including transit) for transportation corridors rather than evaluating only the vehicular roadway capacity. Level of service analyses were performed to assess the capacity of the transportation corridors evaluated in this study based on a comparison between person - trip volume and person -trip capacity within the corridors. The analyses of person -trip volumes and person -trip capacities account for both passenger vehicle and transit service within the corridors. Table 1 illustrates the level of service thresholds for each study corridor. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from the 2002 version of FDOT's Quality/Level of Service Handbook. Intersection Level of Service Methodologv Level of service analyses were performed for study intersections using Tra jicware's SYNCHRO 6_0 Software, which applies methodologies outlined in the Highway Capacity Manual, 2000 Edition. v043055001-0ne MUSP Report\R.evised TLA.doc Pa,ee - 7 August 200E LOS )C Kinky -Ham and Associates. Inc. • • "Cable 1.: Transportation Corridor Level of Service Thresholds Trallie /Iva ;Mari SW 32' Avenue (north of Coral Way) SW 32"`� Avenue (south of Coral Way) Coral Way (east ol'S1' 32" Avenue) Coral Way (west of SW Avenue - Eastbound 32" Corail'vVs�� (west of SW 32'' Avenue - Westbound) Peak Hour Peak Hour Peak Hour Peak Hour .Peak I4our Directional V/C Directional V/C Directional V/C Directional V/C Directional VI(: Volume '.Thresholds Ratio Volume Thresholds Ratio Volume Thresholds Ratio Volume "Thresholds Ratio Volume thresiaotds Ratio _. __. (1) (1) (1) (1) (1) (.1) (I) (1) t11 (I) (1) (1) (1) (I) 220 0.12 220 (1) 1-10 (1) 480 0.59 480 0.59 1,360 0,76 1,360 0.38 2,110 0.40 760 0.94 _.. 760 0.94 1,710 f1 )S 1,710 0.88 1 5 f i 0,90 810 1.00 810 1.00 i 1,80(1 1.00 1,800 1.00 2,710 1,00 - >1.00 - >1.00 - =I.1.)0 - =I.(>0 11(1 (' '. 4.305.5001 -One MU,SE"Repoii Revised Ttrl.doc P,iKe._ Kirnlev' o and Assci'>;.tes. c • • • EXISTING INC. C .)NDI [) , (2013 ) CAP LYSIS sl orient) Corridors Vehicular roadway conditions and transit ridership were exarnin d to 'item rt?11II' t.. current level or service for the transportation corridors examined in this study. Table 2 presents the unadjusted 2006 P.M. peak hour directional traffic volumes, peak se.asoI? conversion 1dC1ors and the 2006 peak season P.M, peak hour directional traffic volumes for the study corridors, Table 2: 2006 P.M. Peak Hour Roadway 'Volumes Roadway Segments Direction 2006 P.M.FDOT Peak Hour VolumesAdjustment Peal; Season Factor 2006 Peak Season P.M. Peak Hour Volume Coral \\'ay (east of S« 32nd Avenue) 0F3 ® 1.01 1.345 WB 1.682 1.01 1.699 Coral Way (west of SW 32nd Avenue) BB 1.503 1.01 1 1.518 \VB 1,803 1.01 SW 32nd Avenue (north of Coral Way) NB 843 1.01 851 SB 587 1.01 593 SW 32nd Avenue (south of Coral Way) NB 590 1.01 596 S13 776 1.01 784 Existing transit conditions were examined considering the ridership on and capacity of the Miami -Dade Transit (MDT) bus service operating in the corridors. MDT staff was contacted to obtain the P.M. peak hour ridership and capacities for the bus routes, and was obtained to determine the transit ridership and capacities in the study cot ridors. Two (2) Miami -Dade Metrobus routes presently serve the Coral Way corridor (east of SW 32nd Avenue) during the P.M. peak hour. • Route 24 operates with 15 minute headways in both directions. • Route 27 operates with 15 minute headways in both directions. G:y043055001-One MUSP:KeporRev;sed_ TrA.doc Pnae - 9 August 2006 C Ass%;3atas, In • iicadii . corridor 4 w st of SW lac t1k directions during e .Linz) is served. i wci 4 1 N.-1iturti-Dad Meta bus routes presentl Coral \\'av) P.M. peak hour. e i Route 6 operates with 30 minute headwa)'S in both directions. Route 8 operates with 10 minute headways in both directions. SW 32 Avenue (south of Coral Way) is served by Route 6 (15 minute headway) and Route 24 (15 minute headway) during the P.M. peak hour. It should be noted that Coral Way (east of SW 32' Avenue) corridor is also currently served by the i lidnight Owl route. However, this route operates after midnight. Therefore. the Midnight Owl was not included in the transportation corridor analysis. MDT staff indicated that the Metrobus routes on the study corridors utilize different bus types on the same route with variable capacities. For purposes of this analysis, an average capacity for each route was deteiniined using data obtained from Miami -Dade Transit. The ridership capacities for the bus routes were calculated for the P.M. peak hour using the appropriate headways and capacities. Metrobus route maps are included in Appendix C. Table 3 summarizes the transit capacity provided. Data were obtained to determine the existing P.M. peak hour ridership for the identified Metrobus routes. The data reflect typical ridership on the routes using the most recent ridership data available. Tables 3 through 6 present the existing P.M. peak hour ridership on the routes and the ridership data is also included in Appendix C. In order to deteRnine person -trip level of service for the study area's transportation corridors, total person -trip volurnes (vehicular and transit) were compared to the total person -trip capacities. The person -trip volume to capacity (v/c) ratios were compared to the person -trip C .1 W3055001-0nv MUSP`'Repo tatvised_ TIA.doc Page - 10 August 2006 sriteF- orn r_ arc: isso ates.3=Ec • • • level t Einsportal"€o n out c 'el of sen ?ACC In indicated have excess person -trip capacity during the P.M. p'ett. s?ti it1 acceptable 1e\ t lw r t5�� si"',r\ ice (LO)S 1) or bett 'cr). Table 3: 2006 N:iza i-Dade Transit Conditions — Cora Transit Route Information irection of Travel P.M. Peak Buses Hour per Headways =. Hour presents the tra nsbot i6; eorri a4 east of SW 92'd Avenue) Average Bus Capacity (riders) P.M. Peak Hour Directional Person -Trip Capacity Route 24 ( Eastbound [ 15 in 717 P.M. Peak Hour Average Directional Route Ridership 64 (16 riders per bus) \:\ estbound 15 minutes [ 4 2)2 12 (3 riders per bus) Route 27 Eastbound 15 minutes 4 53 212 104 (26 riders tier bus) Westbound 1 5 minutes 53 212 56 (14 riders per bus) Total Eastbound € - Westbound 8 8 424 424 168 (21 riders per bus) 68 (9 riders per bus) Table 4: 2006 Miami -Dade Transit Conditions — Coral Way (West of SW 32nd Avenue) Transit Route Information Route 24 Total Direction of Travel P.M. Peak Hour Headways Eastbound 15 minutes Westbound 15 minutes Eastbound Westbound - Buses per Hour Average Bus Capacity - (riders) P.M. Peak Hour Directional Person -Trip Capacity P.M. Peak Hour Average Directional Route Ridershi► 64 (16 riders per bus) 12 (3 riders er bus) 64 (16 riders per bus) 12 (3 riders leer bus) G:`,0_3055001-One Mi;sn.Repor`,Revisecf TIA.doc Page -ii Aueust 2006 • • • 9.rtd�ble 5: 200 ransit Route I Direction of information 1 "Travel Tota 1 1iti I'a51. Peak Buses Hour per Hcadways Hour Southbound 10 minutes Northbound 6 8 AN Buses Capacity (riders) Arai Veal; Hour irecijonai son -Trip Capacity 336 412 Hour Ati era=,c. I)irecti0ua l Route Rider'shi13 84 (14 riders per bus) Southbound 1 - 8 336 6 (22 riders per bus) 84 (11 riders er bus) Table 6: 2006 Miami -Dade Transit Conditions — SW 32" Avenue (South of Coral Wad ) Transit Route Direction of information Travel P.M.Peak Hour Headwas�s Buses per Hour Average e Bus Capacity (riders) P.M. Peal: P.M.Peal; Hour Hour Average Directional Directional Person -Trip Route Capacity Ridership .- QNorthbound a. v. M ^ z y Route 6 Northbound 30 minutes ! 2 41 82 8 (4 riders per bus) Southbound 30 minutes 2 0 0 0 (0 riders per bus) Route 24 15 minutes 4 ,3 212 64 (16 riders per bus) Southbound I5 minutes 4 53 21212 (3 riders per bus) Total Northbound - 6 - 72 (12 riders 294 per bus) Southbound - 6 - 212 I2 (2 riders s er bus) G:043055001-One MUSP\Report'',Rev'ised_ TiA.d©c Page - 12 August 2006 • • • rl Kimley-Horn and Associates, Inc. Table 7: 2006 P.M. Peak flour Transportation Corridor Segment Conditions Principal Roadways Peak Season F.M. Peak Hour Roadway Volumes P.M. Peak hour Transit Ridership P.M..Peak Dour ".total Volume (V) Directional Peak 1-lour Vehicular Capacity t�i P.M. Peak. Hour Transit Capacity 'trips P.M. Peak Hour Total (.'apaeity (C) Person- Trips 1'.i41, 'Peak Hour Excess Caltae0v Person Trips P.M, Hour of Service Vit Ratio I Peak Level 1.t4 Vehicles Trips rtf Trips Person- trips Person- Trips Vehicles Person -Person- tips (i) Coral Way (East of SW 32"d Avenue) EB 1,345 1,883 168 2,051 2,447 1,800 1,800 2,520 2,520 424 424 2,944 2,944 893 407 0 7 0 8:' li WB 1,699 2,379 68 Coral Way (West of SW 32nd Avenue Eli 1,518 2,125 C4 2,189 1,81.10 2,520 212 212 2,732 4,006 543 1,445 0 80 0_6-1 1) 1) WB 1,821 2,549 12 2,561 2,710 3,794 SW 32"d Avenue (North of Coral Way) NB 851 1,191 176 1,367 771) 77f) 1,078 1,078 412 330 1,490 1,414 123 500 065 SB 593 830 84 914 SW 32nd Avenue (South of Coral Way ) NB 596 534 72 906 770 770 1,078 i 134 294 212 1,372 1346 406 236 0 60 ra :; (' 513 784 1,098 12 1,110 (I) Volumes (vehicles) were converted to person -trips using 1.4 person/vehicle occupancy (2) Directional peak hour capacity derived from the 2002 FDOT Qualily/LOS Handbook and the Iv1i,in,i-Ih�.rttEtn n 1?01. {;:1o43055o01-One Mt ISPIReportIltevised TIA.doc • • • Kirn ey-Horn and Assoc;ales. Inc. lutese OT1S P.M peak hour capacity i'ilnaivses were so performed for the siudv et presents the results of the analyses. The signalized Intersection of SW Way is currently operating at LOS D ‘vith an overall intersection delay of 4€ .7 stop -controlled approaches of the intersections of SW ;2 Avenue and SW 23' 321zu Avenue and SW 2 Terrace are shown in operate at LOS F. Detat outputs are included in Appendix D. along with existing intersection traffic signal Table 8: 2006 P.M. Peak Hour intersection Conditions Tai nue and Loral second_ Thc Street. :nd S g :STNC/IRO 6.0 Intersection 2006 P..M. Peak Hour Overall Level of Service (Existing Timings) LOS � Delay (s) SW 32°d Avenue and Coral Way D j 40.7 I SW 32"Avenue and SW 231.d Street F(1) 126.0 (1) I SW 32°d Avenue and SW 23`d Terrace F(1) 106.7 (I) SW 34`t` Avenue and SW 231d Street B(1) 10.8 (1) SW 34th Avenue and SW 23`d Terrace B(1) 10,5 (1) timing plans. ( I) Overall intersection LOS not provided for two-way stop -controlled intersect QM. The worst minor street movement is indicated. G:`.04305500i -One NIUSP'\.Repor-t Revised TIA.doc Page - f 4 August 2006 • • • Horn ssvc tries. 'nc B CKCRC t:' l)"I" AF C:` i 2 c conditions ; 1. del d� a�. I�C?ii1Ci traffic co edit � i � are if � as the ex traffic conditions ;Etta \ roaul "av" nct orh in the Year 2009 (correspondli to total handout) .t iChoti the development of the proposed project. The background traffic v lunges are the Slim? of the eACStiFILI lra!i'c and additional "background" traffic to account for expected traffic 'growth tit: stt Background Area Growth Future traffic growth on the transportation network was determined based upon historic growth trends at nearby FDOT traffic count stations. The following FDOT count stations were referenced for this analysis: • Count station 5201. is located on SR 5/Li5 1 north of SW 2 7 t" Avenue/SR 9 • Count station 2549 is located on SR 972/SW 22 Street west of SW 17'h Avenue ® Count station 1038 is iodated on SR 972, Coral Way west of SW 27th Avenue The growth rate analysis calculated a growth rate of 1.56 percent (1..56%) for count station 5201. 0.90 percent (0.90%) for count station 2549 and negative 0.75 percent (-0.75%) for count station 1038. Therefore, a growth rate of 1.00 percent (1.00%) was applied annually to the traffic counts to attain future (2009) background conditions. Historical traffic count data and growth trend calculations are included in Appendix E. Committed Developments City of Miami staff was contacted to deteiniine if any projects that have been approved but not yet completed in the vicinity of the project site should be accounted for in this analysis. The Large Scale Development Report (April 2006) was reviewed and four (4) major use special peiuiits (MUSP) projects were identified: Blue on Coral Way, Gables Marquis (Belmont), Midtown Lofts, and The Mile. Traffic information for these projects is included in Appendix E. The projected traffic from the above projects was -added to background traffic. G 043055001-one MUSP'ReportiRevisec TJA.doc Page - 15 August 2006 • SW 22nd Street SW 22nd 'recruce SW 2.3rc-J Street SW 23rd Terrace ---• 0, 1 L. P.M. PEAK HOUR VOL.VE.5 .;;VEF..1[CLES) xxXSt P.M PEAK HOUR VOLUMES (PERSON TR1PS) 4 - 4 7 9 Si A °4 A 4' 4. + 4 212 • ....••• - . . rIGURt 4 Kimley-Hom and Associates, Inc, • • • 7ey_HOr, r:v Ass ates. Inc PROJECT TR,-A traffic is defined as the vehicle trips expected to 7C. ',...t.cherated distnblitlon and assignment of this traffic over the road-, ay network. Existing and Proposed I.:and Uses and ih As previously indicated, the project proposes to construct 103.(00 square icet (--. -) of office space. 36,30(1 square feet ((-/-) of ballroom space, 5,500 square feet (- -) Of retail space. and residential townhouses. This analysis consei atively assumed 123,000 square feet of office space, 36,300 square feet of community center, 9,800 square feet of retail space, and 8 residential townhomes. The buildout and occupancy of tthe project is expected to occur by 2009. Project Access Two access connections will connect to SW 23` Street. The easternmost driveway will be used to enter and exit a large portion of the site's parking structure, while the westernmost driveway will be used to exit the residential portion of the site. Two (2) driveways will connect to SW 23fd Terrace. The easternmost driveway will be used to access a large portion of the parking structure and the westernmost driveway will be used to enter the residential portion of the site. Additionally, one (1) driveway will connect to SW 32nd Avenue that will provide ingress and egress to the area. Trip Generation Proposed vehicular trip generation for the project was calculated using rates and equations contained in the Institute of Transportation Engineers' (ITE) Trip Generation, Seventh Edition. The trip generation for the proposed land uses was determined using ITE Land Use 710 (General Office Building), ITE Land Use 814 (Specialty Retail Center), ITE Land Use 495 (Recreational Community Center) and 1TE Land Use 230 (Residential Condominium/Townhouse). Project trips were estimated for the P.M. peak hour. C�:?04305500I-One M[JSP ReportRevised TLA.doc Page - 1' August 2006 • • • iIE trip genera tion assumes a vein,ie Eq ry on _ Fier ch the City of -1iani has determined that <. o s t; rate � � persons per vehicle is ii3O r appropriate l F local area. Therefore, vehicular trips \Vert reduced by 16 percent to adjust I; these vehicle occupancy assumptions. The vehicular Yri generation calculations for the ',ro o t are presented in Table 6. Table 9: Proposed Trip Generation Future Land Use (1'TE Code) LI r P.M. Peak Hour Volumes Gross Total internal Net Capture Externa[ Pass -By Capture '` Net Nev ' External En cring Exiting Trips Reduction Trips Reduction Trips % I Trips % Trips General Office Building (7 1 0) 123 k.s.f. 217 0.5�4, 216 0.0°) 26I 36 S 3 180 Specialty Retail Center (814) 9.8 k.s.f. 45 11.1 % 40 76.5 10 44 s 56 Residential Condominium' Townhouse (230) 8 du 8 50.0% 4 0.0% 4 67 3 Recreational Community Center (495) 36.3 k.s_f. 60 0.0% 60 0.0% 60 29 17 l7 43 Total I 330 320 290 vph 59 vph 231 vph ITEfMiami vehicular occupancy adjustment (I6% reduction) 244 vph 50 vph 191 vpli Person -Trip Conversion (1.4 persons per vehicle) 390 p.t.'�1 70 p.0€? 267p_t.€€° .' p.t. = person -trips G:\043055001-One MUSP\Report evised TLA.doc Page - August 2006 • 410 • €ey-Hcr n d Asscciates. Inc. Trig Distrib itiun and AssieLtnment The likely dis dirt);' Ct. l he t on of proiec was forecast for the tip expected to \' the Stritiuuoa was based on a cardinal Stip d>str ibutio Jl t . °lcd fron. t e W Cost i/orclable Plun fog' the project site's traffic analysis zone (TAZ 105" ). The ardinal trip distribution for TAZ 1057 is provided in Table 7. The detailed cardinal distr`tsution is inclii ed in Appendix F. Table 10: Cardinal Trip Distribution Cardinal Direction Percentage of Trips North -Northeast 18.20% East -Northeast 15.75% East -Southeast 2.49% South -Southeast 3.46 0 South -Southwest 9.62% West -Southwest 18.35% West -Northwest 15.65% North -Northwest 16.48° a Total 100.00% Figure 5 shows the project trip distribution and assignment at the project driveways and adjacent intersections. The project trips (vehicular and person -trips) were then distributed and assigned to the roadway network. As part of the directional person -trip distribution, the maximum possible directional project traffic assignment was determined for the entire transportation corridor segment. GA04305'5001-One MUSP'ReportyRevise d TIA.doe Page - 19 August 2006 SW 22nd Street SW 23rd Street SW 23rd Terra e LEGEND xxx/xx DISTMBuTION/ ASSIGNMENT <> PASS BY TRAFFIC 1X/2 17X/32 30X/57 30X/14 --110. 1X/1--31. 2X/1 —AO. 30X/14 S I 2%/1 rillAV PU? MS — 61%/30-(15> 311 lex/9- 01 X X C, A 10 V v 53X/1010> 4X/8 4X/8 <9> 35,0 7 4x/2 A ; V M V 4J 1, 01'T 5%/3 --- 41) FIGURE 5 DD AND A • • • °[rlev Horn 2 u Assoc at&s. tnc. TOTAL (2009 WITH PR(.)JE T) - F C Total traffic volumes ( c icular and person -trips) c lsi ti the .utu , cai (2)0nai for this project are the sum of 2009 background traffic volumes and the expected project trafd volu. ales. Figure 6 presents the 2009 total traffic for the study area. Total turninu movement volume development worksheets for the study intersections are inchided in .\pp endix (3. (3:A043055001-One MUSP\Report`Rc ised TIA_doc Page - 21 August 2006 SW 22nd S treet SW 2,3rd Street 17 :1 11 CD 172 SW 2:3rd 14 4-/ Terrace LEGEND XX P.M. PEAK HOUR VGLUMES {VEHCLE5) P M. PEAK F.q-iR VOLUMES (PERsoti-.TRIPs) 66 ----- 2 4 7 411 12, ;32.- 433 " 1,1 4- , I A 4 44., 1 44,; 41, A A c.)) tLd 44 I * A, ' I I .44 -IGURE 6 Kimley-Hom 1 and Associates, Inc. • • • Krn ey-Horn and Assocates. Inc. FUTURE C TD T. 31°S 200(. A 7IT N< _YSL Two separate future conditions P.M. peak h ur capacity'analyses were , r ornt? d. A transportation corridor (person - trip) capacity analysis. Intersection capacity analysis_ The future conditions analysis were performed for (1) the 2009 background traffic conditions and (2) the 2009 total traffic conditions, which included the 2009 back tround traffic and the new trips expected to be generated by the protect_ Future (2009) Background Traffic Conditions Table 11 presents the results of the transportation corridor capacity analysis for the 2009 P.M. peak hour background traffic conditions. As indicated in Table 11, the corridors have sufficient capacity and are expected to operate at acceptable levels of service (LOS D or better). Table 12 presents the results of the intersection capacity analysis for the 2009 P.M. peak hour background traffic conditions. The signalized intersection of SW 32nd Avenue and Coral Way is expected to operate at LOS D with an overall intersection delay of 44.3 seconds per vehicle. The stop -controlled approaches of the intersections of SW 32nd Avenue and SW 23`d Street, and the intersection of SW 32nd Avenue and SW 23'd Terrace are shown to operate at LOS F. Detailed SYNCHRO 6.0 outputs are included in Appendix H. G:\043055001-One MUSP'-.Report'.Revised TIA.doc Page - 23 August 2006 • • • © C1 Kirnley-Horn - and Associates, Inc. Table 11: Future (2009) Background P.M. Peale [lour Transportation Corridor Segment Conditions pal Roadway 2009 P.M. Peak Hour Background Volume ct( Committed Peak hour Volume (2t 2009 P.M,2009 Peak Clone' Total Volume t{i Person Trips P.M.Peak flour `I'olal Capacity ((') tai Person Trips 20{J+) P.M. Peak flour (_ tpaeity' Person Trips 2009 Peak Total Service VI(` Ratio [°,1f. HourPrinci l 1't3S Person- Trips Person- Trips Coral Way (East of SW 32"d Avenue) EB WE3 2,051 100 2,151 2,944 793 0.73 0,80 li (" 2,447 91 2,538 2,944 406 SW 32"d SW 32"d Coral Way Avenue Avenue (West of SW (South of (North of 32"d Avenue Coral Way ) Coral Way) E(3 2,189 71 2,260 2,732 47) 1,375 0 83 0.66 (194 0.60 0.69 0.,88 I) 1) I) t. (_ WI3 2,561 70 2,631 4,006 NB 1,367 30 1,397 1,490 93 441 SI3 914 59 973 1,414 N13 906 35 941 1,372 1,290 431 S13 1,110 29 1,139 151 1) An annual gr A th ra e (1.00 percent) was applied to the 2006 P.M. peak hour. total volume t ctctcrmine th 2(09 hmck.v onn ( r Initt� . (2) Total traffic generated along the corridors by committed developments 3) The summation of 2009 peak hour background volumes and committed trips. (4) Total capacity determined in Table 4. (3-1043055001-One MUSt'1ReportARevised 'TIA.doc • • • Kirney-Horn and A'sciciates, Table 12: Future (2009) Background P.M. Peak Hour Intersection (..7(...) Intersection SW 32'd Avenue and Coral Waty' 2009 PM. Pea Hour Overall Level of Service LOS Delay () 10 44.3 SW 32© Avenue and SW 231` Street SW 32"d Avenue and SW 230 Terrace 194.7 (1 ) F(1) 135.7 (l.) SW 34th Avenue and SW 23rd Street SW 34`h Avenue and SW 23"i Terrace BtII [3(1) 10.9 (1) 10.6 (1) Overall intersection LOS not provided for rwo-way stop-controlIed intersections. The worst minor street movement is indicated. a043055001-One Report\Reviseci_ TIA.doc Page - 25 August 2006 • • • Futi re f2009) Tot= Traffic Co Table 13 presents the results of the transportation corridorc ipacitY analysis fo peak hour total traffic conditions. As indicated in Table 13, the corridors lis.vc s.ufti capacity and are expected t0 operate at acceptable levels of service (LOS D or butter). Table 14 presents the results of the intersection capacity analysis for the 2009 .p.M_ peak hour total traffic conditions. The signalized intersection of SW 32nd Avenue and Coral Way is expected to operate at LOS D with an overall intersections delay of 49.4 seconds per vehicle. The stop -controlled approaches of the intersections of SW 32nd Avenue and SW 23"` Street, and the intersection of SW 32' i Avenue and SW 23" Terrace are shown to operate at LOS F. This result is common for the stop -controlled approaches at an unsignalized intersection. The project driveways are expected to operate at LOS D or better. Detailed S}NCHRO 6.0 outputs are included in Appendix I. G:1043055001.One MUSP"Report\.Rev sed_ TiA,doc Page - 26 Augusi 2006 • • • Kimley•Horn and Associates, Inc. 'fable 13: Future (2009) P.M. Peale (lour Transportation Corridor Segment Conditions Principal Roadway 2009 P.M. Peak Hour .1 Dial (3) Volume ' Project P.M. Peak Hour Distribution roject I .M. Peak Hour Assignment 2009 P.M. Peak Hour Total Volume (V) (t) — Person Trips 2009 P.M. Peak Hour Total Capacity (C) (5) Person- Trips 2009 P.M, Peak Hour Excess Capacity �.. Person- 'Trips 2009 r Peak tk I otal of Service VIC. Ratio P.M,# Hour 1,evel Person- Trips (Maximum) ___. Person- Trips Coral Way Coral Way (West of SW (East of SW 32nd Avenue 32"d Avenue) E13 2,151 35% OUT t)3 2,744 2,944 700 0 m Wf3 2,538 35`%, IN 25 2,563 2,943 380 0 8"r 113 2,260 35% IN 93 2,353 2,732 t79 0.86 I) WEI 2,631 .35%O{.JT 25 2,656 4,006 1.:350 (1,06 1) SW 32"d SW 32"d Avenue Avenue (South of (North of Coral Wav) Coral Way) NB 1,397 2% IN 2 1,399 1,490 91 0.91 1) SB 949 2% Ol1T 5 954 1,414 ltif) U.(i ;' N13 941 55% IN 39 98(..1 1,372 392 071 SB 1,139 55% OUT 147 1,286 1,290 ,1 0 09 1) An annual growth ra e (1.00 percent) was applied to the 2005 P.M. peak hour total volume to determine the 2(5)9 hL. ck9rnund v(d Total traffic generated along the corridors by committed developments The summation of 2009 peak hour background volumes and committed trips 201)9 P.M. peak hour total volume (V) is defined as the sum of the project P.M ptmk hour ass i muc rt and the back ;round c €ur r Total capacity determined in Table 4. GA043055001-One MUJSPRportlReviscd '1°IA_doc Ng! • • • 14: Fa 09 Intersection SW 32"a Avenue and Coral Way SW 3 Avenue and SW 2 3" Street SW _ 2 "d. Avenue and SW 23" Terrace )gar rsectiOtt t'(s1(litit:lr�_ 2009 P.M. Peak Hour Overall Level of Service LOS t)e(ar F(1) *(1` F (1) i49.2(1) SW 34th Avenue and SW 23R" Street SW 34" Avenue and SW 23" Terrace B (1) B (1) Northwest Dand SW 23' Street 13 (1) 10.1 (1) Northeast Driveway and SW 23" Street B(1) 1 10.8(1) Southwest Driveway and SW 23" Terrace A (1) 0.1 (1) Southeast Driveway and SW 23rd Terrace A (1) 9.6(1) East -North Driveway and SW 32nd Avenue N/A NIA East -South Driveway and SW 32°d Avenue D (1) 27.5 (1) (1) Overall intersection LOS not provided for two-way stop-controLled intersections_ The worst minor street movement is indicated. * Delay not reported in Synchro G:\043055001-One MUSP°:Report Revised_ T1A.doc Page- 28 August 2006 • • • PROJECT OJECT DRIVEN As previouSiy indicatod, two driveway's .ALY SIS tect to SW Street l €1c easier ism vcway will be used o ter and t . en a 2� exita large portion f the slts''S parking structure. while the westernmost driveway ‘ ill be used to exit the residential portion of the site. 1 will also connectt to SW 2 3 Terrace. The easternmost driveway will lie used to access a hirer portion of the parking structure and the westernmost driveway will he used to enter the residential portion of the site. Additionaliv, two f) driveways will connect to SW ; .'avenue. The northernmost driveway will provide ingress to the area and the southernmost driveway will be used to exit the area. No entry or exit restrictions are currently proposed for the project driveways_ As a result. no onsite project traffic queuing is anticipated. Therefore, a project driveway queuin analysis was not performed. C ' 4)43055001-One MUSP.Report.Res iced TIA.doc Page - 29 mug act 2006 • • • =,i€ e`y Horn r an-ri ales, inc. TRANSPORT. TIU\CONTROL l SUiRES PLAN A t ransportat:on Control Measures Plan is required for this site to d -anions,, ate now th developer plans to alleviate traffic from the proposed site on the suiToundIno roaidwav network. Miami -Dade County provides public transit in close proximity to the project sat-. ir, addition. other measures of transportation control can be used by the developer to encourage people to use public transportation, promote bicycling and walking, encourage car.'vanpooling and offer alternatives to the typical workday hours. Examples of these incentives include, but are not limited to: Provide transit subsidies for residents of the site Provide transit information within the site including route schedules and neaps Provide convenient and secure areas for bicycles Provide other transit -oriented amenities The applicant intends to make the site pedestrian- and transit -friendly - t friendli and will consider these features for incorporation into the site. G: O43O5500 -One MUSPyReportyRevi TIA.doc Page - 30 August 2006 • • • Kimiey-Hom and Associates, inc. FUTURE TRANSN RTAFIO PROVEMEM-S As part of this traffic inipact analysis, future transportation improvements (pro,zrinmed inJ planned) were researched \vithin the corridors adjacent to the project site. c\ er, there ar no future transportation movements planned or programmed in the study arf a for this ste_ G:\04305500 I -One MUSP\Report \Revised TIA doc Page - 31 August 2006 • • • This traffic impael assessed the impacts of the One pile:, on ibe sUIT011 'd transportation iiet,.iork. The aililil'Sls was conducted in accordance \iilti tip (.=-it, .requirements and included data collection; project trip eneration_ distribution, arid assignment; transportation corridor segment capacity analysis and intersection capacity anaIvssThis report is being submitted as part oCa MUSP application. Transportation corridor capacity analyses and intersection capacity analyses v 'erre performed for the existing 200E peak season conditions. Results of the analyses demonstrate that the transportation corridors and intersections in the vicinity of the project site operate at acceptable levels of service_ Trip generation calculations indicate that the project is expected to generate 244 new vehicular trips and 390 person -trips during the P.M. peak hour. These trips were assitmed to the roadway network based on a cardinal trip distribution obtained from the 2005 Cost Feasible Plan. Capacity analyses were also perfoukiied for the future (year 2009) with project conditions. Results of these analyses demonstrate that the transportation corridors and major intersections are expected to operate at acceptable levels of service with the addition of project traffic. G:10430550©1-One MUSPv1ReportlRevised TIA.doc Page - 32 August 2006 • APPENDIX A: � Methodology Correspondence • • • Kimley-Horn and AsJoc ates me. Item orandu,n To: Mr. Quazi Masood. E.l. LRS Southern Corporation From: Shannon Lev, E.I. Date: May 31. 2006 Subject: ONE —Proposed Office Development lt1USP Traffic Impact Analysis Methodology The purpose of this memorandum is to summarize the MUSP traffic impact analysis methodology as agreed to during the May I 9t meeting. The proposed development is bounded by SW 23`d Street on the north, SW 23rd Terrace an the south, SW 32nd Avenue on the east, and SW 34th Avenue on the west. The proposed development includes 103,600 s.f. of office space, 36.600 s.f. of a ballroom, and 5.500 s.f. of retail space. The following items were discussed: Trip Generation Trip generation calculations will be performed using ITE Trip Generation, 7th Edition and the ITE Trip Generation Handbook. Trip Distribution Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ). According to Miami -Dade County's TAZ Map, the project is located in TAZ 1057. Committed Development The City of Miami will be contacted to obtain the April 2006 Edition of the Large Scale Development Report. Projects currently under construction or approved will be included. Projects in the application stage who have submitted a traffic study will also be included. TEL 954 739 2233 FAX 954 739 2247 • • Study Area The study arca lo: ih s oru;e., is boarded by i Solidi Dixie Hi21-i "vay (IJS 1) on the south. StiV 22 a Douglas Road on the ;4 c i. Within This stud' idrnufied for analysis: Ntiy o the north. u' on the Seas',. and S. ri311 Ts \.eL • SW 32 Avei€lac at SW 22' Streen oral \ ' tsignalized) • SW 32 Avenue at N'F.42l-A tunsigmalizedl • i end Avenue at 1\E a-`- \'Lillie tunsienahzedl • SW 34th Avenue at SW 23"' Street (unsignalized) * SW ; r, Avenue at SW 2 -. Terrace (unsig-nalized The following corridors vvere identified for analysis; ® SW 32" Avenue 6 SW 22''d Street /Coral Way Data Collection PM peak hour turning movement counts will be conducted at all identified study intersections. 24-hour machine counts will be conducted on SW 32 ° Avenue and SW 22'd Street/Coral Way. All traffic counts will be adjusted to reflect peak season conditions using the appropriate FDOT adjustment factors. Capacity Analysis Capacity analyses will be conducted for the PM peak hour at all identified intersections and corridors. Intersection analyses will be perfouuled using the Highway Capacity Manual (HCM) methodology. Corridor analyses will be conducted using information from the Miami DRI-II (i.e. person -trip capacity) and the FDOT Quality/LOS Handbook. In addition, all project driveways will be addressed in this analysis with respect to access (controlled/uncontrolled) and queuing. Site parking information will also be provided in the report. Loading area maneuverability will also be addressed. Documentation The results of the analysis will be summarized in a report. The report shall include aII necessary supporting documents including signal timings, lane geometry, and software output sheets. G:\043055001\:CorrespondencelMemo\O5 31 06 LRS Memo.doc • • • APPENDIX B: Traffic Count Data • • • Intersection Turning Movement Counts TEAFFi_ SURVEY SPECIAALIS SW 22a5. STREET & SW 329?-shl&3E 824 GkR:1574.A TERRA= Site MIAMI, FLORIDA 2E2RA": 59115 °., FLOR771 .7444 15452.. CCL TE:1 BY: ISIDRO GON ALEZ .361' 272-3255 FAX ,_5;' ,2-4021. ?11. 0 STGNALIZE12 Pag.4.. ALL 5R 0. Sa 3217 AVENUE 515 22ND STREET From North r0T FN491 cri 32177 .40.1781-777. SOUth R oht Thru uTurn Left R1..burr. lief_ Sly 7 Thru vim= __ Left Date 05/25/06 S1 2217 S- E Theo s„_...r-. Left, o ai 19306 21 52 0 21 ; 17 390 37 25 70 0 38 i 30 225 16:15 35 86 0 13 1 14 358 5 41 1 21 78 0 28 i 22 267 26171 42 97 0 21 ; 19 339 3 33 ; 15 91 G 34 26 286 16:45 47 86 0 18 I 15 372 1 41 1 16 52 46 ; 22 249 Hr Total 149 333 0 72 , 65 1459 '_2 152 , 77 321 0 146 100 1027 34 973 40 ,012 31 1079 55 9354 160 4078 17:00 66 88 0 21 ! 17 369 2 44 [ 13 93 0 41 22 305 1 55 ' 113, 17:15 48 9G 0 22 i 26 411 5 44 13 82 0 35 , 31 323 2 50 , 1162 17:30 54 112 0 29 1 19 399 1 37 ; 25 96 0 40 , 34 295 1 41 f 1187 17.45 50 93 0 10 [ 14 405 2 47 I 16 80 0 37 35 337 0 45 1 1171 Hr 7'otal 218 383 0 82 j 76 1584 10 172 I 67 351 0 153 ' 126 1240 4 191 j 4557 kTOTAL' 367 716 0 154 I 141 3043 22 324 I 144 572 0 299 226 2267 9 251 ! 8735 • • SW 2.27517 STREET & SW SfiND AVENDS MIAMI, FLORIDA COUNT= MT: ISIDRO 0°17NE75L12 4111SIGNALIzEn TRAFFIC SURVEY SPECIALISTS INT. 624 CAPDENIA TERRPCE DELRAY EEACE, FL,ORIDA 33444 D2-6I 272-1222 RX O2,81 272-4721 ALL VEHICLES SW 32ND AVEWDS !SW 22122 srRESEIT iSW 3277D AVENUE 575 22ND STREET From North ;From East iFrcre, South 1.7-rm West . . Right Thu Unirn Left I Richt. 27eru U71urn Left : Right Thru UTurh Left ! Rich. Thru ETuin Left Total Dace 05/25/0E --- - , Peak Hour Ana/yals By Entire Intersection for the Period: 1600 to 18:00 or 05/25/06 Peak star: 17:02 ] 17,00 1 17:90 12,02 Volume 218 383 0 82 76 1684 ID 172 57 351 0 153 1 126 1240 4 191 Percent 325 565 05 124 i : SA 264 1* 975 12* 614 01 271 al 294 04 124 Pk total 693 1 1642 :15 1 571 156/ Highest 1717 30 17:30 i 11 17:45 Volume 54 112 2 29 1 26 411 5 44 1 25 36 0 40 35 337 2 45 Ri total 195 48E 151 .89 417 VHP .68 .95 ! 1 .94 SltP Cpd,.! • 00(.-SnS.:', Start Date: 02/26:06 SW 22ND STREET 4111 153 1,584 218 1,955 195 195 • 1,240 218 218 1,240 1,561 126 126 0 • 0 SW 32ND AVENUE 383 683 82 82 3,516 1,305 195 351 76 622 1 • ALL VEHICLES 3,231 Intersection Total 4,657 1,262 182 153 383 126 691 153 SW 32ND AVENUE 571 • 351 351 0 0 ▪ 76 76 • 1,584 ,842 1,584 182 182 1,389 82 1,240 67 SW 22ND STREET 67 67 0 • i • L T ! 1 (AM i , ittAa z4(2.aoco. TRAFFIC -L SPECIALISTS, ;14"_ 58 23253 STREET 8 .00 32053> 0 0h:5 0.0941 , FLORIDA COUNTED _ . RELISS0 CANZALE3. 0 NoT SIGNALIZED S✓1 32ND AVENUE From ?lcrt E24 04ARDENIA TEXPACE DELRAY BRA,Z . FLORIDA 33444 :351-- 2 2 .3255 FA.E .86:,. 2-4201 SW 23RC STREET L670m East ALL miic5388 Sri 32ND 0011 ,_ Pro... 0055 SW 23RD STREET Frcm blest S E'z44 scsse _..,..o_.._ S tart DaLe, Page Right Thru 13TI`u:n Lett Raght T1ru Lam_ Left Right 09—u UTu;n Lest Rio-ht Thru _bore 1,ef oua1 Date 05/25/0G ._...._-______............... -------_-.._ __-.- --- 16:00 4 118 0 14 1 12 5 0 2; 20 12.; 0 8 16:15 6 131 0 13 j 14 2 0 1 f 10 117 0 14 :51 _ 029 0 24 i 16 _ ., 0 9 121 0 9 16:.5 131 0 12 I 13 4 0 17 132 0 5 16 l:r Total 20 505 0 63 55 12 0 L 5E 493 0 4 11 211 32s 328 341 1309 17:00 5 124 0 28 i 15 5 0 2 i IS 124 0 11 9 4 0 2 ,,x_ 17:19 8 145 0 32 ] 22 1 0 3 I 22 100 0 13 I 19 5 0 2 I 3373 17:30 5 161 1 32 i 16 2 0 1? 18 118 1 15 ;16 7 0 1 396 17:45 5 149 1 31 i 20 4 0 1 1 11 114 0 11 I 15 5 0 2 [ 369 iir Total 26 579 2 123 ] 75 13 0 7 ,' 56 456 I 50 1 54 22 0 7 i 1485 ',TOTAL* 46 1084 2 186 130 25 0 12 ( 122 949 1 86 1 96 33 1 16 I 7791 • • SW 23RD STREET 6 Sii 5120615 244343T6. MIA245, FLORIDA COUNTED DYH MEL/SSR C,TWZALE5 110 NaT SI01HALIZ.3.22 SW 3243 AVENUS From North Right Thru U731rn Dote 05/25/06 TRAPP:0 SURVEY SPECIALIST, TNT_ 524 GARDENIA TERFACT DELRAY BEACH. FLORIDA 22444 272 FAX (561 271-e291 ALL VEH:CLES Codr Start Date. 05725/05 File 115. ! 22.076:.2AV Pees . 2 !SW 22.610 STREET jSW 23912 STREET :SW 22NU. AVENUE ! !From East J'rcm South From West . ' Left 1 Right Thrfc UTurn Left ! Right Thru HT= Left ! Rignt Thru Itrurn left j Total Peak Hour ArlalyBio By Eritire Intersection for tO.e Period: 16,00 to 18:00 on 05/25/08 : Peak start 17I 1780 17.DO 00 17,02 Volume 26 579 2 122 1 75 13 3 7 44 455 1 55 59 22 2 7 Percent 4* 79% 0* 17* : 79* 144 ot 7* ; 12* 014 0% 90 674 240 30 El Pk total 730 ! 95 : 573 1:815 Highest 17:20 ! 17,15 1 17:36 Volume 5 161 1 32 1 2 1 0 3 I 18 118 1 1.5 19 6 2 2 iii tote, 199 i 26 152 27 PHF .92 i .91 I .94 0 26 0 26 SW 23RD STREET • 51 13 90 26 7 7 22 22 88 59 59 0 • 0 SW 32ND AVENUE 579H 125 178 7 456 75 579 125 538 730 1,268 ALL VEHICLES Intersection Total 1,486 7 579 59 645 1,218 308 573 51 456 51 456 SW 32ND AVENUE .81 75 13 95 13 7 7 213 SW 23RD STREET 125 22 66 66 66 0 • • • ---41---> 1 F4,0 C'iiet._ Mc 24:, tz°Og (alt.) p. by. Lik. s RI, b14‘.i A a v 1-S 0 rat t-'l:NM1. 0 SW 23RD TERRACE 1 5•W 32ND .41,TNUE 5131511. FLo syk COUNTED ?* LDA 0s3r,5=: F ON=S SIGNALIZED 5W 32ND AVENUE From ;tort^ T?.AFF5C crag Y SPECIALISTS, 25012 ✓EL0A E€5155, FL,OF_L31 33644 ,301. -3255 FAX 66 L__ 4181 3L . VESlCLES i55 23RD TERRACE ;From East 95 32Ny AV 235 !From South 1955 23R i 55iw25 !Fr ar~ nest Might Thru C'Turn Lef% I Right Thr2 UTurr }•9C Right '5orii . urm Left . Right Thru UTurh Left , Total Date 05/75/06 15:00 5 115 0 6 j 5 23 0 3 I 4 132 3 _ 6 6 2 312 16:15 4 129 0 9 I 4 s1 0 2! 2 132 12 5 j 1 8 12 _ .314 16:32 9 123 0 1C 4 14 0 8 . _ 129 _ � 5 _ _ 124 16:45 6 _a5 C 9 w.. 9 0 10 . 7 139 , 2 1 6 0 4 337 lir Total 26 502 C 36 24 53 0 23 , 12 532 1 19 , 13 25 10 I 3267 17:00 9 116 0 13 I 9 19 0 2 10 139 0 7 5 11 0 2 j 345 17:15 5 149 0 9 j 8 20 0 9 I 23 118 0 6 1 1 15 0 3 j 366 17:30 7 156 0 10 I 3 20 0 4 j 9 137 0 4 I 3 14 0 5! 374 17:45 12 143 1 11 I 13 19 0 7 10 110 0 2 i 4 6 0 0! 335 Mr Total 33 566 1 43 ! 33 78 0 22 j 52 504 0 15 € 16 46 0 10 1423 4TOTAL, 53 1066 1 79 I 57 131 0 45 I 70 1042 0 38 29 71 0 20 2710 • • SW 239L TERRACE 9 SK 32NE AVEME MIMI, ELDRIDA NONNTEL RL NILDA 08EGERA 111111 NOT $IGNAI,IZED TRASSIE SURVE1 SPECIALISTS, INC: 624 GARDENIA TERRACE DEI,RAY SEACE, FDDRIDA 33444 561: 212-3255 FAX (591 271-4391 ALL VISHICLES CcOs 10gaC156 Start Date! 38.'25;34 File SW 32522 AVEN1875 ;934 239E TERRACE 1SW 32172 AVNLE 18W 23RE TERRACE From North 1From East ;From South !From Kest I 1 Right Thrr LITurn Left 1 Right Tr' IT778.-rn Left 1 Right Thru UTurn Left i Right Thru Ullurn Date 05/25/06 Lett : "Total Peak Ht.= Analysis By Entire Intersection for the Period: 26:C3 to 18:00 on 05/25/06 1700 170C : 1700 Peak start 17:03 : Volume 33 56e 1 48 1 33 78 3 22 52 504 0 19 I 16 46 2 JO Percent SW 664 04 76 255 595 04 17t 1 St 883 04 36 1 221 545 04 149 Pk total 643 1 133 i 575 i 72 Highest 17:3D 13:45 1 17,00 17:30 volume 7 156 0 10 13 19 2 7 1 10 139 0 7 I 3 14 2 5 ! Hi total 175 39 156 1 22 PAR .92 ! .es 1 92 .82 AmhSW 23RD TERRACE lir 19 78 130 33 10 10 46 SW 32ND AVENUE 566 566 643 1 202 44 44 1,190 10 504 33 547 ALL VEHICLES 46 72 1 Intersection Total 1,423 16 16 0 • 22 566 16 604 SW 32 1,179 275 575 19 504 19 504 AVENUE 33 33 78 133 78 22 22 142 SW 23RD TERRACE 44 46 52 52 52 0 0 • • • M I A M I f Lot -kick j 2.‘ Zoo s draw vt► '. tt& s P4(o At>T 5 ig n&U Led S9 23RD SIISE.E. 9 SW 34`295 AVENUE MIAMI, FLORIDA COUNTED BY, BRANDON WAT LE -TOT SIGNALIZED SW 39179 A4 EN'. S From Nat TRAFFIC SURVEY 5PEDIXLIST7_ ZR1, S24 GARDENIA TERRACE DELRAY S A2 7:, FLORIDA 33444 56I; 272325 5;E .___, 272-446.: 73950 STREET Last ALL VEHICLES 9 W 3 4 9 AVKNC-5 raa,, Ss tr SW 2390C _ E7 C7iu File "23:3734AV Right Thru Tiro 23e`t Right Thru UTurn Left IR191s0 x9ru CTur^ Lett R7g57 Ti m u_,r_. Left Total Oats 05/20/09---- 15:00 4 3 26:15 1 15:3C 14 15:45 1_ 14 0 2 14 56 4 27 0 0 0 4 0 _ 2 15 .. 4 95 _ 15 � 50 9 0 4 0' 12 0 2 12 2 55 §ir Total 5 4C 7 7 54 1 6 _ 35 _ 5 w 45 C15 235 17:00 3 15 .. 2 3 14 2 1, 0 __ 0 1 I 1 15 0 7j 17,15 2 17 C C 2 5 0 4 j 2 11 C 1 1 0 30 0 6 1 80 17:30 8 14 0 1 8 15 0 2 1 2 10 0 1 1 0 16 0 5 i 82 17145 2 17 0 3 t 5 12 0 2! 6 14 0 0[ 0 17 0 6 84 PT Total 15 63 0 6 I 18 46 0 9 : 10 50 0 3 [ 3 78 C 24 ', 323 .TOTAL. 23 103 0 13 I 25 100 !1 /5 13 85 1 8 4 126 0 43 559 • • Sit 23RD STRUT 6 S+ 3.1530 AVENUE 141N1e'., r 11.i*DA CiWIN E[, l3 e ERA/4E0N 5A LF 111. ti T Si.1.=2ED SW 34TH AVENUE 30010 North "RAFFI_ SURVEY 5S'EC2A STS , INC_ 634 CARDSNIA TEXRADE di.v4 e Sv.334, 33 5:DR- 3.3544 - < 9355 FAX". 5530 < 4 16W 23 3 STREET ' 'ror.: Seen ALL VEHICLES 5ss 94TH 00 ENU aon S61:t€: 35 23323 STREET Site ..00_ File 23S754A3 race Right Tyr. UTuon Left ( Right Thru LT -or;; Left Right Thru Lrurr= Left Right Th. = Date C5/25/06-------- Peak Hour A^.ai ysis Ey Entire intersection For the Period: 15,00 to 15:00 on 05/25/05 Peak; start 17:00 J 17:00 17-00 Vaiwoe 15 53 0 5 I 16 45 9 ? 10 50 0 3 1 75 2 24 I Percent 184 755 05 74 I. 254 53% 0E 126 155 794 64 54 : 19 754 09 234 Pk total 54 ( 73 53 103 Highest 17:30 17:30 i 17-45 17;15 volume 6 14 0 1 1 6 15 0 2 6 14 0 © 0 30 3 v Hi total 23 25 23 36 AHF .9. .73 [ .79 .72 0 0 SW 23RD STREET • 3 46 64 15 24 24 167 167 78 SW 34TH AVENUE 63 84 63 176 24 50 18 92 ALL VEHICLES 78 103 1 0 • Intersection Total 323 9 63 1 73 136 SW 34TH AVENUE 63 0 0 18 18 46 73 45 9 9 94 SW 23RD STREET 50 10 0 6 78 10 • • • (a.2 (1200(4, co w'\ b : Lu.is PLovNoti t o voT Si ��..LbZeyC` SW 21RD TERRACE & SW 347E AVENUE MIA -MI, FLORIDA CODJH"T£ 07: RAYYUNDI- 459i.t1.NCEZ 111111 NOT Slta"?�7Fd.I Z$C SW 334Th Av0N4E :'roes North TRAFFIC SURV .- 7. WC_r2:2S S, INC- 824 NYR ENTA TERRACE DNCSAY GLACE,FLORIDA 3344; 561_ 2.72-3255 FAX 1-61 272--43E1 'VEHICLES iSri 23043 TERRACE rr East g; 3 4 T H 4 EN17G 1FrOm South Sri 21RD TERRACE ....... West 4tarZ Dat_,. Page P.1ghl Thu :TTurn Left ( Right T0ra 4"74ar+ 1,257 Algol :Nru U?`,30n Lett Right Thru 12..urr: '-,eft , soul Date 05,125/0€ 36:00 3 8 0 4 i 1 27 0 3 I _ G 16,15 2 6 0 0 i 2 12 0 4: 3 5 € 16c3C- 14 8 4 21 01 e 2 2 15:45 3 12 0 , 1 15 0 2 2 8 _ Rr Total 8 40 t 1 8 62 0 7 27 17:00 10 0 1 1 1 22 0 3 3 0 17:15 3 17 0 11 3 22 5, 4 7 0 17:30 1 13 0 0 1 1 27 0 5 j 2 0 17:45 3 14 0 01 3 22 0 4, 0 13 0 Er Total 11 54 0 2 f 93 0 17 1 9 35 0 • a [ 14 _ 6 S 14 54 2 1' 0 2 _ 68 7 55 0 9 _ 259 0 14 0 6 € 74 1 15 0 6 , 64 1 15 0 5 78 0 19 0 3 82 263 C 23 3:8 *TOTAL* 15 94 0 3 • } 16 175 27 16 62 0 9 121 30 { 577 SW 25RD TER6AC5 & EW 36124 AVENI:5 MIA.MI, FLORIDA COUNTED 19-Z, 5.X27,7-T6I:. _WZRNANDZZ ill, W3T SIGNAI,IZETI T-RAP1,1,1! SURVEY SPECIALISTE. '-L-11 GARDENIA TERRACE DELFA? 82AC1.:, FLORIDA 33444 -561: 272-3255 FPLX 561) 2 ALL VEHICLES Site C:,de 00060156 DaEie, DF.:!257,716 riic 24]T7.34K.: SW 3.477 AVENUE 1SW 23RD TERRACE 1.5.W 37.2.1 AVZNI3E iSW 211,27 TERRA.= From North 0,rom EaSt !Frar. South 15r2M weSt 1 , RigriC Thru UTurr Left Right Thru lira= Left Riaht Thru UTurn Left : Right Thr-e 137-,Irn Lett : Total Date 06/25/06 Peak EiQur Aialys6a By Entire Interaection for the Period: 1E:00 to 1200 on 05/25/06 Peak start 17:00 17,00 1 17:0C 17:00 VD:11=e .1 ,,A 0 2 1 S 93 0 17 i 9 35 C 3 2 63 3 21 Percent 155 El% 04 34 7% ?9% 0% 144 1 I9t" ,44 35 65 2t 73% .1A. 244 I Pk total 67 319 1 1 47 86 Highest 3715 1730 1 17,45 . , 13202 volume 3 17 0 1 : 1 27 o 3 0 13 0 0 14 0 6 Hi total 21 33 1 14 i 22 PHF .80 .29 .a4 .99 0 SW 23RD TERRACE • 33 93 107 11 21 21 63 1 SW 34TH AVENUE 54 67 54 193 131 21 35 8 64 - ALL VEHICLES 63 86 Intersection Total 318 2 • 2 17 54 2 73 120 SW 34TH AVENUE 192 47 35 35 0 8 8 93 118 93 17 17 74 SW 23RD TERRACE 2 63 9 9 9 0 0 • • • 44i 4' 1 vvv:t. Zoo (4z, jaksAm. #od ; Lit s ai.".z. n o KoTst ria,L:Zect • • • 24-Hour Machine Counts Traffic S-L1rvev Specialists, Inc: 624 Gardenia Terrace Delray Beach., 71orida 33444 Phone (561) 272-3255 410PVolume Report wit-h 24 Hour Totals age *******************************,,*********.*,******,,****/,********,*********,** Data File : D0525004.PRN Station : 000000052403 Identification : 000411692021 Tnte-rvi : ir- minui-r, Start date : May 25, 06 Start tme : 00:00 Stop date : May 25, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 22 Street West of SW 32 Avenue ******************************************************************************* May 25 Eastbound Volume for Lane 1 End Time 00 Oi 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- 15 91 42 18 17 9 17 73 304 439 378 296 320 30 58 36 21 7 15 19 121 368 423 348 288 361 45 63 29 16 15 10 32 174 434 393 364 330 350 00 43 15 17 8 15 49 201 453 436 304 331 327 Hr Total 255 122 72 47 49 117 569 1559 1691 1394 1245 1358 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 354 378 345 337 291 393 382 290 269 264 202 194 30 353 340 350 322 317 392 381 293 283 212 247 143 45 330 347 327 349 359 359 358 323 245 253 194 152 00 353 326 320 331 315 400 341 306 250 229 171 121 Hr Total 1390 1391 1342 1339 1282 1544 1462 1212 1047 958 814 610 4 Hour Total : 22869 peak hour begins : 07:30 AM peak volume : 1749 Peak hour factor : 0.97 PM peak hour begins 17:00 PM peak volume : 1544 Peak hour factor : 0.96 ******************************************************************************* May 25 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- 15 73 43 23 18 14 16 63 225 333 338 367 326 30 76 33 22 20 6 19 105 238 374 290 331 353 45 60 21 11 11 17 31 137 261 370 306 337 320 00 52 14 20 19 18 73 159 272 354 355 332 369 ---- ---- ---- ---- Hr Total 261 111 76 68 55 139 464 996 1431 1289 1367 1368 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 357 409 332 354 455 442 478 380 275 208 182 119 30 328 366 414 349 405 466 428 328 270 194 169 127 45 369 363 432 392 394 509 379 313 234 186 134 109 00 410 341 346 395 433 502 374 270 227 169 142 84 Hr Total 1464 1479 1524 1490 1687 1919 1659 1291 1006 757 627 439 24 Hour Total : 22967 AM peak hour begin e 08;15 AM peak volume 1436 Peak hour factor : 0.96 PM peak hour begins : 17:15 PM peak volume : 1955 Peak hour factor : 0.96 ******************************************************************************* • raffiic Survev .ecialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 41k1Hour Total ; 45836 peak hour begins : 08:00 AM peak volume : 3122 Peak hour factor 0.98 PM peak hour begins : 17:15 PM peak volume : 3488 Peak hour factor : 0.97 ******************************************************************************* 41/0 Volume Report with 24 Hour Totals Page 2 Data File : D0525004.PRN Station : 000000052403 Identification : 000411692021 Interval ; 15 minutes Start date : May 25, 06 Start time : 00:00 Stop date : May 25, OS Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 22 Street West of SW 32 Avenue ******************************************************************************* May 25 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 ,r,. _L,J 11 ---- ---- -,--- ---- ---- ---- ---- ---- ---- ____ 15 164 85 41 35 23 33 136 529 772 716 663 646 30 134 69 43 27 21 38 226 606 797 638 619 714 45 123 50 27 26 27 63 311 695 763 670 667 670 00 95 29 37 27 33 122 360 725 790 659 663 696 Hr Total 516 233 148 115 104 256 1033 2555 3122 2683 2612 2726 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 711 787 677 691 746 835 860 670 544 472 384 313 30 681 705 764 671 722 858 809 621 553 406 416 270 45 699 710 759 741 753 868 737 636 479 439 328 261 00 763 667 666 726 748 902 715 576 477 398 313 205 Hr Total 2854 2870 2866 2829 2969 3463 3121 2503 2053 1715 1441 1049 • • Traffic Survey Secialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone 5,,S].) 272-3255 Volume Report with 24 Hour Totals ********************************************************************* Data File Station Identification Start date Stop date City/Town Location D0525005.PRN 000000052404 009701450001 May 25, 06 May 25, 06 Miami, Florida SW 22 Avenue South Interval Start time Stop time County of SW 22 Street 15 minutes : 00:00 24:00 Dade Pane . * * * * * * * * **********************************************************************x******** May 25 Southbound Volume for Lane 1 End Time 00 01 02 03 04 15 33 31 30 35 12 45 30 14 00 19 9 -------- Hr Total 117 66 9 5 4 10 1 9 4 8 10 9 5 32 29 19 05 2 7 7 27 06 22 40 77 67 07 08 09 10 11 99 163 131 103 112 137 160 123 100 156 152 158 149 148 158 169 191 137 185 126 43 206 557 672 540 536 552 End Time 12 15 30 45 00 -------- Hr Total 154 140 150 200 644 11Ik4 Hour Total : 10463 AM peak hour begins : 08:00 AM peak volume : 672 Peak hour factor : 0.88 PM peak hour begins : 1715 PM peak volume : 835 Peak hour factor : 0.93 ******************************************************************************* May 25 Northbound Volume for Lane 2 13 14 15 16 174 189 172 159 220 213 137 148 194 177 154 201 178 191 151 162 766 770 614 670 17 198 200 225 205 18 205 162 196 161 19 148 137 109 150 828 724 544 20 124 135 104 123 486 21 22 110 108 97 96 411 23 96 92 103 64 82 60 82 58 363 274 End Time 00 -------- 15 30 45 00 37 45 35 40 01 02 03 12 12 22 30 28 7 14 15 15 11 20 18 Hr Total 157 67 75 04 05 06 07 08 09 10 11 4 11 37 112 132 134 163 156 13 16 76 140 141 147 141 156 6 25 101 126 131 150 166 155 12 48 110 129 138 174 141 184 62 35 100 324 507 542 605 611 651 End Time -------- 15 30 45 00 12 173 186 190 184 13 14 167 164 170 160 146 152 156 158 15 167 180 172 169 16 17 18 19 20 155 149 152 135 124 135 129 137 124 116 149 159 165 124 130 127 134 154 142 104 21 22 23 126 118 92 123 110 76 120 79 85 101 93 54 Hr Total 733 661 612 688 566 571 608 525 474 470 400 307 24 Hour Total : 10351 AM peak hour begins : 11:30 AM peak volume : 698 Peak hour factor : 0.92 PM peak hour begins : 12:00 PM peak volume : 733 Peak hour factor : 0.96 ******************************************************************************* • 410 **************** Data File Station Identification Start date Stop date City/Town Location Traf De **************** May 25 fic Survey lray Beach Vol ********** D0525005. 000000052 009701450 May 25, 0 May 25, 0 Miami, Fi SW 22 Ave ********** Speciali , Florida ume Repor ********* PRN 404 001 6 6 arida nue South ********* sts, Inc, 521 Gardenia Terrace 33444 Phone (561) 272-3255 t with 24 .our Totals Page 2 ******************************7,*7*.****** Interval Start time Stop time County of SW 22 Street **************************** Total Volume for All Lanes 15 minutes 00:00 24:00 Dade *************** End Time 00 -------- 15 70 30 80 45 65 00 59 01 02 43 42 28 20 21 32 24 30 Hr Total 274 133 107 03 28 17 19 27 91 05 13 23 32 75 54 143 04 9 14 14 17 06 59 116 178 177 530 07 211 277 278 298 1064 08 295 301 289 329 1214 09 265 270 299 311 1145 10 265 241 314 326 1147 71 268 312 313 310 1203 End Time 12 13 14 15 327 341 335 30 326 384 365 45 340 364 333 00 384 338 349 Hr Total 1377 1427 1382 15 339 317 326 320 1302 16 314 283 350 289 1236 17 18 19 347 357 283 329 299 261 384 361 233 339 315 292 1399 1332 1069 20 21 248 236 251 231 234 217 227 197 960 881 ICHour Total : 20814 peak hour begins : 11:30 AM peak volume : 1276 Peak hour factor : 0.94 4 PM peak hour begins 1245 PM peak volume : 1473 Peak hour factor : 0.96 ******************************************************************************* 22 23 • 214 184 213 140 161 145 175 112 763 581 Traffic Survey Specialists, Inc, 624 Gardenia Terrace 4111 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Total Page Data File : D0525006.PRN Station : 000000052401 Identification : 000058410084 interval 1 15 minutes Start date : May 25, 06 Start time : 0000 Stop date : May 25, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 22 Street East of SW 32 Avenue ******************************************************************************* May 25 Eastbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 _i1 i 15 77 39 23 13 12 22 71 276 409 371 280 291 30 56 27 20 14 13 22 120 341 392 305 278 303 45 58 25 14 12 13 41 190 415 359 309 296 295 00 49 13 18 12 12 49 211 396 374 322 296 289 Hr Total 240 104 75 51 50 134 592 1428 1534 1307 1150 1178 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 302 309 273 310 274 308 338 307 264 218 196 164 30 309 303 285 310 299 341 347 260 239 213 191 144 45 301 292 318 296 306 333 333 271 254 238 215 144 00 302 299 288 317 291 349 314 293 218 232 171 108 loHr Total 1214 1203 1164 1233 1170 1331 1332 1131 975 901 773 560 4 Hour Total : 20830 AM peak hour begins : 07:30 AM peak volume : 1612 Peak hour factor : 0.97 PM peak hour begins : 17:30 PM peak volume : 1367 Peak hour factor : 0.98 ******************************************************************************* May 25 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 68 46 22 12 13 13 71 194 302 317 329 296 30 71 31 9 15 8 13 75 261 347 287 314 311 45 61 20 8 10 11 26 122 233 343 297 322 285 00 47 17 16 15 12 49 144 291 339 296 306 317 ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 247 114 55 52 44 101 412 979 1331 1197 1271 1209 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 304 367 258 334 426 415 447 335 280 179 185 111 30 284 323 297 333 402 437 429 312 235 191 160 145 45 331 334 299 349 370 452 362 293 233 174 138 102 00 344 282 361 364 415 447 364 257 202 171 136 76 Hr Total 1263 1306 1215 1380 1613 1751 1602 1197 950 715 619 434 24 Hour Total : 21057 AM peak hour begins : 08:15 AM peak volume : 1346 Peak hour factor : 0.97 PM peak hour begins : 17:15 PM peak volume : 1783 Peak hour factor : 0.99 ******************************************************************************* • Traffic Survey- Speciolists, Inc. 624 Garaenia Terrace De: ray Peach, Flor-da 3444 Phone one (61 j 2 r2-3253 4111 Volume Report with 24 Hour Tota s Page 2 ***********************************:s**************** kick*-k********** * ************ Data File : D0525006 . P'RN Station : 000000052401 Identification : 000058410084 Start date : May 25, 06 Stop date : May 25, 06 City/Town : Miami, Florida Location : SW 22 Street East of SW 32 Avenue ********************************************************************-*********** May 25 luter-wai 15 minutes Start time . 00:00 Stop time . 24 : 00 County : Dade Total Volume for All Lanes End Time 0. 01 02 03 04 15 145 85 45 25 25 30 127 58 29 29 21 45 119 45 22 22 24 00 96 30 34 27 24 Hr Total 487 218 130 103 05 35 35 67 98 06 07 08 09 10 11 142 470 711 688 609 587 195 602 739 592 592 614 312 648 702 606 618 580 355 687 713 618 602 606 94 235 1004 2407 2865 2504 2421 2387 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 606 676 531 644 700 723 785 642 544 397 381. 275 30 593 626 582 643 701 778 776 572 474 404 351 289 45 632 626 617 645 676 785 695 564 487 412 353 246 00 646 581 649 661 706 796 678 550 420 403 307 184 Hr Total 2477 2509 2379 2613 2783 3082 2934 2328 1925 1616 1392 994 411024 Hour Total : 41887 AM peak hour begins : 08:00 AM peak volume : 2865 Peak hour factor : 0.97 PM peak hour begins : 17:15 PM peak volume : 3144 Peak hour factor : 0.99 ******************************************************************************* • 41024 Hour Total : 7625 AM peak hour begins : 08:00 AM peak volume : 525 Peak hour factor : 0.94 PM peak hour begins : 17:00 PM peak volume : 647 Peak hour factor : 0.90 • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (6E1) 272-325; Volume Report with 24 Hour Totals Pa,-, 1 ************************************************************************* **** Data File : D0525007.PRN Station : 000000052402 identification : 000411638008 Interval : 15 minutes Start date : May 25, 06 Start time : 00:00 Stop date : May 25, 06 Stop time 2400 City/Town : Miami, Florida County : Dade Location : SW 32 Avenue North of SW 22 Street ******************************************************************************* May 25 Southbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 23 16 3 2 7 4 26 90 120 119 102 85 30 17 8 2 7 2 8 46 112 133 108 102 112 45 12 6 8 1 6 8 77 113 133 124 125 104 00 14 6 5 8 8 24 64 134 139 114 133 87 ________ ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 66 36 18 18 23 44 213 449 525 465 462 388 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 101 119 135 126 112 171 156 110 100 81 52 39 30 103 126 119 103 141 147 87 77 91 69 57 40 45 116 122 131 137 147 179 99 59 72 71 49 37 00 148 122 126 124 126 150 99 97 90 81 43 31 Hr Total 468 489 511 490 526 647 441 343 353 302 201 147 ******************************************************************************* May 25 Northbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 24 15 6 7 5 8 22 81 135 141 120 127 30 20 14 10 2 8 7 45 121 161 145 118 153 45 19 7 9 3 4 12 64 131 152 133 129 133 00 17 7 6 13 -4 17 78 151 164 127 140 127 ---- Hr Total 80 43 31 25 21 44 209 484 612 546 507 540 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 133 163 179 145 148 195 184 220 117 95 79 67 30 125 161 178 144 161 176 232 232 89 92 68 62 45 152 164 148 176 158 185 298 164 97 100 56 42 00 159 172 158 142 150 156 259 105 66 72 58 53 Hr Total 569 660 663 607 617 712 973 721 369 359 261 224 24 Hour Total : 9877 AM peak hour begins : 08:15 AM peak volume : 618 Peak hour factor : 0.94 PM peak hour begins : 18:15 PM peak volume : 1009 Peak hour factor : 0.85 ******************************************************************************* • rr ffic Survey Sp .'cial? s s Inc. 624 vardeni Terrace D Iray Beach, ' orida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 411124 Hour Total : 17502 AM peak hour begins : 08:15 AM peak volume : 1142 Peak hour factor : 0.94 PM peak hour begins : 18:00 PM peak volume : 1414 Peak hour factor : 0.89 ****************,********,***************************************************** 41/1 **************************************************************************** Data File : D0525007, PRN Station : 000000052402 identification : 00041.1638008 Interval : 15 minutes Start date . May 25, 06 Start time : 00:00 Stop date : May 25, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 32 Avenue North of SW 22 Street *mar-******-********************************************************************** May 25 Total Volume for A11 Lanes End Time 00 01 02 03 04 OS 06 07 08 09 10 �1 15 47 31 9 9 12 12 48 171 255 260 222 212 30 37 22 12 9 10 15 91 233 294 253 220 265 45 31 13 17 4 10 20 141 244 285 257 254 237 00 31 13 11 21 12 41 142 285 303 241 273 214 s Hr Total 146 79 49 43 44 88 422 933 1137 1011 969 928 End Time 12 13 14 15 16 17 18 19 20 21 22 23 TY 15 234 282 314 271 260 366 340 330 217 176 131 106 30 228 287 297 247 302 323 319 309 180 161 125 102 45 268 286 279 313 305 364 397 223 169 171 105 79 00 307 294 284 266 276 306 358 202 156 153 101 84 Hr Total 1037 1149 1174 1097 1143 1359 1414 1064 722 661 462 371 • • • • APPENDIX C: Miami -Dade Transit Data • a s Route Maps • oute ALL BUSES ARE BIKE WHEELCHAIR ACCESSIBLE. A CC SSW L E WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. NW11StZ w�h'c NW14St NW14St cz) N N SW 8 St SW 27 Lane McDonald S EFFECTIVE: July 31, 2005 NW30Stn COCONUT GROVE STATION Mo SW27Terr a) m 27 Lane • 4-7 Grand Ave 0 NW 29 St SW 1t St GOVERNMENT CENTER S'LI MON DESTINATION SIGN North NW 18 Ave/29 St - 0021 South Coconut Grove - 0022 Not In Service - 021)6 NE 17 St U NNW 7 St S1`A F1 O N N(3Irth NI,q not • • VIA 8 STREET FIU SOUTH CAMPUS 1111, SW 8 St 41- FIU Bus Terminal SW 16 St SW 17 St • .‹ m '-' • c.f) • FIU SOUTH CAMPUS II 0 VIA CORAL WAY FIU SOUTH CAMPUS MI SW 17 St (1) —N.- r- FIU Bus Terminal II 21 MI1 1111 1 Coral Way SW 24 St Route 8A SW 8 St • Coral Way cn Route 8 WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. North Map not to scale 3/04 EFFECTIVE: April 25, 2004 SW 24 St • • 1 co > 12 00 ug • SW 8 S cu oo cf) WESTCHESTER SHOPPING CENTER DESTINATION SIGNS _EAST 8 Downtown Via Westchester - 004F 8A Downtown Via Sw 8 St - 001F 8 Downtown Via 8 St 002E (Westchester Short Turn) West: 8 FIU Via Westchester 0052 8A FIU Via Sw 8 St - 001D 8 Westchester 0030 Not In Service - 021)6 SW 7 St. R IC KELL STATION LriTLE HAVANA WESTCHESTER SHORT TURN M-Library Fire Station Diamonds SW 24 St 0 Recovery ZOML CD * > a a a CC gil Crl M ° WESTCHESTER 1 : SHOPPING CENTER a.) m 00 m m Cr) Cora Way 1 out e ALL HI:SI NE 6 St mom 4 Si • • • FI U SOUTH CAMPUS MI a a a al a SW 17 St Emeow WESTCHESTER SHORT TURN 111-- Library FII) Bus Terminal 24 St 0 > 00 if) North Map not to scale 3104 EFFECTIVE: April 25, 2004 ti 4, a as t, 1" WESTCHESTER O° a SHOPPING CENTER Fire Station Diamonds I Recovery zone SW 24 St Coral Way t a1 ¢oo oa CORAL GABLES a) ter. r- 00 Coral Way WESfCIIE S1'ER SHOPPING CENTER 0 ,, a o Aragon SW 22 St Biitmore Way WHEELCI IAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. East West West West West o 0) rdalusia ter; 00 a DESTINATION SIGN Downtown Mianoi -- 0081 Sw 24 St/74 Ave Only - 0085 Westchester - 0084 Coral Way / .137 Ave 0088 FLU South - 0086 Not In Service - 02D6 Government Center Station SW/SEi; o u.1. e c) 00 VIZC AYA STAT I t) N Coconut Gruve YLI. isL=`-F `i :,!%€ .k4i 1�1�[..fY �Ilt 00 00 St-i 2. St 1::I St • • WHEELCHAIRS Sup tit)US at any location near the stop to dk,w‘vheeichairs on OT off the bus. Before 6:30 p.it NW 913 St NW 211 St ,207 St After 6:30 p.m. ROUTE 27 A NW211 St NW 213 St NW 207 St MIAMI DADE COMMUNITY COLLEGE (NORTH) Enter MDCC weekdays & Saturdays only — Not on overnight trips BROWNSVILLE STATION NW 54 S EFFECTIVE: April 25, 2004 .5 111111111119. Note: Overnight trips do not enter station. CALDER RACE TRACK NW 211 St NW 207 St NW 199 St NW 191 St NW 183 St W 113 St NW 211 St NW 207 ._`; NW 199 St NW 191 S Note: Make 211 St loop before layover if passengers on board MARTIN LUTHER KING JR. STATION NW 64 St 0111581 a. NW 62 St Note: Overnight trips do not enter station. DESTINATION SIGN A North 211 Street - 0097 North Calder - 0095 South Coconut Grove Station - 0090 South Mik Station - 0093 Out Of Service - 02D6 North - Map not to scale `0 • Ridership Data • • • • Ron' D o, Date Time 1631 Number ot Passengers Direction N4 26 a;d w* Can2Ca<I Average Per DiDirection Ridership Capacity NB 4 41 ) S SB 0 0 • • Route8 Day d sd- Date Time 05 ! !v 3 Number of Passengers I+eame 3 mS Seats 3s St pact uesda v 05 1724 EB 'ednesdav 6/192m» ;f 9 : ! m Fridav +10/2m» 100 4 a esa: 9ond a Z232mz :: E13 33 6 EB m aay »zyzA> 1/! w 3£ 3a 15 5 Monday , 4/2 m« . 1608 13 WB 38 15 53 Monday ( 4/252 m£ 1750 18 £a 38 1 15 53 5 ! Tuesday 3 2004 . 1625 34 EB 42 ; 20 62 Tuesday 3/912004 1730 24 WB 42 J � 20 _ 62 Average r D, Direct on Ridership .0 ac ty EB 28 55 WB 14 56 • • • Roue24 ilursdav Monday -Tuesday Friday Date 1392m3 2 21120051 y>2 5 3 2005 Time 1606 1740 1717 1736 1 Number of Passengers 30 18 21 ;wy EB EB B EB Seats | Standees !3 ! D 38 : 15 38 ( d 3a Cap city Thursday Thursday Wednesday Monday 3 2m> 32 2 005 1623 17I2 7, 28,2.004 1645 24 9'20'2004 , 1 7 ; 3@ EB WE yes EB 3& 23 38 38 15 15 5,3 Monday 2l&200 4 1733 10 : EB 38 15 Wednesday 112612003 1727 EB 1> Average Per Drection Ridership 1 Capacity EB 26 . S WB 14 . 53 • • • Route 27 Day Date hursdati 1u sda4' Friday Frid .Friday Monday Tuesday 6/2005 Tiru 61 2/24 2005 1629 12'-/ 2004 :umber of assengers Direction Scats Standee Calla iIt S13 �8 1 i 5_ B 15 1745 0 S.B 6,282004 411312004 1651 1111111111111111111 NB 1.11111 SB 1111111111111 Average Per Direction Ridership Capacity NB 16 53 SB I 3 53 Summary Ro ute Route 6 BTB'('LOCRW1SE SB.'WB COI LATER CK'AISE Average Ridership j Average Capacity ; serne Ridership Average C 1i3Acitv i{ 4 Roue 28 14 Route 24 16 53 Route 27 26 53 34 Total Ridership 74 1 • • • APPF,NDIX D: 0 Existing Conditions (2006) SYNCHRO 6.0 Outputs • • • • Miami -Dade County Public Works Department Existing Timing Plans -„2266 CORAL WAY & SW •AVE TIY.INC, FOR 2-AY 4 =5TI-5)N EWW F R NEFLYNSWEGYREWL Y MI.IJ 9 11 5 18 ,4 0 18 39 19 11 4 1 5 .15: 19 39 19 11 4 5 4 18 I 4 5 530 17 39 19 11 4 1 5 4 lE , 4 I 5 600 4 5 24 11 4 4 8 34 1S 1 4. 1 4 700 6 30 56 11 4 1 7 3 4 18 , a i 7 815 12 38 56 li 4 I 7 4 18 5 4 3 930 3 5 24 11 4 4 9 3 4 18 1 4 2 8 1300 8 5 30 11 4 1 8 3 1 14 1 4 1 6 1600 7 102 52 il 4 1 7 4 ls 2 4 ''. 10 19.30 S 5 24 11 4 83 4 lE 1 4 3 2300 18 39 19 11 4 1 5 3 4 18 7 L1 5 * • 1,,J L.,) 51 • • • 2006 P.I. Peak Hour Existing Timings 11: Coral V °ail & SW 32na Avenue HCNA Signalized intersection Capacity Movement. Lane Configurations ideal Flow (vphpl) Totat Lost time (s) Lane Utii. Factor Frt Fit Protected Sato. Flow (prat) Fit Permitted Satd. Flow (perm) Volume (vph) 4 Peak -hour factor, Pt F 0.98 Adj. Flow (vph) 4 RTOR Reduction (vph) 0 Lane Group Flow (vph) Turn Type pm+pt Protected Phases 7 Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vls Ratio Prot vs Ratio Perm vlcRatio Uniform Delay, di Progression Factor Incremental Delay, d2 pelay;(s) Level of Service Approach Delay (s) Approach LOOS naivsis L EBT. :EBR ' °7Bti :s WBL'. WBT: `WB i3L .'NBA' NB R _ --SBL PM Peak, Hour Existin Traffic Condition- 4 tfr tt 1900 1900 1900 4.0 4.0 1.00 0.95 1.00 1.00 0.95 1.00 1770 3539 0.08 1.00 148 3539 193 1252 0.98 0.98 197:. 1278 0 0 0 201. 1278 pm+pt 7 4 4 59.5 . 49.5 59.5 50.5 0.50 0.42 3.0 5.0 3.0 3.0 195 1489 c0.08 _`0.36 c0.44 0.03 103 086 0.08 32.0 31.5 20.8,. 00 .100 100 72.7 5.1 0.1 104 8 36 7 20 9 F © C 43 •s• r 1900 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 127 10 0.98 0.92 130 11 75 0 55 0 Perm pm+pt 4 3 8 D 4 49,5 50.5 0.42 5.0 3.0 666 1900 4.0 1.00 1.00 0.95 1770 0.08 148 174 0.98 178. 0 189 pm+pt 3 8 59,5 59.5 0.50 3.0 3.0 195 0.07 0.41 0.97 0.80 ..:. ... 31.9 30.4 *1.00 1.00 I: 54.9 2.3 86.7 32.7. F C 38.1 D 1900 1900 1900 1900 1900 190E 4.0 4.0 4.0 4.G 0.91 1,00 0.95 1.00 0.99 1.00 0.98 1.00 1.00 0.95 1.00 0.95 5050 1770 3454 1770 1.00 0.15 1,00 0.49 5050 272 3454 918 1600 77 155 355 68 83 0.98 0.98 0.98 0.98 0.98 0.98 1633 79 158 362 69 85 5 0 0 12 0 0 1707 0 158 419 0 85 pm+pt 8 • 5 2 2 49.5 47.5 '. 37.0 50.5 48.5 38.0 0.42 0.40 0.32 5.0 3.0 .....: 5.0 3.0 3.0 3.0 2125 282 1094 0.34 .. ct} 06; 0.12 0.16 0.56 0.38 26.5 31.9, 1.00 1.00 2.5 1.0 .. 29.1 329.. CC pm+pt 1 6 37.2 37.2 0,31 3.0 3.0 331 C ,01 0.07 026 30.0 .00 0.4 4 c HCM Average Control Delay 40.7 HCM Volume to Capacity ratio [91 Actuated Cycle Length (s) 120.0 intersection Capacity Utilization 87:1% Analysis Period (min) 15 c Critical Lane Group HCM Level of Service Sum of lost time (s) ICU. Level of Service 8/17/2006 G:\043055001-One MUSP1Calcs\Revised_ Synch ro\Existing.sy7 Kimley-Horn and Associates, inc. 1 1: ;oral Way & SW 32nd Avenue PN Peak How • • HCM Sic nalized Intersection Ca acit Analysis i oVerrient i , LanMConfigurations Ideal Flow (vphpi) Total Lost time (s) Lane Util. Factor Frt PIt Protected Said. Flow (prot) Fit Permitted • Satd. Flow (perm) ,88R 1900 1900 4.0 4.0 1.00 1.00 1.00 0.85 1.00 •:1.00 1853 1583 1.00 1.00 1863 1583 Ex stinc ` rau c Co r dit ons Volume (vph) 387 220 Peak -hour factor PI -IF 0.98 0.98 Adj. Flow (vph) 395 " 224 RTOR Reduction (vph) 0 113 Lane Group Row (vph) 395 111 Turn Type Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 29.7 29.7 Effective Green, g (s) 30.7 30.7 Actuated.: g/C Ratio 0.26 . 0.26 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 477 405 Ws Ratio Prot c0.21 v/s Ratio Perm v/c Ratty Uniform Delay, d1 Progression :Factor Incremental Delay, d2 Delays) Level of Service Approach Delay (s) Approach LOS 0.07 0.83 C127 42.2 35.7 100 1 15.2 1 7 57.4 37.4 E 410 8/17/2006 G:1043055001-One MUSP1Caics\Revised_Synchro\Existing.sy7 Kimley-Horn and Associates, inc. 11; Cora Way & SW 32nd Avenue Pm Peak Hour • • Tmna ExistingTraffic Conditions lianeOr-o(ip - i-' '- ', '`,77. BL'Y';i<EBT -,-;.-, EB ii-- BUrVigi.:774VBT-N8L7Z: NB17,-'!:- SBLi ' SB --.'i-' SBR Lane Configurations A tif r g t+T+ '1 ft+ + r Volume (vph) 4 193 1252 127 10 174 1600 155 355 83 387 220 Turn Type Prn+Pt pm+pt Perm pm+pt pm+pt pm+pt Pm+Pt Perm Protected Phases 7 7 4 3 3 8 5 2 1 6 Permitted Phases 4 4 4 8 8 2 6 6 Detector Phases ' 7 7 4 4 3 3 8 5 2 1 6 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4 0 4.0 Minimum Split (s) 8.0 8.0 21.0 21.0 10.0 10.0 21.0 8.0 21,0 8.0 21.0 21.0 Total Split (s) 13.0 13.0 68.0 68.0 13.0 13.0 68.0 10.0 29.0 10.0 29.0 29.0 Total Split (%) 10.8% 10.8% 56.7% 56.7% 10.8% 10.8% 56.7% 8.3% 24.2% 8.3% 24.2°,/o 242% Yellow Time (s) 3.0 3.0 4.0 4.0 3.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Tirne (s) 0.0 0.0 1.0 1.0 0_0 0.0 1.0 0.0 1.0 0.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Recall Mode None None None None None None None None C-Max None -Max C-Max Act Effct Green (s) 59.5 60,5 50.5 59.5 50.5 47.7 38.6 38.4 30.7 30.7 Actuated g/C Ratio 0.50 0.42 0.42 0.50 0.42 0.40 0.32 0.32 0.26 0.26 vic Ratio -1.04 0.86 0.18 0.84 0.80 0.55 0,38 0.33 0.83 0,43 Control Delay 106.0 32.9 3.2 50.0 30.9 35.0 34.3 29.0 59.5 16.7 Queue Delay 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 :0.0 Total Delay 106.0 32.9 3.2 50.0 30.9 35.0 34.3 29.0 59.5 16.7 LOS FC A CICDCC EB Approach Delay 39.6 32.8 34.5 42.2 ApproachLOS Cycle•Length: 1_20 Actuated Cycle Length: 120 Offset. 0 (0%), RefereliOldiCaSe2:NSTI... and 6:SBT1.4,sti.et:Of areen-)1, Natural Cycle: 75 Control Type Actuated:COorditat Maximum vic Ratio: 1.04 intersection Signal 367 Intersection Capacity Utilization 87.1 `1/0 Analysis Period 15 ICU Level of Service E Splits and Phases: 11: Coral Way & SW 32nd Avenue 44 2 4 • 8/17/2006 G:\043055001-One MUSP\Calcs\Revised_Synchro\Existing.sy7 Kimley-Horn and Associates, Inc. 2: SW 23rd Street & SW 32nd Avenue HUM lUnsignalized intersection Capacity Anaivsis Movement E ,.. Lane Configurations Sign Control Grade Volume (vehfh) 7 Peak Hour Factor 0.94 Hourly flow rate (vph) 7 Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 95 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 95 tC, single (s) tC, 2 stage (s) tF.(s), p0 queue free % cM capacity (veh/h) 4.1 2.2 100 1499 Free 0"o 22. 60 0.94 0.94 23 64 Free 0% 7 13 0.94 0-94 7. 14 PM Peak Hour Exsfing ', raffic Conditions NCR.'" Stop 0 % 76 52 461 0.94 0.94 0.94 81 55 490 Stop 0 %e 37 126 585 26 0.94 0.94 0.94 0.94 39 134 622 28 None None 87 478 180 55 424 171 54 87 4.1 2.2 100 1509 478 180 55 424 •171 54 7.1 6:5 6.2 7.1. 6.5 . 6.2 3.5 4.0.. 3.3 3.5 4.03 3,3 55 31 96 41 13 97 124.:. ; 707 , .:1011 .. 226 . ... 715 1013 Volume Total 9b f 02 585 134 Volume Left 7 7 55 134 Volume Right 64 39 0' cSH 1499 1509 497 226 Volume to Capacity 0}0 :..t3 ©0 1 18 0.59 Queue Length 95th (ft) 0 0 533 84 Control Delay (s) a 6 <0 • 6 125.0 41 7'. Lame L©S A q F E Approach Delay (s) ;; ti.6 0 6 126.0 38.1 Approach LOS F E 81 650 0 724 292 Average Delay Intersection Capacity Utilization Analysis Period (min) 66.2 79.1% 15 ICU Level of Service • 8117/2006 G:1043055001-©ne MUSP1Calcs\Revised_Synchro\Existing.sy7 Kimsey -Horn and Associates, Inc. 13: SVV 23rd Terrace & SW 32nd Avenue PM Peak i-'our HCM Unsk nalized Intersection Ca.aclty A at s s Movement Lane Configurations Sign Control Stop Grade 0% Volume (vehih) 10 46 16 Peak Hour Factor 0.95 0.95 0.95 Hourly flow rate (vph) 11 48 17 Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage Right turn flare (veh) Median type .None ;: None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 375 .:1326 602 1339 1333 564 . 637 vC1, stage 1 conf vol vC2 stage 2 conf vol vCu, unblocked vol 1375 1326 602 1339 1333 564.., 637 tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % GM capacity (veh/h) 22 0.95 23 Stop 0°fie 79 0.95 83 Free o, 0 33 19 509 .95 0.95 0.95 35 20 536 7,1 6.5 6.2 7.1 6.5 6.2. 4.1 3.5 4,0 82 67 59 145 3.3 97 .5 74 88 >; 4;6' 42 144 3.3 :, 2.2 93 98 525 947 ExisTraffic Con l:F R Free 53 44 572 33 0,95 0.95 0.95 0,95 56 46 602 35 592 592 4.1 2.2 95 Volume Total .. Volume Left Volume Right cSR Volume to Capacity Queue Length 95th (ft) 67 161 Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 23 20 46 �6' 139 156 947 984 1700 Average Delay Intersection Capacity Utilization Analysis Period (min) 13.6 66.2%Q': 15 CU. Level of.Service • 8/ 17/2006 G:i043055001-One MUSP\Calcs\Revised_SynchrolExisting.sy7 Kimley-Horn and Associates, Enc. 5: SW 23rd Street & S1 34th Avenue Ct� Unsignaiized Intersection Capacity Analysis Movement Lane Configurations Sign Control Grace Volume (veh/h) 24 Peak Hour Factor 0.96 Hourly flow rate (vph) 25 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 67 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked voi tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 67 /BL ;WBT hiBL7=r . B Free Free Stop 0°/ 0% 0% 79 1 9 46 18 3 51 0.96 0.96 0.96 0.96 0.96 0.96 0.96 82 1 9 48 19 3 53 83 P. Peak Fxistina Traffic Cc dd Stop 0 `%e 10 6 64 15 0.96 0.96 0.96 0.96 10 6 67 16 None None 258 218 83 246 209 57 258 218 83 246 209 57 4.1 4.1 7.1... 6.5 6.2 7.1 6.5 6.2 2.2 98 1535 83 2.2 99 1514 :. 3.5 4.0. ..:'3.3 3.5 4.0 3.3 99 92... 99 99 90 98 622 665 977J _ :646 672 1009 Volume Total Volume Left Volume Right cS H 1535 1514 697 712 Volume to. Capacity 0.02 0.01 0.10 .0.12 Queue Length 95th (ft) 1 0 8 11. Control Delay (s) 1.8 1 0 10,7 10.8 Lane LOS A A 1 B Approach Delay (s) . ' 1 8 1 0 107 10.8 Approach LOS B B .:.:. ill t nIma; 25 Average Delay intersection Capacity Utilization Analysis Period (min) 3 5.7 -.: 22.6% 15 ICU Level of Service • 8/17/2006 G:1043055001-One MUSP\Calcs\Revised_ Synchro\Existing.sy7 Kimley-Horn and Associates, inc. R: SW 23rd Terrace & SW 34th Avenue PM Peak Hour Hciv°1 Unsicnalized intersection Ca acity A. I Mouernen EB Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 174 121 vC1, stage 1 con vol vC2, stage 2 conf vol vCu, unblocked voi tC, .single (s) tC, 2 stage (s) tF_(s) p0 queue free % CM capacity (veh/h) Volume Total'° Volume Left 22 18 3 Volume Right 2 8 9 12 cSH 755 778 1531 1561 Volume to Capacity 4 2 016 00 -: '0 00 Queue Length 95th (ft) 10 14 0 0 Control Delay. (s) 1 t} 4 . 'i0 5 .= 0.5 0.2 Lane LOS B B A A Approach Delay (s) 10 4 10 5 0.5 0 2 Approach LOS Stop .0/o 21 64 0.95 0.95 22 67 174 None. 4 Stop 0% 2 17 94 0.95 0.95 0.95 2 18 99 121 64 7.1 6.5 :..6.2. None 4\ Existi; c Traffic: Conditions t PSBR Free Free 0% 0c;::e 8 3 35 9 2 55 11 .95 0.95 0.95 0.95 0.95 0.95 0.95 8 3 37 9 2 58 12 152 122 42 69 152 122 7.1 6.5 42 69 6.2 4.1 3.5 . '4. 3 '3.3 3.5 4.0 3,3 2.2 97 91 100 98 87 99 100 703...... 767 1001 : 757 766 -_1029 -- :1531: 46 46 4.1 2.2 100 1561 Average Delay Intersection Capacity Utilization Analysis Period (min) 6.8 185% 15 CU Level of Service go8/17/2006 G:1043055001-©ne MUSPICalcs\Revised_SynchrolExisting.sy7 Kimley-Horn and Associates, Inc. • • • FDOT Historical Count Information ?r� Historical AA)T Report Cara 1- Site: 1038 Description: `R 9 2:CCOE AL, WAY 1 10 ' IA < l .S\\ 2 •4> "i ear LAM' Directiuu 1 Direction 2 K Factor 1) actor T Factor 2004 C 45,500 L 22,000 tl 23_500 0.08 0.67 9.10 2003 C 44,500 E 72,000 W 27 500 0,08 0.54 :1.9( 2002 C47,50( E 23,000 \V 24,500 0.09 9.0 04.9() 2001 C 45,000 E 22,500 cV 22.500 0.08 8 4.20 2000 C 47.000 0 '3,500 W 23,500 0.08 0.53 4.80 1999 C 45500 E 22,500 \i` 23,000 0.09 0.53 5.80 1998 C 42,500 E 22,000 W 20.500 0.09 0.53 1.90 1997 C.; 42,500 L 21.000 W 21.500 0.09 0.65 5,20 1996 C" 42.000 E 21,500 \t' 20,500 0.09 0.53 5.30 1995 C 45,000 E 22,500 W 22,500 0.08 0.63 4.70 1994 C 53.500 E 28.000 W 25.500 0.09 0.60 1.50 1993 C 50,000 E 26,000 W 24,000 0.09 0.60 1.60 1991 42,587 E 16.792 1,` 25,795 0.00 0.00 0.00 1990 40.555 E 19.787 W 20,768 0.00 0.00 3.10 1989 43.230 E 21.988 \V 21.242 0.00 0.00 2.50 1988 30.602 E 15,476 W 15,126 0.00 0.00 2.20 1986 37,881 E 19,055 \ ` 18.826 0.00 0.00 0.00 1985 40,986 E 20.658 W 20,328 0.00 0.00 0.00 • • A.ADT Fiags: C = Computed E = Manual Estimate; F= First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown Page i'rttit IL ,A,u,4ust t" i..pepanment -farlsponaT:.Q1 ran5portailop S1:3cc. 2004 ilistork...al AADT Report County: 87 - DADE Sc 2549 Description: SR 9777SW 27 ST, 100 H (Yr- s'o:17 \\ 7004 2003 2002 2001 2000 • AA DT c 40.50.0) Cif- 40,000 3S„500 (.2 40,500 C 38,500 Direction 1 Direction 2 N. Factor D Factor r I -actor E 2 i ,000 ",,V 19.500 0.0-S 0.6' 0.40 E 20,000 W 20.000 0.00 0.54 5.80 E 19,500 W 19,000 0.09 0.68 ,-,..to E 20,000 W 20.',..-)00 0.0S 0.54 3 ,90 E 20,000 \17 18,500 0.08 0.53 5.70 AADT Flags: C - Computed; E Manual Estimate; F= First Year Est; S --- Second Year Est; T —Third Year Est; X = Unknown Page rail4j o la :.o1, St';'1-?.>„ 2004 Historical AA.DT Report County: 8 7 Site' 5201 Discr do : SR5i1S- 200'N831 27 AV ;33€e 'ear AAt)`t" Direction1 Direction'2 K Factor D acto 't Factor 2004 0109.000 N 53,500 ,500 8 55 500 0.0 0. ; ,0 2003 C"101,500 N 52500 S 49,000 0.09 (.5> 6-60 2002 C 99,500 N 50.500 S 49.000 0.09 0.68 4.30 2001 010 .000 N 51,000 8 i2,000 0.08 0.54 3.00 2000 C100,500 N 52,500 S 48_000 0.08 0.53 3.20 1999 C 95,500 N 51,500 S 44,000 0.09 0.53 4.90 1998 C 97.500 N 49.500 S 48.000 0.09 0.53 3,30 1997 C 90.000 N 46.000 S 44.000 0.09 0.65 7.30 1996 C 93,500 N 48.000 S 45.500 0.09 0.53 '7.90 1995 C 95,000 N 48,000 S 47.000 0.08 0.63 6.70 1994 C 92,500 N 46.500 S 46,000 0.09 0.60 5.50 3993 C109,000 N 55,000 S 54.000 0.00 0.00 0.00 1991 93,022 N 47,205 S 45,817 0.00 0.00 0.00 1990 89,097 N 43,686 S 45,411 0.00 0.00 0.00 1989 95.311 N 48,441 S 46,870 0.00 0.00 0.00 1988 85,973 N 41.850 S 44,073 0.00 0.00 0.00 1986 77,764 N 38,812 S 38,952 0.00 0.00 0.00 1955 75.153 N 37,413 c 37,740 0.00 0.00 0.00 1984 78,524 N 41.320 S 37,204 0.00 0.00 0.00 1976 79.428 N 36.215 S 43.213 0.00 0,00 0.00 • • AADT Flags: C = Computed_ Ern Manual Estimate; F = First Year Est; 8 = Second Year Est; T = Third Year Est; X = Unknown Page 1 • • • Growth Trend Analyses • • • 50000 45000 40000 35000 30000 25000 20000 15000 - 10000 5000 0 TRAFFIC TRENDS SR 972/ Coral Way -- 1100' W of SW 27 Ave Observed Count Fitted Curve 2000 2005 2010 2015 Year ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2004 to Design Year): Printed: -350 18.3% -0.75% -0.75% 17-Aug-06 Straight Line Growth Option 2020 2025 Miami -Dade 87-1038 SR 972/ Coral W Traffic (ADT/AADT) Year Count* Trend** 2000 47000 46600 2001 45000 46300 2002 47500 45900 2003 44500 45600 2004 45500 45200 2006 Opening Year Trend 44500 2007 Mid -Year Trend 44200 43500 TRANPLAN Forecasts/Trends 'Axle -Adjusted J • • • 60000 50000 - tit 40000 w 30000 20000 re 10000 - 0 TRAFFIC TRENDS SR9721SW 22 St -- 100' West of SW 17 Av Observed Count amaem—Fitted Curve I i 1 1-1 1 1 1 1 H I -- F + 4- --H 2000 2005 2010 2015 Year " Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2004 to Design Year): Printed: 350 29,2% 0.90% 0.89% 17-Aug-06 Straight Line Growth Option 2020 2025 Miami -Dad 87-2549 SR972/SW 22 St Traffic (ADT(AADT) Year Count` Trend* 2000 2001 2002 2003 2004 38500 40500 38500 40000 40500 38900 39300 39600 40(.}00 40300 2006 Openin. Year Trend. 2006 N/A 41000 2007 Mid -Year Trend 2007 NIA 41400 2009 Design Year Trend 2009 NIA 42100 TRANPLANForecasts/Trends "Axle -Adjusted • • 160000 140000 to 120000 ao 100000 Average Daily Traffic TRAFFIC TRENDS SR5/ US-1 -- 200' N SW 27/ AV9 80000 60000 40000 20000 0 2000 Observed Count 000,0Fitted Curve f I -4-- f 4! !1 4 2005 2010 2015 Year ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2004 to Design Year): Printed: 1,550 42.7% 1.56% 1.47% 17-Aug-06 Straight Line Growth Option 2020 2025 Miami-Dacie 87-5201 SR5/ US-1 Traffic (ADT/AADT) Year Count* Trend** 2000 100500 99600 2001 103000 101200 2002 99500 102700 2003 101500 104300 2004 109000 105800 2006 Opening Year Trend 2006 007 N/A 108900 2007 Mid -Year Trend N/A 110500 2009 Design Year Trend 2009 N/A 113600 TRANPLAN Forecasts/Trends 'Axle -Adjusted • APPENDIX E: Growth Trend Analyses • • Miami -Dade County Public Works • Department ExistingTiming Plans • • * • :52632.: C31.4EAL. WAI" L SW 35 AVE TTMIN, ..-1.1.1.... E34:1" 19 4 2.:.-3.8....57:137.,:..7. 1511 PA2.7E 4 TIMII PT OFF EYT"..,.: F Y F. NEL '2 NE,,,,' Y G Y 12. EWE 1:: E ' 1.4 CYCI ... 30 19 39 19 11 1 I 5 3 4 18 1 4 I 5 3 792ATE NTT' 330 17 59 19 11 4 1 5 3 4 IE 1 4 1 5 3 I9NITE 6.9 600 4 5 24 11 4 I 3 4 18 1 4 1 8 3 9'90)858- PEAK 700 6 30 56 11 4 1 7 3 4 IF 1 4 1 7 3 120AM PEAF 215 12 38 56 11 4 1 7 3 4 18 1 4 1 7 -,.. 120AM PE114..5", 930 5 5 24 11 4 1 S 3 4 18 1 4 1 8 3 900EF PEAK 1300 8 5 30 11 4 1 8 3 4 14 I 4 I 1600 7 105 52 il 4 I 7 3 4 13 2 4 1 10 3 120PM PEAK 1830 5 5 24 11 4 E 3 4 18 I 4 1 8 7 9i.-2OFF PRAY. 2300 18 39 12 11 4 1 5 3 4 18 I 4 1 5 3 ? 79N1T1 52"9 • r • Existing Timings • 2006 P.M. Peak Hour 11. Cora! Way & SW 32nd Avenue HGM Signalized intersect on Ca acity Anal, Ex i ^c Traffic Condit J Movement 8',B Lane 0onfiggurat?ors Idea! Flow (vphpi) 1900 Total Lost time (s) Lane UN. Factor Frt Fit Protected Satd. Flow (prof) Fit Permitted Satd. Flow ;perr ) Volume (vph) Peak -hour factor, PHF 0.98 Adj.. Flow:(vph)' RTOR Reduction (vph) Lane Group Flow' (vph) Turn Type Protected Phases Permitted Phases :Actuated Greed; G (s Effective Green, g (s) Actuated g1C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) 7s Ratio Fret' vls Ratio Perm c Ratia Uniform Delay, di 1'ogression `Factor Incremental Delay, d2 !Iay (s)_, Level of Service pproach Delay.(s)_ Approach LOS pm+pt HCM Average Control Delay RCM Volume to Capacity rrfi Actuated Cycle Length (s) litersection Capacity Utilization: Analysis Period (min) c Critical Lane Group pm+pt 7 4 595 59.5 0.50 3.0 :. 0.95 1,00 1770 3539 1583 0.08 1.00 1.00 148 3539 1583 4 193 1.252 127 1900.: 1900 1900 1900 1900 4.0 4.0 4.0 4.0 1.00 0.95 1.00 1.00 1.00 1.00 0.85 1,00 1.00 . 0.95 1770 0,08 148 0 174 0.98 0.98 0.98 0.92 0.98 197 1278 130 11 178 0... 75 0 1278 ..::5 0 :189 Perm prn+pt pm-pt 4'.: 3 3 4 8 8 49.5 49.5 59.5 50. 5 50.5 59.5 0.42 0.42 0.50 5.0 5.0 3.0 3.0 3.0 :'3.0 195 1489 666 195 35 `` 0 07 0.41 l4. 1900 1900 1900 1900 1900 4.0 4.0 4.0 0_91 1.00 0.95 0.99 1.00 0.98 1.00 0.95 1.00 5050 1770 3454 1.00 0.15 1,00 5050 272 3454 1600 77 155 355 68 0.98 0.98 0.98 0.98 0.98 1633 79 .158 362 69 5 0 0 12 0 1707 0 158 419 0 prig+pt 8 5 - 2 2 49.5 : - 47.5 50.5 48.5 0.42 .0.40 5.0 3.0 3.0 3.0 2125 282 0.34 c0.06 -0.16 SEL 1900 4 0 1.00 1.00 0.95 1770 0.49 918 83 0.98 85 0 85 pt 1 6 37.0 37.2 38.0 37.2 0.32 0.31 5.0 3.0 3.0 3.0 1094 331 12 tt.Q1 0.07 6 40.7 HCM Level of Service 120 0 Sum of lost t€me (s) l7 - % IC.I~i Level of Service 8i17l2006 G:1043055001-One MUSPtCalcs\Revised_ SynchrolExistina.sy7 Kimley-Horn and Associates, Inc. 11: Coral Way & SW 32nd Avenue HCM Signalized Intersection Capacity Anaivsis Pr l Peak Hour Existincl Traffic Cond t ons v1 Yfill—On st-ntmtsm Lan Configurations ideal Flow (phpf) Total Lost lime (s) Lane Util.. Factor Frt Fit- Protected . Satd. Plow (prof) 'it Permitted Satd. Flow (perm) 1900 19 4.0 4.0 .01.:. 1.00 1.00 0.85 1,.€ 0--1.00 1863 1583 • 1:00 ...•::1.0€0 1863 1583 Peak -hour factor, PHF 0.98 0.98 Adi Blow (vp) . 395 224 RTOR Reduction (vph) 0 113 La eGrobia. is .((rph) .:395 Turn Type Protected -Phases 6 Permitted Phases Actuated Green, G: (s) =;29 7 - 29.7 Effective Green, g (s) 30.7 30.7 Actuated g/C;Ratio 0.26 0.26 Clearance Time (s) 5.0 5.0 fficle' Exte sior (s) Perm Lane Grp Cap (vph) 477 405 Rattp P rot c0 21 ... vis Ratio Pe grei neremente! De t eiay Level of Service prttach Re..a A Approach LOS le8/17/2006 G:1043055OO1-One MUSP\Calcs\Revised_ Synchro\Existing.sy7 Kimsey -Horn and Associates, Inc. It Garai Way & SW 32nci Avenue Timings PM Peak Hour '-7xiStir-ig Traffic-. Conditions 40 Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases petector Phases Minimum Initial (s) Minirnurn Split (s) Total Split (s) Total Split (%) Yellow Time (s) NI -Red Time (s) Lead/Lag •Lpad-Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio Wc:!.Ratio Control Deiay Ciueue Delay Total Delay Approach Delay 17proach LOS J \o- pm+pt pm-1-ot 7 7 4 3 3 8 5 2 1 6 A 4 4 8 8 2 6 6 7 7 4 4 3 - 3 - 8 5 2 - 1 6 6 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 8.0 8_0 21.0 21.0 10.0 10.0 21.0 8.0 21.0 8.0 21.0 21.0 13.0 13.0 66.0 68.0 13.0 13.0 68.0 10.0 29.0 10.0 29.0 29.0 10.8% 10.8% 567% 56.7% 10.8°/o 108°/0 56.7% 8.3% 24.2% 8.3% 24:2To 24.2% 3.0 3.0 4.0 4.0 3.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 00 - 00 1.0 1.0 - 00 0.0 1.0 0.0 - 1.0 0.0 -1.0 1.0 Lead Lead Lag Lag Lead Lead Lag Lead Lag Lead Lag Lag None None None None None None None None C-Max None C-Max C-Max 59.5 50.5 50.5 - 59.5 50.5 471 38.6- 38.4 - -30,7, 30.7 0,50 0.42 0.42 0 50 0.42 0.40 0.32 0.32 0.26 0.26 1.04 0.86 9,18 ,0.84 :0,80 0.55 0.38 _ 933 106.0 32.9 3.2 0.0 0.0 0.0 106.0 32.9 3.2 -8 Tth, R t guzzif. javvpAriBrw.- amivNEms-7 +14. 4 193 1252 127 10 174 1600 155 355 83 337 220 pm+pt prn+pt Perm pm+pt pm+pt owitodtwi Actuated Cycle Length: 120 0*:(0'(0%),Refereka3d.iwhwe;g:_, Natural Cycle: 75 Alitf,,61Type::Actuat04--Cot441hOW` Maximum v/c Ratio: 1.04 gersecfieri.Srnat0:00,3-8, Intersection Capacity Utilization 87.1% WSie'period,(tEri)15ATVW,Meila.•;e..7',C 39.6 Splits and Phases: Perm 50.0 30.9 35.0 34.3 29.0 59.5 16.7 0.0 0.0 0.0 0.0 o ::p.o 50.0 30.9 35.0 34.3 29.0 59.5 16.7 D C D 32.8 34.5 42.2 C . C _,„06174:6701.dr.t_.. ICU Level of Service E 11: Coral Way & SW 32nd Avenue 2 11; 03 4 07 nv ) 8/17/2006 G:\043055001-One MLISP1Calcs\Revised_Synchro‘Existing.sy7 Kimley-Horn and Associates, inc. 12: S 23rd Street & S°IV 32nd Avenue HCM Unsidnalized intersection Capacity Analysis [avenent138 PM Peak Hour existing Traffic Conditions Lane Configurations 4+ Sign Control Free Free Stop Stop. Grade 0% 0% 0% 0S, Volume (vehlh) 7 22 . 60 7 13 76 52 461 37 126 585 26 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 7 23 . 64 7 14 81-.55 490 39 134 622 28 Pedestrians Lane Width (ft) Walking Speed (fus) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume >87. °. vC1, stage 1 conf vol vC2,;stage 2 conf vol vCu. unblocked vol 95 87 , single (s) 4.1 4.1 tC, 2 stage (s) i (s) ; :: 2,2 2.2 p0 queue free % 100 100 M capacity (veh/h) 1499 rime Total .: ;` Volume Left �Iume Right cS H plume to Capacity Queue Length 95th (ft ontro1 Delay (s) Lane LOS .pproach Delay (s) Approach LOS None 478 `: 180 478 180 7.1 6.5 .. None,, 55 . : 424 .. >'`171 55 424 171 54 6.2 7.1 6.5 6.2 95 . 1499 1509 497 226 724 Average Delay htersection Capacity Utilization Analysis Period (min) 66.2 15. evel.o Service 40 8/17/2006 G:1043055001-One MUSPICaics\Revised_Synchro\Existing.sy7 Kirnley-Horn and Associates, Inc. 13: SW 23raTerrace & SW 32nd Avenue HCM Unsignalized intersection Capacity Analysis PM Peak Hour Existing Traffic Cendtio,ns dVornent ; : LW Lane Conriauraii Sign Controi Stop Grade 0°, Volume (veh!h) 0 46 ..1 Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) 11 46 Pedestrians Lane Width (ft) Walking Speed (1t s) percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC; conflicting volume 1375 1326 " :',602 1339 1333 564 637 vC 1, stage 1 conf voi VC2, stage 2 conf vol vCu, unblocked vol 1375 1326 602 1339 1333 564 tC, single (s) 7.1 >'a.5 6.2 7.1 6.5 . 6:2 tC, 2 stage (s) Wjs)' p0 queue free % EM capacity (veh/h) I4mei ofa Volume Left cSt-i oiume;to Capacity Queue Length 95th (ft) C ntro[ `Delay (s) Lane LOS proach Delay"(s),: Approach LOS Average Delay Intersection Capacity Utilizatoi• Analysis Period (min) 1 0.95 None 22: 0.95 23 33 0.95 5. None Free rG 0 19 509 0.95 0.95 20 "536 Si R Free Q "e 53 44 572 33 0.95 0.95 0.95 0.95 56 46 602 35 592 1Cl3;Level of Service 40 8/17/2006 G:1043055001 -One MUSPICaIcs\Revised_Synchro\Existing.sy7 Kimley-Horn and Associates, Inc. 5: SW 23rd Street & SW 34th Avenue HCM Uinsi9na ized intersection Capacity Analysis PM Peak Hour ExtsttE3u Traffic is Conditions • eft% Lane Configurations Sign Control .. Fr Grade 0% Volume (vet/h) . 24 .:; 79. Peak hour Factor 0.96 0.96 Hourly flow rate (vph 25 82 Pedestrians Lane Width (It) Walking Speed (Ws) percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume .67 vC 1, stage 1 conf vol v:C2, stage 2 coil voi vCu, unblocked vol 67 tC, single (s) tC, 2 stage (s) (s.) • p0 queue free % 98 :,"capacity (veh/h) 15 Volume Left 010me Right;:; cSH 1niume. to Capacity Queue Length 95th (ft) �ontro('Delay(s) Lane LOS pproach.Delay (s) Approach LOS 4.1 7.1 6.5 6,2 7.1 6.5 6.2 3,5 4 9 3 3-. 3.5: _ '4.0 . 3,3 99 99 92 99 99. 9 90 98 009 0.96 1 9 0.96 83 4' Stop 46 18 ,.:...::. 3 :51 0.96 0.96 0.96 0.96 48 19.', 3 53 None isv Stop 0° 10 6 64 15 0.96 0.96 0.96 0.96 IO T 6 67 16 None 258 218 ; 83 ,' 246 209 ., 57 258 218 83 246 209 57 25 9 3 6 1535 1514 697 712 fl{i2 €301 .. Q 0 012 1 0 8 11 Average Delay 4.1 5.7 In ersection Capacity Uttiizat ort 22 6°/a Analysis Period (min) 15 ICI Le 0.0?. 4111 8/17/2006 G:\043055001-One MUSP!Calcs\Revised_SynchrolExistiag.sy7 Kimley-Horn and Associates, Inc. 8T SW 2 3ra Terrace & SW 34th Avenue OM Unsi naiized Intersection CaQacity Anal -is PM Peak Hour Exis na Traffic affic Conditions �a 4 Movement 4 r.... Lane ;orrfguratorns Sign Control Stop Grade 0% Volume (veh/h) 21 64 . 2 ..17 Peak Hour Factor 0,95 0.95 0.95 0.95 Hourly flow rate (vph) 22 67 .2 ;':18 Pedestrians Lane Width (ft) Walking Speed Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked tC, conflicting volume 174 :12 vC1r stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 174 121 64 152 122 42 69 tC, single (s) tC, 2 stage (s) tF;(s) 3.5 >4: 0 3 3 3.5 4.0 3.3 22 p0 queue free % 97 91 100 98 87 99 100 chr!'capacity (veh/h) 703 • 767 9 1fl1 57 766 1029 1531 lume'3ot Volume Left .lame Right cSH olfrrte:to Capacity Queue Length 95th (ft) nntroi Delay (s) Lane LOS pproadh. Delay (s) Approach LOS +14 None:: 152 Strip 94 0.95 99 None 22 7.1 6.5 6.2 7.1 6.5 755 778 1531 1561 Average Delay intersection Capacity:Uttl►zatio' Analysis Period (min) 6.8 8'a% 15 T IBR Free Free °Fc 0% 8 3 ; 35 . . ; 9 , .. 2 55 . 11 95 6.95 0.95 0.95 0.95 0 95 95 8 3 37... 9" ;'.2 . `58 =`-.12 SBR 42 .: 6.2 69 4,1 46 4.1 lCU Levelof Service 40 8/17/2006 G:1043055001-One MUSP1CaIcs\Revised_Synchro\Existing.sy7 Kimsey -Horn and Associates, Inc. • • • APPENDIX F: Cardinal Trip Distribution • • • (J}R1G1I ZONE P�> n 20. 5 i. f [ ' o-?asihi Plan NNE ENE 3 D_a ECTIONS PERCENT 27.72 8.81 1.26 1.83 4.65 22.26 15.90 17. _052 TRIPS _8 _ , 585 42 21 429 2832 2378 2653 PERCENT 34.08 4.57 0.33 C. 3.35 22.18 18.59 20..3 1053 TRIPS 2028 621 . . 2 261 1574 1273 1374 PE.R080T 28.22 8.64 0.75 0.03 3.63 2:.90 z . _ 19.12 1054 T 8. 1 P S 1293 827 576 1160 PERCENT 21.44 11.71 1.29 0.02 9.55 19.23 17.34 1 .42 1055 TRIPS 1266 839 140 43 405 124E 860 1028 PERCENT 21.72 14.39 2.40 0.74 6.95 21.41 14.75 17.64 793 5829 1056 TRIPS 1020 1004 121 58 460 1243 940 876 5- 22 PERCENT 17.83 17.55 2.11 1.01 8,04 21.72 16.43 15.31 1057 TRIPS 2003 1733 274 381 1059 2019 1722 1813 11004 PERCENT 18.20 15.75 2.49 3.46 9.62 18.35 15.65 16.48 1058 TRIPS 1138 1134 208 324 884 923 1063 1195 6869 PERCENT 16.57 16.51 3.03 4.72 12.87 13.44 15.48 17.40 1059 TRIPS 2244 1789 527 627 2005 2224 1556 2723 13695 PERCENT 16.39 13.06 3.85 4.58 14.64 16.24 11.36 19.88 1060 TRIPS 1078 1188 424 322 942 1156 809 1254 7173 PERCENT 15.03 16.56 5.91 4.49 13.13 16.12 11.28 17.48 1061 TRIPS 3343 2501 767 417 2701 2943 1972 3163 17807 PERCENT 18.77 14.05 4.31 2.34 15.17 16.53 11.07 17.76 1062 TRIPS 1281 1490 307 241 999 1015 741 1159 7233 PERCENT 17.71 20.60 4.24 3.33 13.81 14.03 10.24 16.02 1063 TRIPS 508 994 256 165 405 293 342 546 3509 PERCENT 14.48 28.33 7.3E 4.70 11.54 8.35 9.75 15.56 1064 TRIPS 832 1159 517 266 688 762 617 934 5775 PERCENT 14.41 200.07 8.95 4.61 11.91 13.19 10.68 16.17 1065 TRIPS 636 602 228 69 373 293 283 463 2953 PERCENT 21.54 20.59 7.72 2.34 12.63 9.92 9.58 15.68 ® 71 - 1/18/05 • to • FDOT Peak Season Conversion Factor Report sr cs Office 2004 Peak Seasonr Category Report MIIA\11-€)4DE SOU`1°11 Cai&i.ory: 8 701 • ce.k Dates '4 (1 1;112004 - 01 0!'(}t}.-A. 0.92 01r0412004-01 l #2004 1.01 1.0. 01' [ I'2004 - 01/17.') 04 1 1 I.1 c: 0 111 8/2004 - 01/ 24/2004 1.10 1.1 01/25/2004 - 0!131/2004 1.09 1.1 1:1 6 02/01i2004 - 02/07/2004 1.08 1.15 02108:12004 - 02/ 14 2004 1.08 1.15 8 02!15/2004 - 02121:2004 1.07 1.14 9 02/22./2004 - 02/28/2004 1.06 1.13 10 02/29/2004 - 031062004 1.05 1.12 i 1 03/07 2004 - 03/13/2004 1.05 1. 1 2 12 03114/2004 - 03/20/2004 1.04 1.11 13 03/21/2004 - 03/27/2004 1.04 1.11 14 03/28/2004 - 04/03/2004 1.04 1.11 15 04/04; 2004 - 04/10/2004 1.04 1.11 16 04/11./2004 - 04/ 17/2004 1.04 1.11 17 04/18/2004 - 04/24/2004 1.04 1.11 18 04/25/2004 - 05/01/2004 1.04 1.11 19 05/02/2004 - 05/08/2004 1.04 1.11 20 05/09/2004 - 05/15/2004 1.04 1.11 21 05/16/2004 - 05/22/2004 1.03 1.10 22 05/23/2004 - 05/29/2004 1.03 1.10 23 05/30/2004 - 06/05/2004 1.02 1.09 24 06/06/2004 - 06/ 12/2004 1.02 1.09 25 06/13/2004 - 06/19/2004 1.01 1.07 26 06/20/2004 - 06/26/2004 1.01 1.07 27 06/27/2004 - 07/03/2004 1.01 1.07 28 07/04/2004 - 07/10/2004 1.01 1.07 29 07/11/2004 - 07/17/2004 1.01 1.07 30 07/18/2004 - 07/24/2004 1.00 1.06 31 07/25/2004 - 07/31/2004 0.99 1.05 32 08/01/2004 - 08/07/2004 0.99 1.05 33 08/08/2004 - 08/14/2004 0.98 1.04 34 08/15/2004 - 08/21/2004 0.98 1.04 35 08/22/2004 - 08/28/2004 1.00 1.06 36 08/29/2004 - 09/04/2004 1.02 1.09 37 09/05/2004 - 09/11/2004 1.04 1.11 38 09/12/2004 - 09/18/2004 1.06 1.13 39 09/19/2004 - 09/25/2004 1.03 1.10 * 40 09/26/2004 - 10/02/2004 0.99 1.05 * 41 10/03/2004 - 10/09/2004 0.96 1.02 * 42 10/10/2004 - 10/16/2004 0.93 0.99 * 43 10/17/2004 - 10/23/2004 0.93 0.99 . * 44 10/24/2004 - 10/30/2004 0.93 0.99 * 45 10/31/2004 - 11/06/2004 0.93 0.99 * 46 11/07/2004 - 11/I3/2004 0.93 0.99 * 47 11/14/2004 - 11/20/2004 0.93 0.99 * 48 11/21/2004 - 11/27/2004 0.93 0.99 * 49 11/28/2004 - 12/04/2004 0.92 0.98 * 50 12/05/2004 - 12/11/2004 0.92 0.98 * 51 12/12/2004 - 12/18/2004 0.92 0.98 * 52 12/19/2004 - 12/25/2004 1.01 1.07 53 12/26/2004 - 12/31/2004 1.11 1.I8 Note: "*" indicates peak season week Page 2 • • • APPENDIX G: Volume Development Worksheets • • • 2006 Existing Traffic Peak Season Factor 2006 Peak Hour Peak Season Volume Annual Growth Rate Background Growth Committed Prnfecls Blue on Coral Way Gables Marquis (Belmont) Midtown Lofts The Mile 2009 Background Traffic Project Traffic Pass -By Traffic 2009 Total Traffic VOLUME DEVELOPMENT SHEET SW 32nd Avenue & SW 22nd Street PM PEAK HOUR SW Left 32nd Avenue Southbound U Tum . SW 22nd Svicel Westbound Ri , n SW 32nd Avenue Northbound Lao -Through Ri_ ; LI-1 _ 1-efl ...... .. _. SW 22n1 Street F.Hsthnl)n_c[ ___............ 'fhrou_ R. t Lea Throu: r urn Throurth Pi , tl 82 382 218 10 172 1584 76 153 351 67 4 101 1240 126 1.01 1.01 1.01 1.01 1.01 I01 Lill IA1 1.01 1.i3l 1.{il 1.01 1.01 1.01 83 387 220 10 174 1600 77 155 355 68 4 193 1252 127 1.0078 1.00% 1.00% 1.00% 1.0096 1.000 1.00% 1.0078 1.001 1.0078 1.0096 i,0078 1.0n, 1.0801 3 12 7 0 5 48 2 5 i 1 .. 0 6 18 4 24 0 0 0 13 10 7 0 0 5 0 024 n 0 3 9 0 2 22 0 5 7 ti 0 7 2 0 0 0 0 2 7 0 0 0 3 0 0 €�3 !) 0 0 0 0 0 0 0 o 0 i1 0 0 0 It 1f0 402 236 10 196 1687 86 165 373 84 4 206 1334 113 0 1 0 0 17 0 0 34 3 67 0 0 0 g 0 0 0 0 0 0 0 0 0 0 0 0 1) t) 110 403 236 10 213 1687 86 199 376 151 4 2li6 1334 1 142 • • • 2006 Existing Traffic Peak Season Factor 21106 Peak flour Peak Season Volume Animal Growth Rate Backgrnand Growth Committed Projects Blue an Coral Way Gables Marquis (t3elniont5 Midtown Lofts The Mile 2009 Background Traffic Project Traffic Pass -fly Traffic 2009 Total Traffic VOLUME DEVELOPMENT SHEET SW 32n(1 Avenue & SW 23rd Street PM PEAK HOUR SW Lelt 32nd Avenue Sauthhound Right Left SW 23rd Street Westbound Right SW 32nd Avenue Northbound Left SW 23rd Sneer Eastbound Right Through Through Left Through Ripht Though 125 579 26 7 13 75 51 456 06 7 22 59 1.01 1.111 1.01 1.01 1.01 1.01 1.01 1.01 1,01 1_01 1.01 I,01 126 585 26 7 13 76 52 461 ti7 7 22 60 1A0% 4 1.00% 18 1.000 1 L011% 0 1.00% 0 1.00'0 2 1.00% 2 1,o0%, 14 1.00% 2 1.005), 0 1.00i, 1 1,fi0°i, 2 n {) 0 n 0 0 0 0 0 u 1 t} 0 f) 0 0 0 0 0 (1 0 0 0 1} 0 0 0 01 0 0 0 11 0 0 0 €1 0 0 0 0 0 0 0 11 0 I3 0 n 130 603 27 7 l3 78 54 475 69 7 23 62 0 1 26 1 2 0 2 3 4 101 6 0 -9 9 11 1 0 6 -6 0 6 0 4 130 595 62 8 15 78 62 472 73 11,1 31 79 • • • 3esscrivtion 2006 Existing Traffic Peak Season Factor 2006 Peak Floor Peak Season Volume Annual Growth Rale Background Growth Committed Projects L31ue on Coral Way Gables Marquis (Hclrnont) Midtown Lofts The Mite 2009 Background Traffic Project Traffic Pass -By Traffic 2009 'Total Traffic VOLUME DEVELOPMENT SHEET SW 32nd Avenue & SW 23rd Terrace PM PEAK HOUR SW Lcll 32nd Avenue Soutlrhnund Rt 1u Left SW 23rdTel race Westbound ROI SW 32nd Avenue Northbound SW 23rd Terrace Eastbound L.cil Through Right Throne. Throily Left Through Right 44 566 33 22 70 33 19 504 52 10 46 1fr 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1 01 t.01 101 1.01 44 572 33 22 79 33 19 509 53 111 46 I5 I-0t1% 1.00% 1.00% 1.005 I.00 a I.00% L00% 1045, 1.00% 1.001, 1.110% 100% 1 17 t 1 2 1 I 15 2 0 1 4 0 0 0 0 fl 0 0 0 0 1 0 fJ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u 0 0 0 i) 9 0 0 0 0 0 0 0 0 0 0 0 0 45 589 34 23 01 34 20 524 55 I (I 47 1 ri tI 8 I 0 { 0 1 2 0 5 2 0 0 0 0 0 0 0 0 0 0 0 t1 45 597 35 23 82 34 21 526 55 15 49 i8 • • • Des cei (10 2006 Existing Traffic Peak Season Factor 21106 1'eak 'lour Peak Season Volume Annual Growth Rate Background Growth Committed Projects Blue on Coral Way Gables Marquis (l3elman13 Midtown Lolls The Mile 2009 Background Trail -IT t Project Traffic Pass -By Traffic 2009 'rota( I'rarrte VOLUME DEVELOPMENT SHEET SW 34th Avenue & SW 23rd Street PM PEAK HOUR SW Let 34th Avenue Snuthbolntd Riga Left SW 23rd Street Westbound Left SW 34th Avenue Northbound Right Is Ft SC4' 23rd Sucel Eastbound RiY.ht Through Through Right Ihrnugh Through 6 61 15 9 46 18 3 50 111 24 78 1 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 .01 6 64 15 9 46 IA 3 51 10 24 79 1 1 001 L00% 1.00% 1.00% 1.00% 1 004/, 1.00% 1.005 1 .03" � 1.00% 1.00% 1 .0007 0 2 0 0 1 1 0 2 0 1 2 0 0 0 0 0 0 0 0 0 f} 0 0 I'I 0 0 0 0 0 0 0 tl 0 0 0 0 0 0 0 0 0 0 0 0 n 0 0 n o 1 n 0 a u o a u o Il 6 66 15 9 47 19 3 53 111 25 AI 1 9 0 0 6 19 34 0 0 1 0 4 t1 0 0 0 0 n 0 I1 1-1 0 0 0 rl 15 66 15 15 66 53 3 53 11 25 55 1 • • • 2006 Existing Traffic Peak Season Factor 2006 Peak lfnur Peak Season Volume Annual Growth Rate flackground Growth .otrunitted Projects Blue on Coral Way Gables Marquis (Delmont) Midtown Lofts The Mile 2009 Batkgrountf "traffic Project Traffic Pass-F3y traffic 2009 Total T'raffle VOLUME DEVELOPMENT MEET SW 34th Avenue & SW 23rd 7'errace PM PEAK HOUR SW Lefty 34th Avenue Strut hbound Right SW LeR 23ed Terrace Westbound Right SW 34[hAvcsnre Northbound Left Thron h 12i,1n S bell 'ttd'Ieirar.r. Eastbound Thnru, Ri!)o Throw i Throw_ 1 2 54 11 17 93 8 3 35 9 21 63 3 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 01 2 55 11 17 94 8 3 35 9 21 64 2 1!10/ I.00% 1 MO% 1,009% 1.00% 1.1.1090 1.0090 1.0(r.i, 1.0(1 I.0(15 L00`=;, 1,11i1"' 0 2 0 1 3 0 0 1 €d ! 2 1) 41 (I 0 (I 0 0 t1 0 0 0 1) (} 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t1 0 0 E1 t3 0 0 0 0 0 0 0 0 0 O Et 0 2 57 11 18 97 8 3 36 9 22 6b 2 0 2 4 4 0 0 (I 0 2 1 0 O (1 0 (1 O O 0 I'I r) 0 0 2 59 15 22 97 8 3 36 11 23 66 2 • • • t)escrr Bon 006 Existing Traffic Peak Season Factor 2006 Peak }tour Pak Season Volume Annual Growth Date Background Growth Committed Projects Hine an Cot al Way Gables Marquis (Belmont) Midtown Lofts The Mik 2009 Background Traffic Project 'Traffic Pass -By Traffic 2009 Totat Traffic VOLUME DEVELOPMENT SHEET Northwest Driveway & SW 23rd Street PM PEAK IIOUR Northwest 1.,e [kive.way Snuthhound Right Left SW 234d Street Westbound Northwest Len IirIv Northbound fZiglrt 1a(1 SW 23rd Strect Eastbound it rough RiElu ThrouKil Tltron, Ri; t lhrou 0t 1) 0 0 0 90 0 0 0 11 0 94 0 1.01 1.01 1.01 1.01 1.01 1.1)1 1.01 1.01 1.01 1.01 1 11 1.1)1 0 0 0 11 91 0 0 n 0 0 95 0 I.00% 0 1.110% 0 1.00% 0 1.0000 0 1.00% 3 1,00% 0 1.00°0 CI IJH17L 0 1,00`y, 0 Ijoy 11 LUail, 3 1.ingt, (1 0 0 0 a 0 II 0 0 0 0 1) (1 0 0 0 0 0 0 0 0 0 0 0 1'1 0 0 I1 0 O o (1 0 0 0 0 0 u 0 o a .1n II 0 n a o 0 0 0 0 94 0 0 f1 (1 II 98 O 0 0 0 0 57 0 2 0 0 11 14 f1 0 O 0 0 0 0 0 0 0 {I 0 t) O 0 0 t1 151 0 2 0 41 0 112 0 0 • • • De. cri tior 2006 El st0ng Traffic Peak Season Factor 2006 Peak Hour Peak Season Volume Annual Growth Rate (lackground Growth Committed Projects Blue on Coral Way (iabIr Marquis (Belmont) Midtown Loris I he Mile 2009 Background TraRIC Project Traffic Pies -lay 'Traffic. 2009 Total Traffic VOLUME DEVELOPMENT SI'IEl2T Northeast Driveway & SW 23rd Street PM PEAK NUUR Northeast Left Oriveway Southhound Right Left SW 23rd Street Westbound Right Northeast Left Driveway Northbound Right I SW 2 Ira Street Eastbound Right Through Through 'Through Throw 41 0 0 0 0 90 O 0 0 0 0 94 {I 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1,t11 1.01 1.01 0 Il 0 0 91 0 0 0 1 0 95 t1 1.00% 1.00% t00% 1.00% 1.00% 1,00% 140E4 1.00% 1.0050 E _OE i.t 1.00'i 1550.. 0 0 0 0 .5 0 0 0 II (I 'S n 0 0 0 0 0 0 Il 0 q 0 it 0 0 0 0 11 0 0 0 (1 0 0 0 0 0 0 0 0 0 0 0 (I 0 0 o Il 0 0 o 0 0 0 o n t) n o 0 0 0 11 0 94 0 0 0 0 0 98 1l 0 0 0 50 0 0 57 0 117 it 0 14 0 0 0 i 5 E) 0 0 0 15 0 C) )y 0 0 0 45 94 0 57 0 132 0 98 14 • • • Descrf fin 2006 Exisf1ng Traffic Peak Season factor 21106 Peak Ilour Peak Season Volume Annual Growth Rate Background GI cwth Committed Projects Ulm. on Coral Way {fables Mantis (Delmont) Midtown Lofts The Mile 21109 Background Traffic Project Traffic Pass-11y Traffic 2000 Total "traffic VOLUME .DEVELOPMENT SHEET Southwest Driveway & SW 23rd Terrace PA1 PEAK € €OUR Southwest Left Driveway S00thboursd RitIte SW Left 73r0 Terrace 1Vesthuuntl Sntdlur-ell Left Drivcvay Northbound Ri lit SW Left 2301 Terrace Eastbound f.2 In Throu It Throe, Right Throu,h Thi ouch 0 0 0 0 I10 n 0 0 0 0 74 t) 1.01 1.01 1.01 1.04 1.01 1,01 1.4/1 1.01 1.01 1.0! 1.01 1,171 0 0 0 0 131 0 0 11 0 0 75 !) L00% 0 1.00", 0 1.00% n 1.00% ) 1.00% 4 I.16)90 0 1.00(0 tl 11)0`;r o I .00(0 n I3090 (1 1.009i, 7 1,0044, 0 • f) 0 0 0 0 0 fl 0 0 0 0 (1 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u 0 o u 0 0 0 n 0 0 0 t1 130 0 0 0 0 0 77 0 0 0 0 0 4 0 0 0 U I 1 (I 0 0 0 0 0 0 0 0 0 0 (1 4) 0 0 0 0 139 0 0 0 0 1 70 0 • • • 2006 Existing Traffic Peak Season Factor 21106 Peak Roux Peak Season Volume Annual Growth Rate Background Growth Committed Projects 3luc on Coral Way Gables Marquis (Belmont) Midto vn Lofts The Mile 2009 Background Traffic Project Traffic is Pass -By Traffic 2009 Total Traffic. VOLUME DEVELOPMENT SHEET Southeast Driveway & SW 23rd Terrace PM PEAK HOUR Southeast t.elt Driveway _o(ttMound Right. SW Left 23rd Terrace Westbound Ri lit Snnlhenst Left Driveway Northbound SW 23rd Tcutce Eastbound ...ell Fhrau; t Right Through Through Throu-_3R�ht 0 0 0 0 170 tl 0 (1 0 0 74 0 F.01 1.01 1.01 1.01 1.01 1A1 1.01 1.0I Lot 1.0I Ln1 1,01 0 0 0 ll 131 0 0 0 0 0 75 0 1,00% 1.00% 1.00°/ 1.00% 1.00i 1,00% 1.110'10 1 011' I.0IN'.-6 I011,1, 100'76 }1 /9ti 0 0 0 0 4 0 0 0 0 11 2 0 0 0 0 0 0 11 0 0 r} 0 0 g 0 0 0 0 0 0 00 0 it 0 u 0 0 0 0 0 11 11 0 0 0 0 n 0 0 0 0 (1 0 0 0 0 fl 6 0 0 0 0 0 135 0 11 0 0 0 77 0 9 0 4 0 0 3 n 0 0 1 F3 F) 0 0 0 0 0 0 0 0 u p n u 9 0 4 0 135 3 0 11 0 1 77 0 • Descri tion 20116 Existing Traffic Peak Season Factor 2006 Peak Flour Peak Season Volume Annual Growth Rate Background Growth Committed Projects Blue on Coral Way Gables Marquis {Belmont) Midtown Lofts The Mile 2009 Background Traffic Project Traffic Pass -By Traffic 2009 Total Traffic VOLUME DEVELOPMENT SHEET SW 32nd Avenue & East -North Driveway' PM PEAK HOI.IR SW 32nd Avenue Southholltld Left Throut Rilhl )=a51-North Westbound Let Thou „1 Ri!a _- SW 32nd AtcnaiG NOrtliboilnd :tilt '1- iiroilb ti'ht - v --- Ifaht�'r�orth Driveway ,ly Lxrl Through 0 646 0 00 0 0 547 0 0 0 YftS,;ht (.01 1.01 1.01 i3Oi 1.01 I.01 101 LfiI 1.01 1.i1I 1.01 1.0I 0 652 0 0 0 0 0 552 0 0 0 1) I.00% 1.00% 1.00'0 I.00`v 1.0051 I.00/ 1.0057 1770 7 1.00`0 L00^,p i.00% I.00,4 O 20 0 (7 0 0 0 17 0 n 0 (I 0 0 0 0 0 0 O n 0 0 u 0 0 0 0 0 0 Q 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 g r) 0 0 (I 0 672 0 0 0 0 O 569 0 O 0 (1 0 9 I 0 0 0 0 9 0 0 0 0 0 0 0 0 O 0 0 0 q 0 0 0 '.. 0 681 t 0 0 0 0 578 0 0 0 0 • • • Descrin 2006 Existing Traffl Peak Season Factor 2006 Peak dour Peak Season "%Atone Annual Growth Rate Background Growth Committed Projects Blue an Coral Way (.fables Marquis (Belmont) Midtown Lofts The Mile 2009 Background Traffic Project Traffic Pass -By 'Fla/Tic 2009 Total TraLTic VOLUME DEVELOPMENT SHEET SW 32nd Avenue & East -South Driveway PM PEAK HOUR SW Left 32nd Avenue Southbnund Right East -South Driveway Westbound Leti Through Right SW 32nd Avenue Northbound Left Thrnu e Iti It East.South Driveway Eastbound Le#i "'Iwo', •h Ri Through ct 0 646 0 0 0 0 0 547 0 0 0 0 1.01 1.01 1.01 1.01 1.01 1,01 1.01 1.01 1.01 i.0 i 1.01 1.01 0 652 0 0 0 0 0 552 0 0 0 0 1.f111% 1.00% 1.00% 1.00% L00% 1.00% 1.0{iO4, 1.00' 1.00% 1,00% i.005, 1.0110i, 0 20 0 0 0 0 0 17 n 0 (1 o 0 0 0 0 0 0 0 (1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 fi 0 0 0 0 0 0 0 tl 0 0 0 0 0 0 1) 0 0 0 0 1) 0 672 0 0 0 0 0 569 0 0 0 1) 0 9 1 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 681 1 0 0 0 0 576 0 2 11 0 • • • PEAK HOUR DETERMINATION STUDY AREA INTERSECTION TOTALS Description 4:00 4Y15 1515 Peak 14cr4r 4:4.5 5:00 5:15 8515 372n4 Avenee & SW 21217(1 Street S'N 32nd Pciiue & SW 2361 Streei SW 32n4 Avenue Sc. SW 23n4 Terrace SW 3412/1 Al.:cone & SW 23r4 Streei. SW 3406 Avenue S.: SW 23r5 Terrace 975. 1012 107: 1054 1137 1;62 311 325 325 341 34.1 39 1615 369 3 i 2 314 324 337 345 366 374 s 6 56 59 65 80 52 64 75 52 64 6.. 74 54 75 47 Tenots 17137 159 111414 1865 1981 2065 12117 2044 7165 7419 7725 171028 11207 91 P87T Kimiey-Horn EMI r_11 and Associates, Inc. Copy7,71,E' C '2004 Katik, -Hor, c,nd Peak 1-tour 5:00 PM-6:00 1551 • • • APPENDIX H: Future Conditions (2009 Without Project) SYNCHRO 6.4 Outputs 11: Coral ° jilay & SW 32nd Avenue HCM S; nalized intersection Capacit Movernert Lane Configurations ideal now (vphpl) Total Lost time (s) Lane Utii_ Factor Frt Fit Protected Satd. Flow (prat) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor. l✓'HF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) A lit 190 1900 1900 4.0 4.0 1.00 0.95 1.00 1.00 0.95 1.00 1770 3539 0.07 1.00 138 3539 4 „206 ::1334 0.98 0.98 0.98 4 210 1361 0 0 0 0 214 1361 Turn Type pm+pt pm+pt Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g!C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vls Ratio Prot vfs Ratio Perm v/c Ratio Uniform Delay, di ProgressionFactor Incremental Delay, d2 Delay.(s) Level of Service Approach "Delay (s) Approach LOS HCM Average Control Delay HCM Volume to Capacity ratio, Actuated Cycle Length (s) intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 4 62,9 2.9 62.9_. "53.9 0.52 r 0.45 3.0 5.0 3.0 3.0 195 1590 c0.08 038 c0 49 32.8 92.9 Analysis WBR •WBU -WBL 1900 4.0 1,00 0.85 1.00 1583 1.00 1583 133,. 0.98 136 74 62 1900 1900 4,0 1.00 1.00 0.95 1770 0.07 138 10 196 0.92 0.98 11 200 0 0 0 211 Perm pm+pt pm+pt 3 3 4 8 8 52.9 62_9 52.9 53.9 62.9 53.9 0.45., 0.52 0.45 5.0 3.0 5.0 .0 3.0 . 3.0 195 2267 0.08 0.36 0.49 1.08 0.80 33.6 "..,, 28.3 �00 100 88.0 2.0 121.6 30.3 F C 39.9 711 0.04 0.86 ,..0.09 _. 29.6 18.9 00 T100 4.8 0.1 19.0 B PM Peak ton, Project Traffic. ;onditn V BT . WBR NBL JBT SR ` 'SBL ti4 .11 1900 1900 1900 1903 1900 1900 4.0 4.0 4.0 4.0 0.91 1,00 0.95 1.00 0.99 1.00 0.97 1.00 1.00 0.95 1.00 0.95 5048 1770 3441 177E 1.00 0.13 1.00 0.41 5048 237 3441 765 1687 86 165 373 84 110 0.98 0.98 0.98 0.98 0.98 0.98 1721 88 168 381 86 112 6 0 0 15 0 0 1803 0 168 453 0 112 pm+pt pm+pt 8 5 2 1 2 44.1 32.0 45.1 33.0 0.38 0.28 3.0 5.0 3.0 3.0 264 946 c0.07 0.13- 0.17 064 ""<'`0.48 rv' 29.3 36.3 0 6 35.5 35.5 0.30 3.0 3.0 294 0.03 0.09 38 8 Sao 0.8 327 44.3 HCM Level of Service Sum of lost time (s) ICU Level of Service 16.0 4. 8/17/2006 G:\043055001-One MUSP1Calcs\Revised_Synchro\9ackground.sy7 Kimley-Horn and Associates, inc. 11: Coral Way & SW 32nd Avenue Ho MS._� naiized Intersection Capacity AnaI s s PM Peak Hour Non Project Traffic Cordi'tcns Lan Configurations Ideal Flow (vphpi) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) 1900 4.0 1.00 1.00 1,00 1863 1.00 1863 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 Volume (vph) 402 . 236 Peak -hour factor, PHF 0,98 0.98 Adj. Flow (vph) 410 241 RTOR Reduction (vph) 0 114 Lane Group Flow (vph) 410 127 Turn Type Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 26.4 26.4 Effective Green, g (s) 27.4 27.4 Actuated g/C..Ratio .0.23 . .0.23 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 3.0 .3.0. Lane Grp Cap (vph) 425 361 v/s Ratio Prot c0,22 v!s Ratio Perm Perm 0.08 vlc Ratio 096 0,35 , Uniform Delay, di 45.8 38.8 Progression Factor 1 00 100 incremental Delay, d2 35.7 2.7 Delay ;(s ..: 1 5 41 5 Level of Service Apprc ch Delay Approach LOS 40 8/17/2006 G:\043055001-One MUSP\CaIcsiRevised_Synchro\sackground.sy7 Kimley-Horn and Associates, inc. s 1 : Cora Timings end Avenue PM Peak Hour Non Prole ctTraffic Conditons • • Lane` Group Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS EBL :: 4 206 pm+pt pm---pt 7 7 4 4 4 7 7 4 4.0 4,0 4.0 8,0 8.0 21.0 13.0 13.0 68.0 10.8% 10.8% 56,7% 3.0 3.0 4.0 0,0 0.0 1.0 Lead Lead Lag 1334 4\ Bt L r B BL ,NB`J SBL ..5 10 196 1687 165 373 110 402 236 prn+pt pr?i+ot pm+pt prn+pt Perm 3 3 8 5 2 1 6 4 8 8 2 6 6 4 3 3 8 5 2 1 6 6 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 21.0 10.0 10.0 21.0 8.0 21.0 8.0 21,0 21.0 68.0 13.0 13.0 68.0 10.0 29.0 10.0 29.0 29.0 56.7% 10.8% 10.8% 56,7% 8.3% 24.2% 8.3% 24.2% 24.2% 4.0 3.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 1.0 0.0 0.0 1.0 0.0 1.0 0.0 1.0 1.0 Lag Lead Lead Lag Lead Lag Lead Lag Lag 133 Perm None None None None None None None None C-Max None C-Max C-Max 62.9 53.9 53.9 62.9 53.9 43.5 32.9 35.5 27.4 27.4 0.52 0.45 0.45 0.52 0.45 0.36 0.27 0.30 0.23 0.23 1.15 0.86 0.17 0.99 0.80 0.61 0.49 0.48 0.96 0.51 142.5 31.5 3.0 83.2 29.0 41.5 38.7 36.3 82.5 20.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 142.5 31.5 3.0 83.2 29.0 41.5 38.7 36.3 82.5 20.4 F C A F C D D D F C 43.1 34.7 39.5 56.1 D C D E tnatr Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Maximum vie Ratio: 1.15 Intersection Signal Delay: 41.3 intersection Capacity Utilization 91.9% Analysis Period (min) 15 Intersection LOS: D ICU Level of Service F Splits and Phases: 11: Cora Way & SW 32nd Avenue m1 i 2 m3 "" m4 411111 8/17/2006 G:1043055001-One MUSP\Calcs\Revised_Synchro\Background.sy7 Kirnley-Horn and Associates, Inc. SW 23rd Street & SW 32nd Avenue HCM Unsignatizec intersection Capacity Analysis PM Peak Hour Non Project Tr `fic Concitons Move t �L :EBR r.WBT- l T -77 B Lane Configurations 4 Sign Control Free Free Stop Grade 0°tc 0}% Volume (veh/h) 7 23 62 7 13 78 54 475 69 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 7 24 . 66 . 7 14 83 57 505 73 Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 97 90 vC1. stage 1 conf voi vC2, stage 2 conf vol vCu, unblocked vol 97 tC, single (s) tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3, 3.5 4.0 3.3 p0 queue free % 100 100 44 28 93 28 10 97 cM capacity (veh/h) 1497 1505 103 ` 703 1009 193 _,. 711 " "'i 1011 Volume Total Volume Left Volume Right esH None u BL S T _w R Stop 0 130 603 27 0.94 0,94 0.94 138 641 29 None 492 .184 57 469 176 55 90 492 184 57 469 4.1. 4.1 7.1 6.5...: 6.2 7.1 0 720 Volume to Capacity 0 00 0, 00 1.35 �'0 72 0.93 Queue Length 95th (ft) 0 0 720 114 Control Delay (s} 0 6 , ; 6 194.7 60.1 Lane Los A A _ F ' 06 06 194.7 . 45,8 . F E ApproachDelay (s) Approach LOS JS i ii4 t'S36 1;38 7 7 57 138 66 83 73 1497 1505 472 193 326 176 55 6.5 . 62 Average Delay Intersection Capacity Utilization Analysis Period (min) 97.8 83.1% 15 ICU Level of Service lb8/17/2006 G:1043055001-One MUSP\Caics\Revised_Synchro\Background.sy7 Kimsey -Horn and Associates, Inc. b 3: SW 23rd Terrace & SVV 32nd Avenue HOM Linsgnalized intersection Capacity Anatysts Movement.' BL BLq1 Lane Configurations 4 Sign Control Stop Grade 0% Volume (veh/h) 10 47 Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) 11 49 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1416 1366 620 1379 1373 581 656 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC. 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) None, PM Peak Hour Non Protect Traffic Oond to s t I BT .: NbR :SBL ,> SBT S R 4 r Stop Free Free 0% LOL �%Li 16 23 81 34 20 524 55 45 589 34 0.95 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 17 24 85 36 21 552 58 47 620 36 None 1416 1366 620 1379 1373 581 656 7.1 6.5 6.27.1 ;,:.: 6.5 .... 6.2 4.1 3,5 - 4_0 3.3 79 64 . - 97 51 137 488 3.5 70 80; 4,0 37 135 3.3 93 514 2.2 98 931 609 609 4,1 2.2 95 969 . Volume: Total ` Volume Left Volurrie.Riht cSH Volume to Capac€ty. Queue Length 95th (ft) Control Delay (s). Lane LOS Approach Delay (s) Approach LOS 1 ort;'.:etiia 24 21 47 17 36 58 t3 36 .`' 127 145 931 969 1700 0 601. 00 0 02 - 0 l35 0 t32 'i 77 185 2 4 0 35,7 p 6 1 3 F A A 1. 5T 08 12 Average Delay Intersection Capacity Utilization • Analysis Period (min) F 16.9 67.7% 15 ICU Level of Service • 8/17/2006 G:1043055001-Qne MUSP\Calcs\Revised_Synchro\Background.sy7 Kimley-Horn and Associates, Inc. 5: SW 23rd Street & 34th Avenue HCM UnsianaUzed Intersection Canac€t - Analysis Movement Lane Configurations Sign Control Grade Volume (veh/h) 25 Peak Hour Factor 0.96 Hourly flow rate (vph) 26 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC,.conflicting volume 69 vC1, stage 1 conf vol vC2, stage 2. conf voi vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s)` p0 queue free % cM capacity,(veh/h) 69 EBB.. PM Peak HOUr Non Project Traffic CondRons 11/ BCE: : �l : �11 BB (SB .:F BR 4\ Free Free Stop Stop 81 1 9 47 19 3 53 10 6 66 15 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 84 1 9 49 20 3 55 10 6 69 16 None None 85 265 224 85 253 215 59 85 265 224 4.1 4.1 ... 7.1 6.5 2.2 98 1532 2.2 99 511 85 253 6.2 7.1 215 59 6.5 6.2 3.5.;: ' •' 4.0 3,3 3.5 4.0 3.3 99 92 99 99 90 98 613 659 974 638 667 ' 1 007 Volume Total: Volume Left Volume Right cSH 1532 151 'Volume to Capacity 0 0 Queue Length 95th (ft) Control Delay. (s) ) 8 Lane LOS Approach Delay (s) Approach LOS '1'11 26 9 91 3 6 16 706 13 8 11 B 1.�.8 10.9. B 8.. 690 Average Delay IntersectionCapacity Utilization Analysis Period (rein) 5.7 23.2% 15 ICU Level of Service 1111) 8/17/2006 G_1043055001-One MUSP\Caics\Revised_SynchrolBackground.sy7 Kimley-Horn and Associates, Inc. 8: SW 23rd Terra .e & SW 34th Avenue PM Peak Hour HCM Unsgnahzed intersection Capacity Ana MoVeMen t Lane Configurations Sign Control Stop Grade 0% Volume (veh/h) 22 66 Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) ., 23 69 , Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 178 , 124 vC1, stage 1 conf vol vC2, stage 2 con# voi vCu, unblocked vol 178 124 66 156 125 43 tC, single (s) tC, 2 stage (s) tF.{s} 3:5 p0 queue free % 97 cM capacity (veh/h) 696 Stop 2 18 97 0.95 0.95 0.95 2 19 102 None Nor Project Traffic 0on.�[ors ....lR S13L S €7teR 4 4 Free Free 8 3 36 9 2 57 11 0.95 0.95 0.95 0.95 0.95 0.95 0.95 8 3 38 9 2 60 12 56 25 =<; .43 72 72 7.1 6.5 . 6.2 7.1 6.5 6.2 4.1 4.0 3.3 3 5 4.0 ... 3.3 . 2.2 91 100 97 87 99 100 764 998 751 763 `.1 028 1529 47 47 4.1 2.2 :':... 100 1560 Volume Total Volume Left Volume -Right' eSH 750 774 Volume to Capacity ; 0 13 Queue Length 95th (ft) 11 Control Delay (s) 10 5 Lane LOS Approach Delay (s) ,. Approach LOS 5 1529 Average Delay Intersection Capacity Utilization Analysis Period (min) 6.9 18.8% 15 ICU Level of Service ip8/17/2006 G:\043055001-OneMUSP1Calcs\Revised_Synchro\Background.sy7 Kimley-Horn and Associates, Inc. • • • APPENDIX I: Future Conditions (2009 With Project) SYNCHRO 6.0 Outputs 11: Coral Way & SW 32t d Avenue Crvi Si riaiized intersection Capac ty Anal vsis Movernent Lane Configurations ideal Flow (vphpl) Total Lost time (s) Lane tali_ Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) 4 Peak -hour factor, PHF 0.98 Adj. Flow (vph) 4 RTOR Reduction (vph) 0 Lane Group Row (vph) .0 Tom Type pm+pt Protected Phases 7 Permitted Phases 4 Actuated, Green,: G (s) Effective Green, g (s) Actuated gJC.Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) visa Ratio Prot vis Ratio Perm vac Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 1900 HCM Average Control Delay 4CM"Volume to Capacity ratio Actuated Cycle Length (s) intersection Capacity Utilization Analysis Period (min) c Critical Lane Group f EBL EBT: 1900 1900 4.0 4.0 1.00 0.95 1.00 1.00 0.95 1.00 1770 3539 0.07 1.00 138 3539 206 1334 0.98 0.98 210 ;1361. 0 0 214 1361 pm+pt 7 4 4 63.0 530 63.0 54.0 0.52 .0.45 3.0 5.0 3.0. . 3.0 195 1593 0.08 0.38 0.49 92.9 257 34.219.0 F C BR Bt : WB P: 'WBT,T 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 142 0.98 145 79 66 Perm 4 53.0 54.0 0.45 5.0 3.0 712 0.04 1..10-:'0.85 0.09 32.8 29.5 18.9:. 00 :. _.1 00 . 1.00 4.7 0.1 10 0.92 11 0 0 pm+pt 3 14 1900 1900 1900 1900 4.0 4.0 1,00 0.91 1.00 0.99 0,95 1.00 1770 5048 0.07 1.00 138 5048 213 1687 86 0.98 0.98 0.98 217 1721 88 0 6 0 228 1804 0 pm+pt 3 8 8 63,0 53.0 63.0 54.0 0.52 0.45_ 3.0 5.0 3.0:` .:3.0 195 2272 c0 03 03 c0.53 1 17 0.79'l 33.6 28.2 1 00 ': 1 00; 117.5 2.0 151..1, 302: F C ... HCM Level of Service Sum of lost time (s) ICU Level of Service`., PM Peak Hour' otai Traffic Cnnditor:s B :' N BT 1900 1900 4.0 4.0 1.00 0.95 1.00 0.96 0.95 1.00 1770 3387 0.14 1.00 257 3387 199 376 0.98 0.98 203 384 0 33 203 505 p m+pt 5 2 2 44.0 31.8 45,0 32.8 0.38 0.27 3.0 5.0 3.0 3.0 298 926 ,c0.09 0.15 0.16 0.68 ; ''0. 5 29.8 37.2 i 0 1.00 6.3 2.3 1 39.5. D 386 16.0 F NSR 11 SBL 1900 1900 4,0 1.00 1.00 0.95 1770 0.37 691 151 110 0.98 0.98 154 112 0 0 0 112 prr+pt 1 6 33.2 33.2 0.28 3.0 3.0 265 03 0.09 042 33.6 1.1 e7 • 8/17/2006 G:1043055001-One MUSP1CalcsiRevised_SynchrolTotai.sy7 Kirnley-Horn and Associates, Inc. 11: Coral Way & SW 32nd Avenue HCM Signalized intersection Capacity Analysis " PM Peak Hour Total Traffic Condo. LahMConfigurations ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Fri Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) 1900 1900 4.0 4.0 1.00 1.00 1.00 0.85 1.00 1.00 1863 1583 1.00 1.00 1863 1583 Volume (vph) 403 236 Peak -hour factor, PI -IF 0.98 0.98 Adj. Flow (vph) 411 241 RTOR Reduction (vph) 0 114 Lane Group Flow (vph) 411 127 Turn Type Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 24.0 24.0 Effective Green, g (s) 25.0 25.0 Actuated giC Ratio 0.21 0.21 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 388 330 vis Ratio Prot c0.22 vis Ratio Perm 0.08 v/oRatio 1.06 0.38 Uniform Delay, d1 47.5 40.9 Progression Factoi- 1-00 1 00 incremental Delay, d2 62.2 3.4 Delay (s) 109.7 443 Level of Service F Approach Delay (s) 78,1 Approach LOS 8/17/2006 G:1043055001-One IVIUSPICalcs \Revised_Syrichro\Total.sy7 Kimley-Horn and Associates, Inc. • * 11: Cora \Nay Timings Labe Group Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio. Control Delay Queue. Delay Total Delay 1;PS Approach Delay Ar5proach' LOS SW 32nd Avenue PM Peak Hour Total Traffic. Con -;tons .,_.B F. EBCT EBR .1/VBLI ' BC- WBT'- NBLTNBTSBL ,., BT-',1- SBR + 4 206 1334 142 10 213 1687 199 376 110 403 236 pm+pt pm+pt Perm pm+pt. pm+pt prn+pt Pm -Pt Perm 7 7 4 3 3 8 5 2 1 6 4 4 4 8 8 2 6 7 7 4 4 3 3 8 5 2 1 6 6 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 8.0 8.0 21.0 21.0 10.0 10.0 21.0 8.0 21.0 8_0 21.0 21.0 13.0 13.0 68.0 68.0 13.0 13.0 68.0 10.0 29.0 10.0 29.0 29.0 10.8% 10.8% 56.7% 56.7% 10.8% 10.8% 56.7°/0 8.3% 24.2% 8.3% 24.2% 24.2% 3,0 3,0 4.0 4.0 3.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 0.0 0.0 1.0 1.0 •0.0 0.0 1.0 0.0 1.0 0.0 1.0 1.0 Lead Lead Lag Lag Lead Lead Lag Lead Lag Lead Lag Lag None None None None None None None None C-Max None C-Max C-Max 63.0 .54.0 54.0 63.0 54.0 43.4 32.8 33.2 25.0 25.0 0.52 0.45 0.45 0.52 0.45 0.36 0.27 0.28 0.21 0.21 1.15 0.85 0.18 1.07 0.79 0.67 0 55 0 56 1 06 0 54 142.5 31.4 2.9 105.1 28.9 44.6 38.6 41.2 108.0 22.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0_0 0.0 142.5 31.4 2.9 105.1 28.9 44.6 38.6 41.2 108.0 22.0 F C A. F C• D• -DD'Fr C 42.8 37.5 40.2 71.1 D Cycle Length: 120 Actuated Cycle Length: 120 Offset : 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 70 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.15 Iritersection Signal Delay: 44.5 Intersection Capacity Utilization 94.8% Analysis Period (min) 15 tritersectiori D ICU Level of Service F Splits and Phases: 11: Cora! Way & SW 32nd Avenue 11111 8// 7/2006 G:\043055001-One MUSP\CalcsiRevised_Synchrorrotal.sy7 Kirriley-Horn and Associates, Inc. 12: SW 23rd Street & SW 32nd Avenue HC M Unsianafized intersection Capacity Anaig sis Movement i Lane Canfigura.tions Sign Control Grade Volume (veh/h) 114 Peak Hour Factor 0.94 Hourly flow rate (vph) 121 Pedestrians Lane Width (ft) Waiking Speed (ft/s) Percent Blockage Right turn fiare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume .99 vC 1, stage 1 conf voI vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 99 4.1 2.2 92 1494 :'ECkS EBB y.WBT:. 43 Free 0% 31 0.94 33 11. PM FC2K Hour Total Traffic: L.cno toi s BL BSBIR 4 4) Free Stop Stop 0% 79 8 15 78 62 472 73 130 595 62 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 • 84 9 16 83 66 502 78 138 633 66 None None 117 . 774 434 75 721 434 57 117 774 434 75 721 434 57 4.1 ....: 7.1 . 6.5 6.2 7.1 6.5 6.2 2.2 3.5 4.0 3,3 : 3.5 4.0 :-3.3 99 0 0 92 0 0 93 1471 0 ` 471 986 ti 471 1 009 Volume Total Volume Left Volume Right cSH Volume to Capacity. 0.08 Queue Length 95th (ft) 7 .. Control Delay (s) 4.2 Lane LOS Approach Delay (s) Approach LOS 4. 8 66 138 0 1471 0 0 495. ._. Err € 41 Err 833 Err '219.4 Err Err A F 0.6 Err Err F F Average Delay Intersection Capacity Utilization Analysis Period (min) Err 97.2% 15 ICU Level of Service • 8/17/2006 G:1043055001-OneMUSP\Caics\Revised_Synchro\Total.sy7 Kimiey-Horn and Associates: inc. 13. SW 23rd Ter HCM Unsignalized Movement Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf yip) vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % chi capacity (veh/h) e.A.01" & S'Af 32nd Avenue ersection Capacity Analysis 17'tilet0.1I:ir.' 44 Stop 15 49 18 23 0.95 0,95 0.95 0.95 16 52 19 24 c 4- PM Peak Hour Tot a Traffic Corlitons -4` BR WB N -SBL SBT SBR Stop 82 34 21 0,95 0.95 0.95 86 36 22 None None 1429 1379 628 1395 1387 583 665 44 Free 526 0.95 554 55 0.95 58 45 0.95 47 612 1429 1379 628 1395 1387 583 665 612 7.1 6.5 6.2 3.5 4.0 67 62 48• 134 7.1 6.5 6.2 4.1 4.1 3.3 3.5 4.0 3.3 2.2 96 68 35 93 98 483 76 133 512 924 Volurile Total 86 146 634 , 676 , 37 Volume Left 16 24 22 47 0 yottime Right 19 „,36- 58 - .- 0 37 cSii 114 141 924 967 1700 Volume to Capacity 0.76 i ,04_. 002 0.05 0.02 Queue Length 95th (ft) 105 194 2 4 0 Control Delay (s) 98.7 149.2 0.6 1.3 0„0 Lane LOS F F A A Approach Delay (s) 98,7 149.2 0.6 1.2 Approach LOS F F 2,2 95 967 r Free 597 35 0.95 0.95 628 37 ON: uhlina Average Delay 20.0 Intersection Capacity Utilization 66.8% ICU Level of Service C. Analysis Period (min) 15 8/17/2006 G:\043055001-One MUSP\Calcs\Revised_Synchroq-otal.sy7 Kimley-Horn and Associates, Inc. • • 5: SW 23rd Street 8 SW 34th Avenue HCM 9Jnsi.nalized intersection Capacity An vsis Movernent Lane Conficguratians Sign Control Grade Volume (vehth) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked nn PMPeak Hour Total Traffic, c Conditenss EBL FBT"" FBR...,WBL.': WBT BR NBL: NBT...NBR . " SBL 4 474 Free Free Stop 0% 0% 0°, 25 85 1 16 66 53 3 53 11 0.96 0.96 0.96 0.96 0,96 0.96 0.96 0,96 0.96 26 89 1 16 69 55 3 55 11 BT 4 Stop 0% 15 66 15 0.96 0.96 0.9E 16 69 16 None None vC, conflicting volume 124 90 319 296 89 308 269 96 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 124 90 tC„single (s) 4.1 4.1 tC. 2 stage (s) tF(s) 2.2 p0 queue free % 98 cM.capacity (veh/h) 1463 2.2 99 1506 319 296 89 308 269 96 7.1 . 6.5 . 6.2 7.1 6.5 .6.2 3.5. 4.0 3.3 3.5 : 4.0 3,3 99 91 99 97 89 98 559 " '598 .: 969 580 ...619 960 Volume Total':' Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 116 26 1 1463 1506 1 1 18 09 A A 8 09 >1 Average Delay Intersection Capacity Utilization Analysis Period (min) 6 636 648 15 . 14 16 B 8 4 116 B B 5.4 27.5% 15 ICU Level of Service 11) 8/17/2006 G:\043055001-One MUSP\.Caics\Revised_ Synchra\Total.sy7 Kimley-Horn and Associates, Inc. • 8: SW 23rd Terrace & SW 34th Avenue HO M Unsi2nalized intersection Capacity Analysis Movenlent Lane Configurations 4 4 Sign Control Stop Stop Grade 0% 0% Volume (veh/h) 23 66 2 22 97 8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 24 69 2 23 102 8 Pedestrians Lane Width (ft) Walking Speed (It's) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 184 130 70 161 132 44 78 49 PM Peak Hou, To Traffic, Condi'.cn vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked voi tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (vehlh) i BT .. BR .: BL T. Free Free 3 36 11 2 59 15 0.95 0.95 0.95 0.95 0.95 0.95 3 38 12 2 62 16 184 130 70 161 132 44 78 7.1 6.5 .6.2 . 7.1 6,5 6.2 4.1 3.5 4.0 3.3 96 91 100 689 758 993'' 3.5 4,0 3,3 2.2 97 86 99 100 744. 756 1027 1521..: 49 4.1 2.2 100 1557 Volume Total 9B `134 53 80 Volume Left 24 23 3 2 Volume Right 2 8 ..12 16 cSH 743 767 1521 1557 Volume to Capacity 0.13 0 17. 0.00 0.00 Queue Length 95th (ft) 11 16 0 0 Control Delay. (s) 10.6 10.7 0.5 0.2 Lane LOS B B A A Approach Delay (s) 10.6 10.7 . _ 0.5 0.2 Approach LOS B 8 myna• Average Delay Intersection Capacity Utilization Analysis Period (min) 6.8 19.5% 15 ICU Level of Service 8/17/2006 G :\043055001-One MUSP\Calcs\Revised_ SynchrolTotal.sy7 Kimley-Horn and Associates, Inc. 16: SW 23_rd Street & Northwest driveway H v1 Unsignalized intersection Capacity Analysis Moyesnet =� Lane Configurations Sign Control Free Grade 0°/: Volume (vehlh) 112 0 Peak Hour Factor 0.92 0.92 Hourly flow rate (vph) 122 0 Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2; stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % OM capacity (veh/h) DL WBT .9 IBL _ SP Freef�Stop VDU 0% 0 151 2 0 0.92 0.92 0.92 0.92 0 164 2 0 122 22 4,1 2.2. 100 1466 120 None 286 122 286 122 6.4 6.2 3.5 3.3 100 100 704 929 PM Peak Hour To T rabic Cor?ditons 6/alurne Total Volume Left Volume Right cSH 1700 1700 704,. Volume to Capacity 007 £ 10 :: 0.40 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 t? 0 10.1 Lane LOS g Approach Delay (s) Ci 0 :;ti 0 101 Approach LOS B ecs ' urt rna, Average Delay Intersection Capacity Utilization Analysis Period (min) 0.1 17.9% 15 ICU Level of Service • 8/17/2006 G:1043055001-©ne MUSP1Calcs\Revised_ Synchro\Total.sy7 Kimley-Horn and Associates, inc. 18: SVV 23rd Street & Northeast Driveway PM Peak Hour HCM Unsic n3iized lntersectian Capacity Analysis Total Traffic Conditons Movefnent Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC 1, stage 1 conf vol vC2, stage 2 conf voi vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF: (s) p0 queue free % CMcapacity (veh/h) 4 ¥ Free Free Stop 0% 0% 0% 98 14 45 94 57 132 0.92 0.92 0.92 0.92 0.92 0.92 107 15 49 102 62 143 122 122 4.1 2.2 97 1466 None 314 -114 314 114 6.4 :: 6.2_::::. 3.5 91. 56 3.3 85 938 Volume' Total Volume Left Volume Right 15 = 0 143 cSH 1700 rt1466 831 Volume to Capacity .070.03 " 0.25 Queue Length 95th (ft) 0 ,.... 3 24 Control Delay (s) 0.0 2.6 10.8 Lane LOS A B Approach Delay (s) Q 0 2.6 108 Approach LOS B 205 62 Average Delay Intersection Capacity Utilization Analysis Period (min) 5.4 32.1% 15 ICU Level of Service • 8/17/2006 G:\043055001-One MUSP\Calcs\Revised_ Synchro\Total.sy7 Kimley-Horn and Associates, Inc. 24 SW 23rd Terrace & Southwest Driveway HCM Unsi9naljzed !ntersection Capacity Analysis MOverrient - ' • Lane Configurations 4 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1 78 139 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1 85 151 0 0 0 Pedestrians Lane Width (ft) Waking Speed (ftis) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 80 pX, platoon unblocked vC, conflicting volume 151 238 151 vC1, stage 1 cant vol vC2, stage 2 conf vol vCu, unblocked vol 151 tC, single (s) 4.1 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 2.2 100 1430 238 151 6.4 6.2 3.5 3.3 100 100 750 895 PM Peak Hcwr Total Traffic Conditonc • Volume Total - 61 Volume Left 1 0 Volume Right 0 0 cSH 1430 1700 Volume to Capacity 0.00 0.09 Queue Length 95th (ft) 0 0 Control Delay (s) 0.1 0.0 Lane LOS A Approach Delay (s) 0.1 0.0 Approach LOS • Average Delay Intersection Capacity Utilization Analysis Period (min) 0.0 10.6% ICU Level of Service 15 A III8/17/2006 GA043055001-One MUSP\Calcs)Revised_Synchro\Total.sy7 Kimiey-Horn and Associates, Inc. 22: SW 23rc Terrace & Southeast Driveway HCMvM Ufnsirmal zed intersection Capacity Analysis f Movement Lane Configuratsons Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 150 vC1, stage 1 conf vol vC2, •stage conf vol vCu, unblocked vol 150 tC, single (s) tC, 2 stage (s) IF (s) p0 queue free % GM capacity (veh/h) 4.1 2.2 100 1431 "".SBR" Free Free Stop 0% 0% 0% 1 77 135 3 9 4 0.92 0.92 0.92 0.92 0.92 0.92 1 84 147 3 10 4 None 234 148 234 148 6.4 6.2 3.5 3.3 99 100 753 898 PM Peak Hour f i Traffic Oonu ws • Volume Total' Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft Control Delays) Lane LOS Approach Delay (s) Approach LOS 85 1 0 0 3 '4 1431 1700 793 0.00 ::0 09 0.02 0 0 1 0,1 0.0 9.6 A A 0,1 0.0 9.6 A Average Delay Intersection Capacity Utilization Analysis Period (min) '1 14 10 0.6 17.3% 15 ICU Level of Service 1111 8/17/2006 G:1043055001-One MUSPICaIcstRevised_SynchrolTotal.sy7 Kimley-Horn and Associates, Inc. 20. East -North Driveway & SW 32nd Avenue HC 1 Unsipnalized intersection Capacity .Analysis Mc verr3ertt Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1369 :. 741 741 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1369 741 741 tC, singe; (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 162 3.5 3.3 2.2 100 100 100 416 866.. 4 Stop Free Free fl% 0% 0% 0 0 0 578 681 1 0.92 0.92 0.92 0.92 0.92 0.92 0 0 0 628 740 1 90 P Peak; HU; € otai Traffic Condors Volume'. Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) 628 : a. 0 7. 866 1700 000 0 0 Control Delay (s) 0 0 0.0 Larne LOS Approach Delay (s) 0.0 0 0; Approach LOS Average Delay Intersection Capacity Utilization Analysis Period (min) 0.0 39.2% 15 ICU Level of Service 8/17/2006 G:i043055001-One MUSP\Catcs\Revised_Synchro\Total.sy7 Kimley-Horn and Associates, Inc. 26: East -South Driveway & SW 32nd Avenue HCM Unsignai zed intersection Capacity Analysis iovement ' BL >'EB Lane Configurations Sign Central Stop Grade 0% Volume (veh/h) 2 Peak Hour Factor 0.92 Hourly flow rate (vph) 2 Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1367 741 741 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 1367 741 741 6.4 6.2 4.1 3.5 3,3 2,2 99 100 100 162 416 866 Peak, HouT. Tots Traffic:: o c ons V!Diurne Total Volume Left Volume Right cSH Volume to Capacity BL NBA -SBT Free Free 0% 0% 0 0 576 681 1 0.92 0.92 0.92 0.92 0.92 0 0 626 740 1 0 626 741 2 0 0 0 0 0 0 1 162 1700 1700 1700 0.01 0.00 ' 0.37 0.44 Queue Length 95th (ft) 1 0 0 0 Control Delay (s) 27.5 : ;;,0 0 0.0 0,0 Lane LOS D A Approach Delay (s) 27.5 Approach LOS D 0,rSeCTP6; tlrt3mery ` 2 0.0 0.0 Average Delay Intersection Capacity Utilization Analysis Period (min) 0.0 45.9% 15 ICU Level of Service 1111 8/17/2006 G:1043055001-©ne MUSP1Calcs\Revised_Synchro\Total.sy7 Kirney-Horn and Associates, Inc.