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Traffic Impact Analysis
10/86/2855 11:47 3171538599S7 14/06/2005 11:1O Fix URS TRANSPORT ANALYSIS PAGE 92/62 ii O2 October 6, 2005 Ms. Lille I. Medina, AICP Assistant Transportation Coordinator City of Miami, C)ffiice of the City Manager/Transportation 444 SW 2"d Avenue (10t Floor) Miami, Florida 33130 Re: Renaissance Pointe Sufficiency Leifer— W.D. # 124 Dear Ms_ Medina; Via Fax and US Mall Subsequent to our October 4, 2005 review comments for the subject project, we have received a revised anaiysis on October 4, 2005; prepared by Transport Analysis Professionals, inc. (TAP). We have also received a sufficiency letter (vie a -mail) from Kittleson & Associates (K&A), who represents the FOOT Planning office, Photocopies of both the revised analysis from TAP and e-mail from K&A are attached herewith. Please note that the applicant has mentioned triet the project architect would provide the information regarding maneuverability of the delivery trucks within the project site. As this project progresses through the review process, the applicant must submit an acceptable site circulation plan for approval by the Cily staff. At this time, we conclude that the traffic impact report eiong with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient, Should you have any questions please fell free to call Quazi Masood or the at 954.739.1881, Sincerely, Uri : #ion Southern Raj hanmug""; ".E. Sen or Traffic Engineer AttaChmenl Cc; Mr, ffK vlrl w&Ifwj. Planner ll, City of Miami (Fax - 305.415.1443) Mr. Richard P. EiOhinger, TAP (Fax: 305.385.9997) UPS Corporation k1Shctre VQmpte2L 414E NW 33rei Avonoo. Sotto 150 Fort Lauderdale. FL 3310941375 Tel: 954.739.361 Fax: 954.799.1799 RENAISSANCE POINTE MIXED USE DEVELOPMENT SW 8TH TO SW 9TH STREETS BETWEEN SW 19TH TO SW 20TH AVENUES MIAMI, FLORIDA TRAFFIC IMPACT ANALYSIS FOR MULTI -USE SPECIAL PERMIT (MUSP) AUGUST 2005 REVISED SEPTEMBER 1, 2005 • • RENAISSANCE POINTE MIXED USE DEVELOPMENT SW 8TH TO SW 9TH STREETS BETWEEN SW 19TH TO SW 20TH AVENUES MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANLAYSIS Prepared for Pointe Developers, Inc. 1637 NW 27t Avenue Miami, Florida 33125 (305) 633-4239 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 August 2005 / Revised September 1, 2005 5765 Richard P. Eichinger Project Traffic Manager 305 385-0777 RENAISSANCE POINTE MIXED USE DEVELOPMENT SW 8TH TO SW 9TH STREETS BETWEEN SW 19TH TO SW 20TH AVENUES MIAMI, FLORIDA TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING AND PROPOSED USES EXISTING TRAFFIC CONDITIONS 3 TRW GENERATION 6 TRANSIT USE 6 SITE ACCESS 6 TRIP DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENTS 9 FUTURE BACKGROUND TRAFFIC 9 STUDY AREA AND COMMITTED DEVELOPMENT 13 PLANNED ROADWAY IMPROVEMENTS 15 LEVEL OF SERVICE 15 PERSON TRIP CAPACITY 15 TRANSPORTATION CONTROL MEASURES PLAN 22 CONCLUSIONS 22 TABLES Table 1 — Daily, AM and PM Peak Hour Site Traffic Volumes 3 Table 2 — PM Peak Hour Traffic 'Volumes 3 Table 3 — Levels of Service 7 Table 4 — Person Trip Corridor Analysis 8 Table 5 — Traffic Monitoring Sites 9 Table 6 — Person Trip Corridor Analysis 13 Table 7 — Year 2008 Person Trip Corridor Analysis 16 Table 8 — Level of Service at Study Locations 17 Table 9 — SW 7th & 8th Streets 2005 Corridor Analysis 18 Table 10 — SW 7th & 8th Streets 2008 Corridor Analysis 19 Table 11 — SW 17th Avenue Streets 2005 Corridor Analysis 20 Table 12 — SW 17th, Avenue Streets 2008 Corridor Analysis 21 FIGURES Figure 1 — General Location 2 Figure 2 — Existing PM Peak Hour Traffic at Study Locations 4 Figure 3 — Intersection Lane Use Geometry 5 Figure 4 — Site Redevelopment Traffic Change 10 Figure 5 — 2008 PM Peak Hour Traffic Without Site 11 Figure 6 — Area 2008 PM Peak Hour Traffic With Site 12 Figure 7 — Study Area 14 i • • RENAISSANCE POINTE MIXED USE DEVELOPMENT SW 8TH TO SW 9TH STREETS BETWEEN SW 19TH TO SW 20TH AVENUES MIAMI, FLORIDA TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS (Cont'd) APPENDICES Appendix A — Traffic Study Methodology Appendix B — Traffic Volume Data and Geometry Appendix C — Capacity Analyses and Traffic Signal Timing Data Appendix D — ITE Trip Generation Appendix E — FDOT Seasonal Factors and Historical Traffic Data Appendix F — FDOT LOS Tables and MUATS Information Appendix G — Committed Development Traffic Appendix H -- Existing Property Uses of Redevelopment Site Appendix I — Reduced Site Plan of Proposed Redevelopment RENAISSANCE POINTE MIXED USE DEVELOPMENT SW 8TH TO SW 9114 STREETS BETWEEN SW 19T's TO SW 20TH AVENUES MIAMI, FLORIDA TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -story residential townhouse and apartment development that will also include a ground -floor retail component. The development site occupies most of the block bounded by SW 8th and SW 9th Streets from SW 19th to SW 20th Avenues in the City of Miami. Figure 1 depicts the site's general location. The methodology used for assessing traffic impacts of the proposed development was discussed in advance with staff of the City of Miami Department of Planning and the City's traffic consultant. The following locations were selected to evaluate the proposed redevelopment's traffic impact for the more active PM peak period: Arterial Analysis - SW 17th Avenue S W 7th & 8th Streets Intersection Analysis - SW 19th Avenue & SW 8th Street (signalized) - SW 20th Avenue & SW 8th Street (unsignalized) - SW l9th Avenue & SW 9th Street (unsignalized) - SW 20th Avenue & SW 9th Street (unsignalized) - Site driveways at SW 19th & SW 20th Avenues EXISTING AND PROPOSED USES The redevelopment site consists of a variety residential housing types and varied retail uses along the SW 8th Street frontage. The existing property uses are summarized in Table 1 and the proposed development land uses of these properties are summarized in Table 2. Individual uses of each property within the redevelopment site are detailed in the appendix. Rev. 09/01/05 Transport Analysis Professionals, Inc. 1 Street Atlas U SAS 2004 • • PI'DELORME. S 200S DeLorrt1e wnaw.deiorme,com Can.: Hark 13@kCu Park - FarJ1 ESfG Par Renaissance Pointe Project Site • fgkas:Pet • SoutxWAS-Lees- ocean View Heig' B1a-E•aPark • iek?kveAttie Perk acan ut Greve Hay • 11..1n1: Park • Sunrise Harbor MN (0.0' \TJ) «scays Caunty Park GENERAL LOCATION MAP FIGURE 11 W mi 0 'fi 1.4 1.4 1 1' Data Zoom 12-0 riaffclmpact Anadvsi,s xena • • Table 1 Existing Site Land Use Summary Use Magnitude Parcel A Restaurant & Specialty Retail Parcel B Restaurant & Specialty Retail Residential 8,975 square feet 5,304 square feet 23 dwelling units Table 2 Redevelopment Site Land Uses Use Magnitude Townhouses 18 dwelling units Apartments 338 dwelling units Retail 18,000 square feet EXISTING TRAFFIC CONDITIONS Intersection turning movement volumes at the public street intersections identified were recorded between 4:00-6:00 PM on a typical weekday in mid August 2005, after the normal public school year had started. Figure 2 depicts existing PM peak hour volumes at the four study intersections and Figure 3 illustrates the traffic lane configuration at each intersection. Rev. 09/01/05 Transport Analysis Professionals, Inc, 3 N NT'S SW 8th Street 1571 --► 26 -* Dwy 4-6 r— 43 2 t SW 20th Avenue 102 -4 1401 --1► 40 RENAISSANCE SITE ©wy SW 9th Street 4- 23 .411-,^ 24 f6 co TRANSPORT ANALYSIS PROFESSIONALS Existing PM Peak Hour Traffic FIGURE 2 4 N Airs SW 8th Street .r- rit a) a> Q SITE SW 9th Street dtwoom i to 4 4 Lane Use Geometry TRANSPORT ANALYSIS PROFESSIONALS FIGURE 3 5 n an • • • TRIP GENERATION Traffic generated by existing uses and by the proposed development is estimated using rates and equations in the seventh edition of the Institute of Transportation Engineers' (ITE's) Trip Generation. Tables 3 and 4 depict AM and PM street peak hour and daily traffic generation by the existing land uses and proposed redevelopment of the project site and the net change in vehicular traffic. The afternoon traffic generated by the proposed uses is higher and consistent with general traffic patterns in most of Miami -Dade County. Therefore, the analyses are continued using the higher PM peak hour values. TRANSIT USE Due to the relatively high transit service offered in the Tamiami Trail corridor compared to transit service and use at sites in ITE trip generation data, it is estimated that an additional 10% reduction would be possible from the values shown in Tables 3 and 4. This reduction may be conservative, but is generally acceptable by city staff, However, to remain conservative in the analysis, no additional reductions of generated vehicular trips were made for high transit service and use in the corridor, SITE ACCESS The proposed redevelopment of this site will have an east/west access drive approximately midway between SW 8tt4 and 9th Streets. The access drive connects internally to a parking garage. The east/west access drive will form two tee intersections, one with SW 19th Avenue and the second with SW 20th Avenue. In some respects, the east/west access drive is approximate to the drive connections behind retail stores existing at the site. See site plan for access details. A reduced site plan is included in the appendix. TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the latest NILJATS travel model validation runs for TAZ #1046 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: Rev. 09/01/05 Transport Analysis Professionals, Inc. 6 • • Component Location Retail/Commercial 1920-1936 SW 8th Street 1940-1952 SW 8th Street Retail Subtotal Residential 800A SW 19th Avenue 800E SW 19th Avenue 1945A SW 9th Street 1945B SW 9th Street 1935 SW 9th Street 1927 SW 9th Street 1919-21 SW 9th Street Residential Subtotal Use Restaurant Retail Subtotal Restaurant Retail Subtotal Table 3 Renaissance Pointe Existing Uses and Trip Generation' Daily Magnitude Trips 2,000 sf 6,975 sf 8,975 sf 2,000 sf 3,304 sf 5,304 sf 14,279 sf Apartment 7 dus Single Family 1 du Single Family 1 du Apartment 4 dus Apartment 5 dus Single Family 1 du Apartment 4 dus 23 dus All Existing Uses Gross Trips Internal Capture (10% of Residential) Net Existing Use Trips ,Trips generated by "As of Right" gasoline service station use at 1900 SW $ Street (demolished) excluded. 254 336 590 254 179 433 1,023 47 10 10 27 34 10 27 165 AM Peak Hour PM Peak Hour In Out Total In Out Total 12 25 37 12 13 25 62 11 27 38 11 15 26 64 23 13 52 17 75 30 23 28 51 126 1 3 4 0 1 1 0 1 1 0 2 2 1 2 3 0 1 1 0 2 2 2 12 14 13 13 26 56 3 1 1 2 2 1 2 12 21 30 9 16 25 55 0 0 1 1 0 1 22 38 60 22 29 51 111 4 1 1 3 3 1 3 16 1,188 64 76 140 68 59 127 <16> <0> <1> <1> <1> <0> <1> 1,172 64 75 139 67 59 126 o • w Table 4 Renaissance Pointe Proposed Uses Trip Generation Net Trip Increase Daily Component Location Use Trips Proposed Site Uses Residential Townhomes 18 dus 105 1 7 8 6 3 9 Residential Condo/Apartment 338 dus 2,182 34 135 169 133 71 204 Residential Subtotal 356 dus 2,287 35 142 177 139 74 213 Ground Floor Retail 18,000 sf 808 58 67 125 28 36 64 Total Gross Trips 3,095 93 209 302 167 110 277 Internal Capture (10% of Retail) <81> <6> <7> <13> <3> <3> <6> Net Proposed Use Trips 3,014 87 202 289 164 107 271 Existing Site Uses <1,172> <64> <75> <139> <67> <59> <126> Net Existing Use Trips2 AM Peak Hour In Out Total PM Peak Hour In Out Total Site Traffic Comparison Net Change in Site Traffic 1,842 23 127 150 97 48 145 'Excludes diverted trips and pass -by trips for both proposed and existing uses. Estimates are of external trips on roadways adjacent to and in close proximity of site. Existing uses exclude "as of right" gasoline service station demolished on corner lot at 1900 SW 8th Street. 2See Table 3. Rev. 09/01 /05 • North/northeast — 14.85% East/northeast — 17.94% East/southeast — 3.43% South/southeast — 3.33% North/northwest — 18.52% W est/northwest — 15.19% West/southwest — 17.35% South/southwest — 9.38% Figure 4 depicts the estimated volume of site only traffic increases on area roadways. Figures 5 and 6 depict 2008 traffic with and without the net increase in site traffic volumes. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's (latest available) seasonal traffic factors for Miami -Dade County, the traffic volume data collected in mid -August were increased by 6.5% to reflect a peak season condition. The latest available FDOT peak season factors are in the appendix. FUTURE BACKGROUND TRAFFIC The site redevelopment is esti sated to be completed and the project capable of being virtually fully occupied in 2008. The FDOT historical traffic volume monitoring stations nearest to the site were researched to obtain a growth factor. The FDOT data are in the appendix. The locations are as follows: Table 5 Traffic Monitoring Sites Station Facility #5103 #5100 #5105 #5099 SW 8th Street SW 8th Street SW 7th Street SW 7th Street Location 200 ft e/o Beacon Blvd 200 ft w/o SW 17th Ave 200 ft e/o Beacon Blvd 200 ft w/o SW 17th Ave The average increase in traffic measured at these stations since 2000 translates to an average annual increase of 2.14%. Near -term projections prepared by FDOT through 2010 show an average annual increase of 1.27%. Using the higher 2.14% annual increase, a growth factor of 1.0656 is calculated to increase arterial traffic volumes from current (2005) levels to 2008. A growth rate for local streets was used at half the arterial increase. Rev. 09/01/05 Transport Analysis Professionals, Inc. 9 Renaissance Pointe N Net PM Peak Hour Increase a)Nrs IN 97 = OUT 48 0 TOTAL 145 'z cm SW 20th Avenue SW 8th Street co Mo LOD- 0--� 38 —* AL12 f10 THE RENAISSANCE DO -40 ENV Access Drive N CO N N Garage (Total volume two portals) SW 9th Street 22 14 —* 04 0-0'- 0-* cr CO f° 0 Rev 09/01 /05 s. PM PEAK HOUR SITE ONLY TRAFFIC INCREASE TRANSPORT ANALYSIS PROFESSIONALS RENAISSANCE POINTE FIGURE 4 10 N AVTS 1805 --► 29 OD CND CAI 0 LPN- 15 15 —Pi- 2 4-15 r 14 SW 20th Avenue * - Existing site retail and other combination driveways SW8th Street THE RENAISSANCE SW 9th Street CV Ca CV 15 -4 5� c4 co 9-4 7 2 4-25 27 -41r1 t r"- rn RENAISSANCE POINTE • 2008 PM PEAK HOUR TRAFFIC WITHOUT PROJECT TRANSPORT ANALYSIS PROFESSIONALS FIGURE 5 11 N NTS • CT) CO SW 8th Street 1805 --- 67 C'") CC yif CO Tr 27 -- 24 124 -4 1613 —Pi- 44 THE RENAISSANCE N CO CS 6 E/W Access Drive 89 o '111 CO 8 -a-- 49 SW 20th Avenue f2 Garage (Total volume two portals) SW 9th Street 37 4 9 in CO 4 ti� 4-26 -0--- 28 f-6 9-4 7- 2 -+ SW 19th Avenue CO et tV • RENAISSANCE POINTE 2008 PM PEAK HOUR TRAFFIC WITH PROJECT TRANSPORT ANALYSIS PROFESSIONALS Rev 09/01/05 FIGURE 6 12 ksas.ila]Lift n - it STUDY AREA AND COMMITTED DEVELOPMENT As directed by the City's traffic consultant, a study area that extends approximately one-half mile in each direction from the project site is used to determine traffic impacts. Figure 7 depicts the study area. According to City staff and TAP review of documents, there are five potential projects of traffic significance within the study area. The five projects and their locations are listed in Table 6. TAP staff researched City documents and inquired of City staff for traffic information regarding these committed but not yet completed projects. Traffic data were available for three of the five (see appendix) and the traffic to be generated by these "other committed developments" is included in projecting future traffic volumes at the study intersections. Traffic studies have not as yet been submitted for the first and last project listed in Table 6. Name Table 6 Committed Developments Location Altos Plaza Caprio Tower Capital Place Chatniclear Bayview El Palmer 2180 SW 1st Street 300 SW 12th Avenue 1277 SW 8th Street 606 West Flagler Street 903 SW 13th Court Rev. 09/01/05 Transport Analysis Professionals, Inc. 13 • DuLORME Data use subject to license ® 2005 DeLorme. Street Atlas USA® 2006. vwdelorme.corn MN (5.5W) Street Atlas USN& 2006 Lurrenus Istaad -...tvytts BaY Orginte Xey • *-VRalfri4L...- Xey Bizc .2" • STUDY AREA a FIGURE 7 Data Zoom 11-5 mi Traits LuzrzactikaLvsis fg mi=onre Pointe • PLANNED ROADWAY IMPROVEMENTS Research of the latest Transportation Improvements Program (TIP) and the Long Range Transportation Plan (LRTP) revealed no significant improvements within the immediate area of the redevelopment site. However, FDOT is performing a PD&E study in the area, but at this writing, no roadway improvements have been officially adopted. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed for the four (4) previously identified intersections near the site and for the site's two (2) driveway connections to the public street network. The analyses use computer software (HCS) that supports the current Highway Capacity Manual (HCM) published by the Transportation Research Board, National Academy of Science. Arterial analyses were performed using the City of Miami's adopted Transportation Corridors analysis technique. The analyses were performed to measure impacts at each location with and without the project. Table 7 depicts PM peak seasonally adjusted existing traffic, year 2008 background traffic growth (without project) and year 2008 conditions with proposed site traffic. Table 8 depicts the resulting LOS at each location being evaluated. PERSON TRIP CAPACITY Traffic volumes were recorded along SW 17th Avenue in mid -August 2005 and FDOT data along SW 7th and SW 8th Streets were used to determine daily and peak period volumes on these arterials. The existing 2005 peak season volume shown in Table 7 are used in the existing conditions arterial analyses for SW 7th and 8th Streets, (depicted in Table 9) and for SW 17th Avenue (depicted in Table 11), Tables 10 and 12 depict future year 2008 conditions along these same study corridors at full build -out and occupancy as well as local bus activity. Rev. 09/0 /05 Transport Analysis Professionals, Inc. 15 TABLE 7 TRAFFIC VOLUME AT STUDY LOCATIONS 2008 BACKGROUND 2008 2008 2005 SEASONAL 2005 GROWTH GOM, WITHOUT WITH PM PEAK INCREASE SEASONAL INCREASE DEVEL. SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME' VOLUME2 VOLUME SUBTOTAL VOLUME VOLUME SW 19th Avenue & SW 8th Street EB LEFT 102 7 109 4 0 113 11 124 EB THRU 1401 91 1492 98 22 1612 1 1613 EB RIGHT 40 3 43 1 0 44 0 44 NB THRU 48 3 51 2 0 53 4 57 NB RIGHT 59 4 63 2 0 65 18 83108 0 108 SB LEFT 99 6 105 3 0 SB THRU 73 5 78 3 0 81 38 119 SW 19th Avenue & SW 9th Street 1 9 0 0 0 9 EB LEFT 8 7 0 9 EB THRU 7 0 7 0 0 EB RIGHT 2 0 2 0 0 2 0 2 WB LEFT 6 0 6 0 0 6 0 6 WB THRU 24 2 26 1 0 27 1 28 WB RIGHT 23 1 24 1 0 25 1 26 NB LEFT 7 0 7 0 0 7 1 8 NB THRU 83 5 88 3 0 91 3 94 NB RIGHT 2 0 2 0 0 2 0 2 8 1 9 0 0 9 1 10 SB LEFT 165 3 0 108 2 110 SB THRU 99 6 SB RIGHT 20 1 21 1 0 22 1 23 SW 20th Avenue & SW 8th Street EB THRU 1571 102 1673 110 22 1805 0 1805 EB RIGHT 26 2 28 1 0 29 38 67 NB RIGHT 30 2 32 1 0 33 12 45 SW 20th Avenue & SW 9th Street EB LEFT 14 1 15 0 0 15 9 24 EB THRU 14 1 15 0 0 15 0 215 EB RIGHT 2 0 2 0 0 2 0 2 WB LEFT 2 0 2 0 02 0 2 0 WB THRU 43 3 48 0 1 8 9 WB RIGHT 6 0 6 0 0 6 NB LEFT 1 0 1 0 0 1 0 1 18 6 24 NB THRU 16 1 17 1 0 1 NB RIGHT 1 0 1 0 0 1 0 SB LEFT 4 0 4 0 0 4 0 4 SB THRU 18 1 19 1 0 20 4 24 18 SB RIGHT 11 1 12 0 0 12 6 Site Driveway alone SW 19th Avenue3 EB LEFT 15 0 15 0 0 15 22 37 EB RIGHT 5 0 5 0 0 5 4 9 NB LEFT 3 0 3 0 0 3 4 7 NB THRU 82 5 87 3 0 90 0 90 SB THRU 93 6 99 3 0 102 0 102 SB RIGHT 20 0 20 0 0 20 38 58 Site Driveway alone SW 20th Avenue3 WB LEFT 14 0 14 0 0 114 4 10 24 WB RIGHT 15 4 15 0 0 12 2717 NB THRU 15 1 16 1 0 17 0 NB RIGHT 11 0 11 0 0 11 17 28 SS LEFT 23 0 23 0 0 23 38 61 SB THRU 30 2 32 1 0 33 0 33 Arterial Summary 29 SW 7th Street Westbound Site Volume Summary: 38 SW 8th Street: Eastbound Site Volume Summary: SW 17th Avenue: Northlsouthbound Site Volume Summary: 32 1 A seasonal factor of 6.5% is used to'tncrease existing volume to peak season conditions. 2 A growth factor of 6.56% is used to increase 2005 traffic to 2008 conditions for arterials and a factor half as large for other streets and turns to and from these streets. 3 Site driveway existing volumes assume 10 on -street parking mvts each direction on SW 8th Street, Renaissance Pointe TAP JN 5765 Transport Analysis Professionals, Inc. 16 Rev. 09/01105 • • o TABLE 8 LEVEL OF SERVICE AT STUDY LOCATIONS 2005 PEAK SEASON INTERSECTION & APPROACH MOVEMENT LOS SW 19th Avenue & SW 8th Street EB LEFT, THRU & RIGHT NB THRU & RIGHT SB LEFT & THRU INTERSECTION LOS SW 19th Avenue & SW 9th Street EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT SW 20th Avenue & SW 8th Street NB RIGHT SW 20th Avenue & SW 9th Street EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT Site Driveway along SW 19th Avenue EB LEFT & RIGHT NB LEFT & THRU Site Driveway along SW 20th Avenue WB LEFT & RIGHT SB LEFT & THRU A C D B B B A A A A A A A A A A 2008 WITHOUT PROJECT TRAFFIC LOS A C D B B B A A A A A A A A A A 2008 WITH SITE TRAFFIC LOS A D D B B B A A A A A A B A A A Renaissance Pointe TAP JN 5765 Transport Analysis Professionals, Inc. 17 TABLE 9 YEAR 2005 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS ROADWAY MODE Arterial $ Corridor Nance (Notes 51N ath Street _Adopted_„ ONE-WAY VOLUME _Allowable Three - i,.anes E420 Eastbound 2,990__ ROADWAY _--,- ROADWAY PER. TRIP PER. TRIP ROADWAY _..� 2003 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY CORR VEHICULAR ePPV= VEHICULAR' OPPV= EXCESS PERSON TYPE CAPACITY t 6 VOLUME' _..1.4 PER. TRIP TRIP 1 �_.. .,..._ 3 4- .. 5 6 7 2 LS 2,990 4,784 1,647 2,306 2,478 0.48 LOS SW 701 Street ONE-WAY VOLUME Three - Lanes Westbound Allowable e+20...._ 2,990 5 2,990 4,784 1,844_ 2,582 2,202 0.54 LOCAL BUS PER, TRIP PER. TRIP PER. CAPACITY CAPACITY CAPACITY LOAD = LOADS LOAD = DESIGN DESIGN DESIGN Se) 9 (10), 0 0 MASS TRANSIT MODE EXPRESS RAILTRAN TOTAL TRANSIT CAPACITY a LLOAD= DESIGN 11 WE AVG AVG _j HEADWAY 5EA75 RIDERSHIP E BOTPER PAX LOAD DIRECTIONS VEH PER HOUR FACTOR CAPACITY Ri0EROHIP 150.00% _.._....---.__,.. 150.0018 —T_150 00% 150.00% TOTAL TRANSIT TRANSIT PERSON PERSON TRIP TRIP EXCESS VOLUME ,..CAPACITY 12 13) PAX PERCENT CORRIDOR TOTALS CORRIDOR CORRIDOR CORREIH0R PERSON CORRIDOR PERSON PERSON TRIP PERSON TRIP TRIP EXCESS TRIP_ . _. CAPACITY VOLUME CAPACITY WO 1 4J ...__ 4,784 AUTO PERSON TRIPS = TRANSIT PERSON TRIPS- TOTAL PERSON TRIPS = 0 0 WT AVG AVG ._.—._......_ _.__—.._......- HEADWAY SEATS RIDERSHIP DESIGN BOTH .._P(WR,... PAX LOAD ..... PAX SIRECTIONS VEH PER HOUR FACTOR CAPACITY 150.00% PERCENT RiDERSHtP 4,784 2,582 2,202 0_54 AUTO PERSON TRIPS - 2,582 _._ 100.0%._,__. TRANSIT PERSON TRIPS 0 0.0% OTAL PERSON TRIPS = 2,582 100.0% 1 Three - Lanes SW7&8Streets LOS TABLE" 0.39 0.39 0,39 0.39 0.40 0.95 0.98 0.99 1 00 0 E Three -Lanes FOOT LOS Tabte Volumes G... 1,200 0 2,870 E 2,990 • Volume is front the Year 2002 FOOT LOS tables " Existing volume adjusted to peak season Renaissance Pointe Transport Analysis Professionals, fnc. JN 5765 1 TABLE 10 FUTURE YEAR (2008) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC ROADWAY MOD Arteriall Corridor Name SW dth Street ONE-WAY VOLUME Three - Lanes Eastbound SW 7th Street ONE-WAY VOLUME Three - Lanes Westbound ROADWAY PER TRIP 2007 ROADWAY CAPACITY CORR VEHICULAR oPPV= TYPE CAPACITY' 1.6 _. 2 3 ROADWAY VEHICULAR VOLUME' 4 Adopted .... LS 2,990 Allowable E+-20 2990 Adapted Allowable Er20 2 990_ L5 2,990 4,764 ..,......_.._...... 793 ROADWAY PER. TRIP ROADWAY,____ VOLUME PER. TRIP ROADWAY PPV. EXCESS�..v PERSON PERmmTRip TRIP (5) { (6) (71 LOS 2,792 1,992 0-58 MASS TRANSIT MODE LOCAL BUS EXPRESS RAILTRAN TOTAL TOTAL TRANSIT PER. TRIP PER. TRIP PER TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP a LOAD = � LOAD = OLLOAD = 12 LOAD = TRIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY f5)...-----._. (9j- (10) (11) (12) ... (13)...._. 0 HEADWAY_ SOTF1 DIRECTIONI 0 0 0 WT AVG AVG -._.... SEATS RIDERSHIP DESIGN PER PAX LOAD PAX PERCENT -'----. VEH PER HOUR FACTOR CAPACITY RIDERSHIP 150.00% 150.00% 150.00% 150.00% WrAVG AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH ...--PER PAX LOAD... DIRECTION VE31.....__ HOUR PER R FACTOR 150 00% FAX PERCENT CAPACITY RIDERSHIP CORRIDOR TOTA CORRIDOR CORRIDOR CORRIDOR PERSON CORRIDOR PERSON PERSON TRIP PERSON. TRIP --. TRIP EXCESS TRIP CAPACITY ...VOLUME CAPACITY_.. WC -- ' (14) i (15)..._ (16) (37) 4.784 2510 2,274 _..—._ 0.52 LOS C AUTO PERSON TRIPS = 2,510 100.09E TRANSIT PERSON TRIPS = 0 0.0k TOTAL PERSON TRIPS = 2, 10 100 016 4,784 2.792 _.. 1,992 0,58 AUTO PERSON TRIPS = 2,792 iRAiSIT PERSON TRtPS TOTAL PERSON TRIPS = 2,792 100.0% 0.0% 100.0% Three- Lanes SW 7 & 8 Streets L05 TABLE" _0.39 B 0.39 B 0.39 B 0.39 B 0.40 0.98 0.99 ...___,1.00, 0 FACTORS: 2005-2008 Ann. Gr 0.1%tyr (comp) = 1,0656 . - Nate: Seasalaty Adjusted Base from Table 2 PROJECT VOLUME ASS GNED .^....Comer _dpr 7. Di P ' Auto Tri a f?e on 7ri. s SW 8€h Street Eastbound SW 7th Street .......Westbound Volume is from the pear 2002 FOOT LOS tables LOS A not possible under assumptions - othervfc cutoffs use FOOT LOS table ratios Ex€sting volume adjusted to peak season Renaissance Pointe Transport Analysis Professionals, Inc. JN 5765 • • • TABLE 11 YEAR 2005 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arieriat 1 Corridor N ROADWAY MODE ROADWAY ROADWAY ,__,.... PER, TRIP PER. TRIP ROADWAY rrr2003 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY -- - _. ORR VEHICULAR CTYPE.... CAPACITY' 1.6 ���-- VEHICULAR aPPV= EXCESS — PERSPERSON VOLUME' 1.4 PER TRIP TRIP Notes t 2 3 4 5 6 7 LOS SW 17th Avenue Adopted Two-way Volume Allowable 4-lane divided ET20 3,920 .__..... 3,920 6,272 1,624 2,274 3,998 0.36 MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT -_ .__ . PER. _TRIP PER. TRIP PER, TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP a LOAD yLOAD =114) LOAD = OrTQAD = _TRIP EXCESS DESIGN DESIGN DESIGN RESIGN VOLUME CAPACITY (8) ......_ 010). (t 1) (12) (13) OLOS TABLE 'o FDOT LOS Tabte Volumes 0.12 B B 470 _-.... 0.12 B D 3,730 _.........._..--- 0.12 B E 3,920 0.13 0-94 C .._ 0.95 0.98_. .._.. __....---- .. —_..........._ _..._. 0.99 E 100 0 Iv O 0 0 0 WTAVG AVG HEADWAY SEATS RIDERSHIP DESIGN_ ROTH _-, PERFAX LOAD PAX PERCENT DIRECTIONS VEH PER HOUR FACTOR CAPACITY RIDERSHIP 150,00% 150.00% 150.00% WT AVG AVG HEADWAY SEATS RIDERSHIP BOTH PER PAX DIRECTIONS VEH PER HOUR DESIGN LOAD PAX PERCENT FACTOR CAPACITY RIDERSHIP 150.00% CORRIDOR TOTALS CORRIDOR CORRIDOR CORRIDOR PERSON CORRIDOR PERSON PERSON TRIP PERSON TRIP TRIP EXCESS TRIP CAPACITY VOLUME CAPACITY VIC (14) (15) ....�. (18) ...._(17) 6,272 2,274 3,998 AUTO PERSON TRIPS = 2,274 TRANSIT PERSON TRIPS 0 TOTAL PERSON TRIPS 2,274 AUTO PERSON TRIPS '--TRANSIT PERSON TRIPS = TOTAL PERSON TRIPS ' Volume is from the year 2002 FDOT LOS fables '• Existing volume adjusted to peak season 100.0% 0.0% 100.0% Reniassance Pointe Transport Analysis Professionals, lnc. JN 5765 TABLE 12 FUTURE YEAR (2008) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial$ Corridor Na SW 17th Avenue Two-way Volume 2007 ...._.........� - CORR TYPE (Notes) (1) Adapted .- LS Allowable EL-2© 3920 ADWAY MODE ROADWAY PER. TRIP ROADWAY CAPACITY ROADWAY VEHICULAR CAPACITY' 3,920 _ DiPPV-_ VEHICULAR 1.6 VOLUME" (3) 6,272 ROADWAY PER. TRIP ROADWAY VOLUME PER. TRIP ROADWAY TrapPV= EXCESS PERSON 1.4 PER. TRIP TRIP.___ 5 6 7 2.513 3,759 ._„ 0.40 OS SW 1216Avenue LOS TABLE" 0.12 8 0.12 R 0.12 �B 0.12 t3 SW 1291Avenue FDOT LOS Table Volumes 6 470 2960 3730 3920 0 13 0.95 0.99 1.00 MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL 1'RAN TOTAL PER. TRIP PER. TRIP PER. TRIP TRANSIT CAPACITY CAPACITY CAPACITY CAPACITY LOAD= LOAD toloAo LOAD- DESIGN DESIGN DESIGN DESIGN (6) (9) (10J (11) HEADWAY BOTH DIRECTION WT AVG SEATS PER VEH 0 0 TOTAL TRANSIT PERSON TRIP VOLUME (12) AVG RIDERSHIP DESIGN_ FAX LOAD PER HOUR FACTOR PAX CAPACITY TRANSIT PERSON TRIP EXCESS CAPACITY 1131. PERCENT Rt4ER5HIP CORRIDOR TOTALS CORRIDOR _..._ CORRIDOR CORRIDOR PERSON CORRIDOR PERSON PERSON__ TRIP PERSON_ TRIP TRIP EXCESS TRIP CAPACITY VOLUME CAPACITY, - - ((4) (15) (16) (17) 6,272 2,513........_ 3,759 0,40 AUTO PERSON TRIPS = TRANSIT PERSON TRIPS = TOTAL PERSON TRIPS = 2,513 0 3 00.0% LOS - C 100.0% 150.00% 150.00% 150.00% WT AVG HEADWAY SEATS BOTH PER DIRECTIONS VEH--- AVG RIDERSHIP DESIGN .... PAX LOAD PER HOUR FACTOR 0.00% PAX CAPACITY PERCENT RIDERSHIP AUTO PERSON TRIPS = TRANSIT PERSON TRIPS = TOTAL PERSON TRIPS = 0 FACTORS: 1 2005.2008 Ann. Grt t%/'r (comp) 1.0656 Note: Seasonaly Adjusted Base from Table 2 ._,. PROJECT VOLUME ASSIGNED Transit .... 'dorILDi 'on ProtAuto Trio Personri SW12€i6Avenue ......_. inbound (NB) _-......__ 32 ... Outbound (SB)..._.._ 32 .......____ 4 s Volume is from the year 2002 FOOT LOS tables LOS A not possible under assumptions - other v!c cutoffs use FDOT LOS table ratios Existing volume adjusted to peak season tTeniassanee Pointe Transport Analysis Professionals, Inc. Al 5765 t Anc TRANSPORTATION CONTROL MEASURES PLAN The City of Miami requires that developments requiring a Major Use Special Permit (MUSP) review process explain how the developer plans to reduce the proposed redevelopment's site traffic impact on adjacent roadways and nearby intersections. The developer intends to include a bicycle storage area, which may reduce vehicular (automobile and truck delivery) use by future residents at this redevelopment site. Other vehicular traffic reduction measures will have the potential to reduce primary trip making as well. Some suggested measures are listed, but not limited to, as follows: - Encourage shared ridership (car pooling andlor van pooling) by residents. - Post up-to-date mass transit schedules in public areas Within economic feasibility, evaluate potential lease of proposed ground floor retail space for primary benefit of future residents of the redevelopment site and other City residents within close proximity (walking distance), such as neighborhood mini -mart, dry cleaner, deli, restaurant and or cafe, as opposed to unique specialty retail uses requiring a broad service area to be viable (and implicit auto trips). The area is serviced well by bus services. Two public bus stops are located on SW 8th Street within 100 feet of the site. One is located immediately west of SW 20t!' Avenue. The second is located immediately east of SW 19th Avenue. The developer is encouraged to work with MDTA operations staff on possible transit passenger amenities in the immediate area. CONCLUSIONS All roadways and intersections studied will operate within acceptable levels of service conditions with site traffic in the build -out and occupancy year (2008). Peak period operations at the SW 19`'' Avenue and SW 8th Street intersection, while offering acceptable future level of service using existing signal timing and phasing, could be enhanced with a minor modification to the traffic signal timing. After build - out and occupancy of the proposed development, the developer should contact the Rev. 09/0 /05 Transport Analysis Professionals, Inc_ 22 Miami -Dade County Signals and Signs Division at 305-592-8925 and request that the traffic signal timing be optimized at this intersection. The developer is encouraged to be proactive in implementing the traffic control measures plan discussed above. Rev. 09/01/05 Transport Analysis Professionals, Inc, 23 • APPENDICES • • APPENDIX A TRAFFIC STUDY • METHODOLOGY • Renaissance Point We are proposing on a traffic study and request your input as to the methodology and scope. The location is between SW 19th and 20th Avenues and between SW 8th and SW 9th Streets in the City of Miami. The developers are proposing a mixed use development (development particulars not known at time. Build -out is expected in 2008 The intersections we are proposing to study during the PM peak are as follows: • SW 19th Avenue and SW 8th Street (US 41) (signalized) • SW 20th Avenue and SW 8th Street (unsignalized) • SW 19th Avenue and SW 9``' Street (unsignalized) • SW 20t Avenue and SW 9th Street (unsignalized) The two arterials are as follows: • SW 17th Avenue north/south • SW 7th and 8th Streets -- east/west Study area: • North: Flagler Street • South: Coral Way • East: SW 12th Avenue • West: SW 271 Avenue • Site drives at public roadways. Other Considerations: • We plan to use the 7th edition of 1TE's Trip Generation to estimate site traffic. • We plan to show the impacts in year 2008 at full build out • We plan to use the MUATS model for site traffic distribution. • We will use FDOT's seasonal data to factor existing volumes. • We will use historical growth for the two study arterials, If growth is negative, we will use a 1% growth factor through the development's programmed build -out year. • We will research & use all bus route schedules for both arterials, if needed. • We will research committed development in the area that may have an influence on the project and submit a list to you and the city for review and acceptance. • We will research the TIP and LRTP for future roadway improvements. • We will provide TCM recommendations. • We will perform a queuing analysis, if the development is planning a gated entry. • o APPENDIX B TRAFFIC VOLUME DATA AND INTERSECTION GEOMETRY • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 SW 19th Avenue Southbound 1 Peak Hour From 16:00 to i7:45 - Pak 1 of l lntersectio n Start Time I Left 17:00 Thru RTR RightI App. Total Left i Volume 99 73 0 0 172 Percent 57.6 42,4 0.0 0.0 Volume 99 73 0 0 172 Volume 26 16 0 0 42 Peak Factor High Int. 17:00 Volume Peak Factor • 26 19 0 0 45 0.956 SW 8th Street Westbound Thru RTO Right App. Left Total 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 3:45:00 PM 0 0 0 0 0 SW 19th Avenue Northbound Thru RTC R Right App. , Left Total 0 48 22 37 107 0.0 44.9 20.6 34.6 0 48 22 37 107 0 14 3 11 28 17:30 0 13 7 10 30 0.892 File Name :5765SW19@8PM Site Code : 57653077 Start Date : 08/1712005 Page No : 2 SW 8th Street Eastbound Thu 102 140 1 6.6 90.8 0.1 140 102 1 RTO R Right App. lat. Total I Total 1 39 1543 2,5 1 39 1543 29 373 0 11 1822 1822 413 483 17:15 29 373 0 11 413 SW 19th Avenue Out In Total 1721 1 3221 01 731 991 Right Thru Left 1501 7.4 Al 1-071 �s 8/17/2005 5:00:00 PM 1 8/17/2005 5:45:00 PM North All Vehicles Left Thru Rt.ht 1 1131 107 Out in Total SW 19th Avenue r 2201 4 0 tte 0.934 .943 TRANSPORT ANALYSIS PROFESSIONALS, Inc• 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 • File Name : 5765SW198PM Site Code : 57653077 Start Date : 08/17/2005 Page No : 3 Counter: 3077 Counted By: PCC Weather: Clear ther: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name 5765SW19@8PM Site Code :57653077 Start Date : 08/1712005 Page No : 1 SW 19th Avenue SW 8th Street SW 19th Avenue SW 8th Street Southbound Westbound App Northbound RTOR Eastbound RTO ' Rignt App. in Start Time Left Thra RTO R Right A t I Total Left. 1 Thai RTOR • Right Total Left Thal Right Total Lp. eft Thru Total Tntai Faeto r ? 16:00 1R 20 1.0 ® 18 0 0 38 0 0 ® 0 0 0 1.o 0 1A 13 1.0 13 i.0 8 34 l,0 32 i.© 294 1.0 2 l.t0 13 13 341 375 413 434 16:15 22 16 0 0 38 0 0 0 0 0 0 10 5 6 21 31 331 0 2 2 331 391 16:30 23 15 0 0 38 0 0 0 0 0 0 8 8 6 22 30 297 14 379 428 16:45 17 13 0 0 30 0 0 0 0 0 0 9 5 5 19 32 331 2 123 Total 82 62 0 0 144 0 0 0 0 0 0 40 31 25 96 125 6 42 1426 1666 17:00 17:15 17:30 17:45 26 26 22 25 19 16 22 16 0 0 0 0 0 0 0 0 45 42 44 41 Total 99 73 0 0 172 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 Grand 181 135 0 0 316 0 0 0 0 0 Total Apprch % 57.3 42.7 0.0 0.0 0,0 0.0 0.0 0.0 Total % 5.2 3.9 0.0 0.0 9.1 1 0.0 0.0 0.0 0.0 0.0 1 0 0 0 0 10 14 13 11 7 9 3 11 7 10 5 7 26 28 30 23 0 48 22 37 107 0 88 53 62 203 18 29 35 20 102 345 373 309 374 140 1 0 11 0 11 413 0 6 350 1 11 406 1 39 1543 227 265 7 81 2969 0.0 43.3 26.1 30.5 7.6 89.4 0.2 2.7 0.0 2.5 1.5 1.8 5.8 6.5 76.1 0.2 2.3 85.1 if)10 01 SW 19th Avenue Out in Total T Nortn 117/2005 4:0D:00 PM /17/2005 5:45:00 PM At Vehicles 426] Out In Total SW 19th Avenue 374 445 483 424 470 1822 3488 • PEDESTRIAN CROSSING VOLUME COUNT TRANSPORT ANALYSIS PROFESSIONALS, Inc LOCATION COUNTY STUDY DATE Dade SW 19th Avenue (tr4 SW 8th Street CITY Miami 8/1812005 .1N 5765 TYPE OF CONTROL Signal OBSERVER PCC 4:00 . A:15 4.15 - 4"30 r 4:30 - 4:45 4.45 - 5:00 6 5 2 7 4:00 - 4:15 4:15 .4"30 4:30 - 4:45 4:45 - 5:00 6 0 4 1 TIME: FROM 4:00 PM TO 5:00 PM 4:00-415 4:15-4"30 410-4:45 445-5:00 5 1 1 I 4:00 - 4:15 4:15-4"30 430-4:45 4:45-5:00 6 3 4 8 t SW 8th Street SW t9th Avenue 4:00-4:15 4:15-4"30 4:30-4:45 4:45-5:00 4 6 5 6 4:00-4:15 4:15.4"30 4:30 -4:45 4:45 - 5:00 6 0 1 3 4:00 - 4:15 4:15-4"30 4:30 - 4:45 4:45.5.00 6 6 3 12 4:00-4:15 4:15-4"30 4:30.4:45 4:45-5:00 3 2 6 2 5:00-5:15 5:15-5:30 r 5:50.5:45 5:45.6:00 4 6 13 6 5:00.5:15 5:15-5:30 5:50-5:45 5:45-600 3 7 0 4 "rr 5:00 - 5:15 5:15-5:30 5:50 - 5:45 5:45 -6:00 4 1 2 2 TIME: FROM 500 Pivl TO 6:00 PM 5:00-5:15 5.15.5:30 5:50-5:45 5:45-6:00 5 9 5 2 SW F9th Avenue SW 8th Street (i= 5:00.5:15 5:15 - 5:30 5:50 - 5:45 5:45-6:00 6 8 6 8 5:00-5:15 5:15-5:30 5:50-5:45 5:45.6.00 7 5 4 8 5:00 - 5:15 T 5:15 . 5:30 5:50 . 5:45 5:45 .6:00 1 2 1 5 5:00.5:15 5:15.5:30 5:50.5:45 545-6:00 3 9 7 5 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Start Time SW 19th Avenue Southbound Left Thru Right Peak Hour From 15:00 to 17:45 - Peak 1 of i Intersectio 17:00 Volume 8 99 20 Percent 6.3 78.0 15.7 Volume 8 99 20 Volume 1 26 5 Peak Factor High Int, 17:45 Volume 2 32 8 Peak Factor • Peds App. Total 0 127 0.0 0 127 0 32 0 42 0.756 Left Thru Right SW 9th Street SW 19th Avenue Westbound Northbound App. Left Thru Righi Pads Total Peds 6 24 23 0 11.3 45.3 43.4 0.0 6 24 23 0 3 9 10 0 App, Total 53 7 83 2 0 7.6 90.2 2.2 0.0 53 7 83 2 0 22 1 24 1 0 17:30 3 9 10 0 22 0.602 17:30 1 24 92 92 26 Leff File Name : 5765SW 19@9PM Site Code : 57653077 Stan Date : 08/18/2005 Page No : 2 SW 9th Street Eastbound Thru ( Right Peds 8 7 2 0 47.1 41.2 11.8 0.0 8 7 2 0 0 4 0 0 17:00 1 0 261 3 0.885 Ica to 3 0 SW 19th Avenue pelt In Total 1 2411 Right Thru y Mai L Peds eft T North t/1812005 5:00;00 PM I1812005 5:45:00 PM All Vehicles 4-- T r+ Left Thru Right Peds L 71 831 24 01 I 4 i 1 1071 1 921 1 1991 Oul in Total SW 19th Avenue .0 App. III Int. Total 1 Total ' 17 1 289 17 4 0 6 0.708 289 84 0.860 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 • • File Name :5765SW19@9PM Site Code : 57653077 Start Date : 08/18/2005 Page No :3 Counter: 3077 Counted By: ?CC Weather: Clear 41!they: • SW 19th Avenue Southbound Start Time I Left Thus Factor I 1.0 16:00 3 16:15 1 16:30 2 16:45 0 Total 6 Right Peds TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- A11 Vehicles SW 9th Street SW 19th Avenue Westbound Northbound APP' Le$ ! Thru Total Right f Peds App. Left Total Thru [ Right Peels App. t Left Total s File Name : 5765SW19@9PM Site Code : 57653077 Start Date : 08/18/2005 Page No : 1 SW 9th Street Eastbound Thru Right Peds App. Total Int Total 1.0 1.0 1.0 t.Dj 1.0 1.0 1.0 22 7 0 32 4 8 2 0 14 12 3 0 16 0 12 5 0 17 23 2 0 271 1 4 6 0 11 I4 1 0 15 1 3 9 0 13 71 13 0 901 6 27 22 0 55 17:00 4 22 2 0 28 17:15 1 19 5 0 25 17:30 1 26 5 0 32 17:45 2 32 8 0 42 Total 8 99 20 0 127 2 5 5 0 12 1 3 6 0 10 3 9 10 0 22 0 7 2 0 9 6 24 23 0 53 Grand 14 170 33 0 217 12 51 45 0 108 Total Apprch % 6.5 78.3 15,2 0.0 11.1 47.2 41.7 0.0 Total % 2.7 33.1 6.4 0.0 42.2 2.3 9.9 8.8 0,0 21.0 to(- IAA 1,0 1.0 I 11 0 0 12 2 18 2 0 22 1 12 0 0 13 0 15 0 0 15 4 56 2 0 62 2 19 1 0 22 3 19 0 0 22 1 24 1 0 26 I 21 0 0 22 7 83 2 0 92 11 139 4 0 154 7.1 90.3 2.6 0.0 2.1 27.0 0.8 0.0 30.0 1.0 I 1.0 1.0 1.0 2 3 I 0 6 2 0 1 0 3 1 1 2 0 4 2 2 1 0 5 7 6 5 0 18 3 2 1 0 6 3 1 I 0 5 0 4 0 0 4 2 0 0 0 2 8 7 2 0 17 15 13 7 0 35 42,9 37.1 20.0 0.0 2.9 2.5 1.4 0.0 6.8 SW 19th Avenue Out In Total ! 1991 33 Right Thru F 217 € 419 Left North Peds lB11812005 4:00:00 PM 911 B12005 5:45:0D PM All Vehicles Left Thru Right Reds 11'1 1391 41 01 1891 L 1541 Out In Total SW 19th Avenue 34 r T1 64 58 55 48 225 68 62 84 75 289 514 • • • PEDESTRIAN CROSSING VOLUME COUNT TRANSPORT ANALYSIS PROFESSIONALS, Inc. LOCATION COUNTY STUDY DATE Dade SW 19th Avenue Ea SW 9th Street CITY Miami 8119/2005 2N 5765 TYPE OF CONTROL Stop (Rl-I) OBSERVER PCC 4:00-415 4:15-4"30 4:30-445 4:45.5:00 1 0 0 0 400-4715 415-4"30 4:30-4:45 4:45-5:00 0 0 3 1 4:00 - 4:15 4:15-4"30 4:30.4:45 4:45-5:00 1 0 3 2 4:00-4:15 4:15-4"30 4:30-445 4:45-500 2 2 0 0 TIME: FROM 4:00 PM TO 5:00 PM => ( SW l9th Avcn SW 9th Street 4:00-4:15 4:15-4"30 4:30-4:45 4:45-5:00 0 1 0 1 4:00-4:15 4:15.4"30 4:30-4:45 4:45 - 5:00 1 4 3 2 4:00.4:15 4:15.4"30 4:30 - 4:45 4:45 . 5:00 4 5 3 2 4:00 - 4:15 i 4:15.4"30 _ 4:30 - 4:45 i 4:45 - 5:00 1 1 3 0 500-5:15 5715.5:30 5:59•5:45 5:45 - 6:00 0 2 0 0 500.5:15 5:15-5:30 5:50-545 5:45.6:00 1 6 2 2 5:00-5:15 5:15-5:30 5:50.5:45 5:45-6:00 1 5 3 1 5:00.5:15 5: 15.5:30 550. 5:45 3 5 45 - 6:00 3 1 0 0 TIME: FROM 5:00 AM TO 6:00 PM N SW 9th Street SW I9th Avenue, '(=1 5:00-5:15 515-5:30 5:50-5:45 5:45-6:00 1 1 2 1 5:00 - 5:15 515-5:30 5:50 - 5:45 5:45-6:00 4 1 6 8 5:00-5:15 5:15.5:30 5:50-5:45 5:45-6:00 2 2 2 2 5:00-5:15 5:15-5:30 5:50 - 5:45 5:45 - 6:00 3 2 2 1 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5765SW20Qa 8PM Site Code : 57653076 Start Date : 08/17/2005 Page No : 2 SW Southbound SW 8th Street Westbound SW 20th Avenue Northbound SW 8th Street Eastbound Start Time Lehi Thru Peak Hour From 16:00 to 17:45 - Peak I of Intersectio 17:00 • • Peds App. Total Volume 0 0 0 0 0 Percent 0.0 0.0 0.0 0.0 Volume 0 0 0 0 0 Volume 0 0 0 0 0 Peak Factor High Int. 3:45:00 PM Volume 0 0 0 0 0 Peak Factor Leif Thru Right E Peds ` Tu! 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 3:45:00 PM 0 0 0 0 0 Left Thru Right ? Peds 0 0 30 0.0 0.0 100. 0 0 0 30 0 0 6 App. Total 0 30 Left Thru Right Peds App. Int. Total , Total 0 151 26 0 1597 1627 0.0 0.0 98.4 1.6 0.0 0 30 0 15i 26 0 1597 0 6 0 449 8 0 457 17:30 0 0 9 0 9 0.833 17:15 0 449 8 0 457 rig T N iu ITN North W 17/2005 5:00:00 PM 8/17/2005 5:45:00 PM All Vehicles 261 Out In Total SW 20th Avenue ht Peds 561 4 0 0.874 1627 463 0.879 PROFESSIONALS, Inc. 8701 SW I37th Avenue, Suite 210 Miami, Florida Phone: (305)38510777 Fax:303 (305)385-9997 File Name : S765SW20@8PM Site Code : 57653076 Start Date :08/17/2005 Page No : 3 Counter: 3076 Counted By: DAB Weather: Clear �ther: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- All Vehicles File Name : 5765SW20 r@SPM Site Code : 57653076 Start Date : 08/17/2005 Page No : 1 ! SW Southbound SW 8th Street Westbound ; l SW 20th Avenue Northbound SW 8th Street Eastbound Start Time Left i Thru Riht I Pads I Left Thru Right 1 Peds I Total Left Thru Right Reds I Ta at Lea. Thru Right Pals Total € Trial Factor 1.0 i I. 1.0 1.0 1,0 i 1,0 1.0 i 1.0 I 1.0 1.0 1.0 1.0 I 1,0 1.0 1.0 1.6 16:00 0 0 0 0 0 0 0 0 0 0 0 0 7 0 7 0 354 7 0 361 368 16:15 0 0 0 0 0 0 0 0 0 0 0 0 10 0 10 0 350 5 0 355 365 16:30 0 0 0 0 0 0 0 0 0 0 0 0 6 0 6 0 353 11 0 364 370 16:45 0 0 0 0 0 0 0 0 0 0 0 0 5 0 5 0 341 12 0 353 358 Total 0 0 0 0 0 0 0 0 0 0 0 0 28 0 28 0 I3$ 35 0 1433 1461 17:00 0 0 0 0 0 0 0 0 0 0 0 0 7 0 7 0 380 3 0 383 390 17:15 0 0 0 0 0 0 0 0 0 0 0 0 6 0 6 0 449 8 0 457 463 17:30 0 0 0 0 0 0 0 0 0 0 0 0 9 0 9 0 361 6 0 367 376 17:45 0 0 0 0 0 0 0 0 0 0 0 0 8 0 8 0 381 9 0 390 398 Total 0 0 0 0 0 0 0 0 0 0 0 0 30 0 30 0 15� 26 0 1597 1627 GTotat rand0 0 0 0 0, 0 0 0 0 0 0 0 58 0 58 0 296 61 0 3030 3088 Apprch % 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 10 0.0 0.0 98.0 2.0 0.0 Total % 0.0 0,0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 1.9 0.0 1.9 0.0 96.1 2.0 0.0 98.1 To tic 0, ro N rj. • North 17/2005 4:00:00 PM 17/2005 5:45:00 PM All Vehicles • • • PEDESTRIAN CROSSING VOLUME COUNT TRANSPORT ANALYSIS PROFESSIONALS, inc. LOCATION COUNTY STUDY DATE Bede B/18t2005 SW 20th Avenue SW Bth Street CITY Miami 3N 5765 TYPE OF CONTROL Stop (RI -I) OBSERVER DAB 4:00-4:15 4:15.410 4:30-445 4:45.5:00 0 0 0 0 4:00-4:15 4:15-4"30 4:30-4:45 4:45-5:00 0 0 0 1 4:00-4:15 4:15-410 430.4745 4:45-5:00 0 0 0 1 4:00-4:15 4:15.4"30 4:30 - 4:45 4:45 - 5:00 0 0 0 1 TIME: FROM 4:00 PM TO 5;00 PM N SW Bth Street NW 20th Avenue 4:00 . 4:15 4:15-4"30 4:30 - 4:45 445- 5:00 0 0 0 0 4:00-4:15 4:15.410 4:30-4:45 4:45-5:00 0 0 0 0 4:00 - 4:15 4:15 -4"30 4:30 .4:45 4:45 • 5:00 0 0 0 0 4:00 - 4:15 4:15-4"30 4:30 - 4:45 4:45 - 5:00 0 0 0 1 5:00 - 5:15 5:15 - 5,30 5:50.5:45 5:45 .6:00 0 0 0 0 5:00-5:15 5:15-530 5:50-5':45 5:45-6:00 0 0 0 0 5;00.5:15 5:15.5;30 5:50-5:45 5:45.5:00 0 0 0 0 5:00 - 5:15 5:15 - 5:30 5:50. 5:45 545 - 6:00 0 0 0 0 TIME: FROM 5:OOPM TO 6:OOPM N SW Sth Street 5:00-5:15 5:15 - 5:30 5:50-5:45 5:45 - 6:00 0 0 0 0 5A0-5:15 5:15-5:30 5:50.5:45 5:45-6:00 0 0 0 0 5100-5:15 5:15-5:30 5:50-5:45 545-6:00 0 0 0 0 5:00.5:15 5:15-5:30 5:50-5:45 5:45-6:00 0 0 0 0 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 • File Naane : 5765SW20@9PM Site Code : 57653076 Start Date : 08/18/2005 Page No : 2 Start Time left Thru SW 20th Avenue ! SW 9th Street Southbound Westbound Right L Pe+is Peak Hour From 16:03 to 17:4$ - Peak 1 oil Intersectio n Volume 4 18 Percent 12.1 54.5 Volume 4 I8 Volume 0 7 Peak Factor ]sigh Int, 17:00 Volume 2 5 Peak Factor • • 17:00 App" Lek Thru Total Right Peds App. Total , 11 0 33 2 43 6 0 51 33.3 0.0 3.9 84.3 11.8 0.0 11 0 33 2 43 6 0 51 3 0 10 1 12 3 0 16 0 10 0.825 17:30 SW 20th Avenue Northbound Left I Thru Right Peds App. SW 9th Street Eastbound Left Thru Right I Pads Total 1 16 1 0 18 ` 14 14 2 0 5.6 88.9 5.6 0.0 46.7 46.7 6,7 0.0 1 16 1 0 18 14 14 2 0 0 6 0 0 6 3 3 0 0 17:45 0 15 2 0 17 0 6 0 0 6 0.750 0.750 30 Int. 1 Total 132 30 1 132 6 38 0.868 17:15 7 2 1 0 10 0.750 175 0 F —� fi ec SW 20th Avenue Out In Total 331 1 691 1 11I 181 41 01 Right Thru Left Peds I 361 T North /18/2005 5:00:00 PM /1812005 5:45:00 PM All Vehicles Left Thru Right Peds 1 11. 181 1t, nl 22i 1 181 Out In Total SW 20th Avenue r 401 2 wld 0 m 5. ctocri trn • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5765SW20@9PM Site Code ; 57653076 Start Date : 08/18/2005 Page No : 3 Counter: 3076 Counted By: DAB Weather: Clear ether: TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- All Vehicl File Name : 5765SW28@9PM Site Code : 57653076 Start Date : 08/18/2005 Page No : 1 SW 20th Avenue Southbound SW 9th Street Westbound SW 20th Avenue Northbound SW 9th Street Eastbound Stars Time Left I i Thru [ Right Pads APP. Total Lest 1 Thru Right ' Peels 1 A tPa i Left Tpta3 [ Thru Right Peels 1 APPa 'Total Left Thru Right Peels ! otaI Total Factor 1.01 1.0j 1.0 1 1,0 1 1-0 1 1.0 1.0 1.0 I 1.0 1_0 1.0 1.0 1.0 1.0 1.0 l 1.0 1 16:00 1 2 3 0 6 1 11 4 0 16 1 3 1 0 51 3 4 0 0 7 34 1615 3 3 4 0 10 2 11 2 0 15] 0 3 0 0 3 3 3 0 0 6 34 16:30 1 4 3 0 8 1 7 1 0 9 0 0 0 0 0 0 3 0 0 3 20 16:45 2 3 2 0 7 0 4 0 0 4 0 3 0 0 3 2 4 0 0 6 20 Total 7 12 12 0 31 4 33 7 0 44 , 1 9 1 0 11 8 14 0 0 22 108 17:00 2 5 3 0 10 1 8 1 0 10 0 4 1 0 5 3 4 0 0 7 32 17:15 1 4 3 0 8 0 8 0 0 8 0 3 0 0 3 7 2 1 0 10 29 17:30 1 2 2 0 5 0 15 2 0 17 1 3 0 0 4 1 5 1 0 7 33 17:45 0 7 3 0 10 1 12 3 0 16 0 6 0 0 6 3 3 0 0 6 38 ota 18 Grand 11 30 23 0 64 Total Appreh % 17.2 46.9 35.9 0.0 Total % 4.6 12.5 9.6 0.0 26.7 6 0 51 i 1 16 1 0 18 14 14 6 76 13 0 95 2 25 2 0 29 6.3 80.0 13.7 0.0 6,9 86.2 6.9 0.0 2.5 31.7 5.4 0.0 39.6 0.8 10.4 0.8 0.0 12.1 2 0 30 I 132 22 28 2 0 52 42.3 53.8 3.8 0.0 9.2 11.7 0.8 0.0 21.7 • rn-- CC yr v L 0. • SW 20th Avenue out In Total 1241 601 23i 30 ® 0 Riohi Thru Left Peels 6-, LSE North ly 1---- 2v t /18/2005 4:00:00 1'A 41 - 18/1812005 5:45:00 PM rl All Vehicles m rss1 a pi,0 4-1 Len Thru Right Peds 21 251 2f 01 1 381 Out SW 2 871 I n Total h Avenue 240 • • • PEDESTRIAN CROSSING VOLUME COUNT TRANSPORT ANALYSTS PROFESSIONALS, Inc. LOCATION COUNTY STUDY DATE Dade SW 20th Avenue (ta, SW 9th Street CITY Miami 8/19/2005 IN 5765 TYPE OF CONTROL Stop (R1-1) OBSERVER DAB 4:00-4:15 415-4"30 430-4:45 4:45-5:00 0 0 0 0 4:00 - 4:15 4:15 - 4"30 430.445 4:45 . 5:00 0 1 0 0 4:00.4:15 415.4"30 4:30-445 445-5:60 0 0 0 0 4100-4:15 4:15-490 4:30.4:45 4:45.51R0 0 0 0 0 i SW 9th Street SW 201h Avtnu • 400-4:15 4-15.4"30 4:30-4:45 4:45 - 5:00 0 0 0 0 4:00-4:15 4:15»4"30 4:30-4:45 4:45-5:00 1 0 2 0 4:00 - 4:15 4:15-4"30 4:30 - 4:45 4:45.5:00 0 0 0 1 4:00.4:15 4:15 - 4'30 T 4:30 - 4:45 4:45 - 5:00 0 0 0 0 5:00.5:15 5:15.5:30 5:50.5:45 5:45-6:00 0 0 0 3 5:00.5:15 5:15 - 630 5:50. 5:45 5:45 - 6:00 2 1 0 2 5:00.5:15 5:15-5:30 5:50-5:45 5:45-6:00 i 0 0 0 0 5:00.5:15 615-530 5:50-5:45 ) 5:45-6:00 0 0 0 0 TIME: FROM 5:00 PM TO 6:00 PM => 4 N SW 9th Street SW 20th Avenue 5:00.5:15 5:15.530 5:50-5:45 5:45-6:00 1 0 1 0 500-5:15 5:15-5:30 5:50-5:45 5:45-6:00 0 0 0 0 5:00 - 5:15 5:15 - 5:30 5:50. 5:45 645 - 6:00 2 0 0 3 5:00-5:15 5:15-5:30 5:50-5:45 5:45.6110 0 0 0 0 04/13/05 15:40:36 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 41k********** Single Channel 15 Minute Site ID : 5723-WB Info 1 : SW 7th Street E/O Info 2 : SW 12th Avenue Final Report (page 2 of 2) Page: ************* Start Date : Apr 11, 2005 Mon End Date : Apr 13, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-WE Hour Starts 0 15 30 45 Total AM 12 1 2 3 4 5 6 7 8 10 11 1 2 3 4 5 6 7 8 9 10 11 70 20 14 11 15 20 76 161 224 233 249 229 289 288 300 324 378 413 362 268 230 167 134 108 48 28 17 12 15 29 94 158 225 186 251 269 290 310 294 351 396 465 340 278 202 177 154 96 37 16 14 13 22 36 109 165 232 247 235 248 298 286 280 389 397 421 300 232 187 170 129 88 28 16 12 14 23 43 128 189 231 221 258 267 287 280 289 396 398 394 296 235 157 166 94 63 182 80 56 49 74 127 406 672 911 886 993 1013 1163 1164 1163 1460 15 6 9-„ 1692' 1297 1012 775 680 511 354 TOTALS AVERAGE 18281 95.2 period 380.9 Peak AM Hour is *** Volume Lane 1 Peak Hour Factor Peak / Day Total Peak PM Hour is *** Volume Lane 1 Peak Hour Factor eak / Day Total 11:00am to 12:00pm 1013 0.941 0.055 4:45pm to 5:45pm 1697 0.912 0.093 * * * * * * 04/13/05 15:40:36 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385--0777 * * * Site ID : 5723-WE Info 1 : SW 7th Street E/0 Info 2 : SW 12th Avenue Single Channel 15 Minute *** Lane 1-Normal, Axle, /2 Page: Date : Apr 11, 2005 Mon Factor : 1.00 Hour 1-WB Hour Starts 0 15 30 45 Total AM 12 J. 2 3 4 5 6 7 8 9 10 11 �L2 282 309 284 276 1151 1 295 325 290 288 1198 2 278 295 251 294 1118 3 320 354 398 406 1478 4 390 403 405 405 1603 5 396 475 411 401 1683 6 358 330 297 284 1269 7 260 294 217 239 1010 8 233 201 187 159 780 9 161 176 154 152 643 10 127 150 127 87 491 11 100 85 94 67 346 TOTALS 12770 AVERAGE 266.0 period 1064.2 Peak PM Hour is *** 4:45pm to 5:45pm Volume Lane 1 : 1687 Peak Hour Factor 0.888 Peak / Day Total 0.132 • *** 04/13/05 15:40:36 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Site ID : 5723-WE Info 1 : SW 7th Street E/O Info 2 : SW 12th Avenue Single Channel 15 Minute Lane 1-Normal, Axle, /2 * * * Page: 2 Date : Apr 12, 2005 Tue Factor : 1,00 Hour 1-WE Hour Starts 0 15 30 45 Total AM 12 81 52 40 21 194 1 20 31 16 17 84 2 13 19 17 15 64 3 6 13 15 17 51 4 13 15 17 19 64 5 21 33 32 39 125 6 83 98 115 136 432 7 157 173 172 184 686 8 218 210 233 217 878 9 231 199 274 208 912 10 262 229 225 262 978 11 207 233 226 273 939 296 271 311 297 1175 1 280 295 282 272 1129 2 322 293 309 283 1207 3 328 347 380 386 1441 4 366 388 389 391 1534 5 429 455 430 387 1701 6 366 349 302 308 1325 7 276 261 246 230 1013 8 226 202 186 155 769 9 172 178 186 180 716 10 141 158 131 100 530 11 115 106 82 59 362 TOTALS 18309 AVERAGE 190.7 period 762.9 Peak AM Hour is *** 10:00am to 11:00am Volume Lane 1 : 978 Peak Hour Factor 0.933 Peak / Day Total 0.053 Peak PM Hour is *** 4:45p to 5:45pm Volume Lane 1 : 1705 Peak Hour Factor 0.937 eak / Day Total 0.093 �y *** * * * 04/13/05 15:40:36 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Site ID : 5723-WE Info 1 : SW 7th Street E/O Info 2 : SW 12th Avenue Single Channel 15 Minute Lane 1-Normal, Axle, /2 * * * Page: 3 Date : Apr 13, 2005 Wed Factor : 1.00 Hour 1-W2 Hour Starts 0 15 30 45 Total AM 12 1 2 3 4 5 6 7 8 9 10 11 y 1 2 3 4 5 6 77 8 9 10 11 59 43 33 35 170 20 25 16 14 75 14 14 10 9 47 16 10 10 10 46 16 15 26 26 83 18 24 40 47 129 69 89 102 119 379 165 143 157 193 658 229 239 231 244 943 234 172 219 234 859 236 272 245 254 1007 251 305 270 261 1087 TOTALS 5483 AVERAGE 114.2 period 456.9 Peak AM Hour is *** 11:00arn to 12:00pm Volume Lane 1 : 1087 Peak Hour Factor 0.891 Peak / Day Total 0.198 04/13/05 15:40:36 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: 4 1111 ********** Single Channel 15 Minute Final Report (page 1 of 2) ************* Site ID : 5723-WB Info 1 : SW 7th Street E/C Info 2 : SW 12th Avenue Start Date : Apr 11, 2005 Mon End Date Apr 13, 2005 Wed Ad j . Factor: 1.00 ALL DAYS COMBINED Hour 1-WB Hour Starts 0 15 30 45 Total AM 12 140 95 73 56 364 1 40 56 32 31 159 2 27 33 27 24 111 3 22 23 25 27 97 4 29 30 43 45 147 5 39 57 72 86 254 6 152 187 217 255 811 7 322 316 329 377 1344 8 447 449 464 461 1821 9 465 371 493 442 1771 10 498 501 470 516 1985 11 458 538 496 534 .2026 578 580 595 573 2326 1 575 520 572 560 2327 2 600 588 560 577 2325 3 648 701 778 792 2919 4 756 791 794 796 3137 5 825 930 841 788 3384 6 724 679 599 592 2594 7 536 555 463 469 2023 8 459 403 373 314 1549 9 333 354 340 332 1359 10 268 308 258 187 1021 11 215 191 176 126 708 TOTALS 36562 AVERAGE 380.9 period 1523.4 Peak AM Hour is *** 11:00am to 12:00pm Volume Lane 1 : 2026 Peak Hour Factor 0.941 Peak / Day Total. 0.055 Peak PM Hour is *** 4:45pm to 5:45pm Volume Lane 1 : 3392 Peak Hour Factor 0.912 "eak / Day Total 0,093 * * * * * * 04/13/05 15:40:35 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: 5 41,********** Single Channel 15 Minute Final Report (page 2 of 2) ************* Site ID, : 5723-EE Start Date : Apr 11, 2005 Mon Info 1 : SW 8th Street W/O End Date : Apr 13, 2005 Wed Info 2 : SW 12th Avenue Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-EB Hour Starts 0 15 30 45 Total AM 12 82 64 50 45 240 1 46 37 31 21 134 2 27 31 17 15 89 3 16 22 18 17 72 4 18 22 29 35 103 5 42 56 82 137 316 6 159 269 332 354 1113 7 329 431 472 501 1733 8 485 470 469 444 1868 9 383 352 374 358 1467 10 349 351 312 339 1350 11 346 359 330 356 1391 338 358 367 366 1428 1 398 354 362 351 1465 2 355 383 373 385 1496 3 377 376 389 347 1488 4 368 354 377 350 1.4482 5 356 359 354 388 14563 6 350 373 352 346 1421 7 294 326 308 324 1252 8 282 285 267 258 1091 9 249 250 205 204 907 10 221 220 190 159 789 11 136 127 90 89 441 �S7)0./3a5'= � 7 TOTALS 24550 AVERAGE 127.9 period 511.5 Peak AM Hour is *** 7:30am to 8:30am *** Volume Lane 1 : 1928 Peak Hour Factor 0.962 Peak / Day Total 0.079 Peak PM Hour is *** 2:45pm to 3:45pm Volume Lane 1 : 1527 Peak Hour Factor 0.981 eak / Day Total 0.062 * * * 04/13/05 15:40:35 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 *** Single Channel 15 Minute Site ID : 5723-EB Info 1 : SW 8th Street W/O Info 2 : SW 12th Avenue Lane 1-Normal, Axle, /2 *** Page: 1 Date : Apr 11, 2005 Mon Factor : 1.00 Hour 1-E2 Hour Starts 0 15 30 45 Total AM 12 1 2 3 4 5 6 7 8 9 10 11 lir21 326 359 374 400 1459 1 380 360 368 349 1457 2 390 360 383 378 1511 3 398 368 390 355 1511 4 361 342 393 361 1457 5 363 355 362 362 1442 6 364 365 365 361 1455 7 302 331 315 305 1253 8 269 288 266 250 1073 9 242 245 211 196 894 10 209 213 168 146 736 11 133 124 86 94 437 TOTALS 14685 AVERAGE 305.9 period 1223.8 Peak PM Hour is *** 2:45pm to 3:45pm Volume Lane 1 . 1534 Peak Hour Factor 0.964 Peak / Day Total 0.104 • * * * 04/13/05 15:40:35 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Site ID : 5723-EB Info 1 : SW 8th Street W/O Info 2 : SW 12th Avenue Single Channel 15 Minute *** Lane 1-Normal, Axle, /2 Page: 2 Date : Apr 12, 2005 Tue Factor : 1.00 Hour 1-EB Hour Starts 0 15 30 45 Total AM 12 74 58 55 43 230 1 40 38 30 20 128 2 31 33 17 14 95 3 10 17 18 19 64 4 20 22 28 38 108 5 43 62 78 143 326 6 163 249 326 364 1102 7 328 440 468 516 1752 8 477 463 473 438 1851 9 376 354 367 365 1462 10 351 350 313 340 1354 11 341 373 325 356 1395 Z 350 356 359 331 1396 1 416 348 356 352 1472 2 320 405 363 392 1480 3 355 384 387 339 1465 4 374 366 360 338 1438 5 349 362 346 413 1470 6 336 380 339 331 1386 7 285 321 301 343 1250 8 294 282 268 265 1109 9 255 254 198 212 919 10 232 227 211 172 842 11 139 129 93 84 445 TOTALS 24539 AVERAGE 255.6 period 1022.5 Peak AM Hour is *** 7:45am to 8:45am Volume Lane 1 . 1929 Peak Hour Factor 0.935 Peak / Day Total 0.079 Peak PM Hour is * * * 2 : 4 5pm to 3 : 45pm Volume Lane 1 : 1518 Peak Hour Factor 0.968 "leak / Day Total 0.062 * * * *** 04/13/05 15:40:35 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Single Channel 15 Minute Site ID : 5723 -EB Info 1 : SW 8th Street W/O Info 2 : SW 12th Avenue Lane 1-Normal, Axle, /2 *** Page: 3 Date : Apr 13, 2005 Wed Factor : 1.00 Hour 1-ES Hour Starts 0 15 30 45 Total AM 12 89 69 45 46 249 1 51 36 31 21 139 2 23 28 16 15 82 3 22 26 18 14 80 4 15 22 29 31 97 5 40 50 85 131 306 6 154 289 337 343 1123 7 329 422 476 486 1713 8 493 477 465 450 1885 9 390 349 381 351 1471 10 346 351 311 337 1345 11 351 345 334 356 1386 1 2 3 4 5 6 7 8 9 10 11 TOTALS 9876 AVERAGE 205.8 period 823.0 Peak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 1932 Peak Hour Factor 0.980 Peak / Day Total 0.196 • *** 04/13/05 15:40:35 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 1,********** Single Channel 15 Minute Final Report Site ID : 5723-EB Info 1 : SW 8th Street W/O Info 2 : SW 12th Avenue (page 1 of 2) Page: 4 ************* Start Date : Apr 11, 2005 Mon End Date : Apr 13, 2005 Wed Ad j . Factor: 1.00 ALL DAYS COMBINED Hour 1-EB Hour Starts 0 15 30 45 Total AM 12 163 127 100 89 479 1 91 74 61 41 267 2 54 61 33 29 177 3 32 43 36 33 144 4 35 44 57 69 205 5 83 112 163 274 632 6 317 538 663 707 2225 7 657 862 944 1002 3465 8 970 940 938 888 3736 9 766 703 748 716 2933 10 697 701 624 677 2699 11 692 718 659 712 2781 11114 676 715 733 731 2855 1 796 708 724 701 2929 2 710 765 746 770 2991 3 753 752 777 694 2976 4 735 708 753 699 2895 5 712 717 708 775 2912 6 700 745 704 692 2841 7 587 652 616 648 2503 8 563 570 534 515 2182 9 497 499 409 408 1813 10 441 440 379 318 1578 11 272 253 179 178 882 TOTALS 49100 AVERAGE 511.5 period 2045.8 Peak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 3856 Peak Hour Factor 0.962 Peak / Day Total 0.079 Peak PM Hour is *** 2:45pm to 3:45pm Volume Lane 1 : 3052 Peak Hour Factor 0.982 "peak / Day Total . 0.062 * * * *** 08/25/05 11:38:03 ************ TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 2 of 2) Site ID : 5765--NB Info 1 : SW 17th Avenue S/O Info 2 : SW 9th Street Page: 5 ************* Start Date : Aug 22, 2005 Mon End Date : Aug 24, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-NB Hour Starts 0 15 30 45 Total AM 12 26 25 22 30 103 1 19 19 16 12 64 2 12 10 6 6 34 3 5 8 6 8 26 4 14 7 15 13 49 5 20 25 28 41 113 6 50 81 103 125 359 7 133 208 199 234 773 8 212 234 224 217 886 9 166 175 158 165 664 10 172 145 161 162 639 11 134 168 148 145 595 41IG157 159 162 154 631 1 173 158 169 160 659 2 176 174 178 193 721 3 182 215 159 174 729 4 172 180 174 186 711 5 164 191 167 182 703 6 181 167 145 136 628 7 142 133 113 118 506 8 126 108 105 99 437 9 95 87 70 70 321 10 65 73 61 47 246 11 50 35 34 33 152 TOTALS AVERAGE 10741 55.9 period 223.8 Peak AM Hour is *** 7:45am to 8:45am Volume Lane 1 : 904 Peak Hour Factor 0.966 Peak / Day Total 0.084 Peak PM Hour is *** 2:30pm to 3:30pm Volume Lane 1 : 768 Peak Hour Factor 0.893 teak / Day Total 0.072 *** *** 08/25/05 11:38:03 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Site ID : 5765-NB Info 1 : SW 17th Avenue S/O Info 2 : SW 9th Street Single Channel 15 Minute Lane 1-Normal, Axle, /2 * * * Page: 1 Date : Aug 22, 2005 Mon Factor . 1.00 Hour 1-NB Hour Starts 0 15 30 45 Total AM 12 1 2 3 4 5 6 7 8 9 10 11 M 2 160 170 162 153 645 1 170 164 167 155 656 2 158 181 172 189 700 3 188 202 158 159 707 4 173 193 161 183 710 5 166 185 171 185 707 6 185 159 154 125 623 7 153 129 107 102 491 8 104 104 93 100 401 9 90 86 65 74 315 10 66 67 59 40 232 11 56 40 33 31 160 TOTALS 6347 AVERAGE 132.2 period 528.9 Peak PM Hour is *** 2:30pm to 3:30pm Volume Lane 1 : 751 Peak Hour Factor 0.929 Peak / Day Total . 0.118 • *** 08/25/05 11:38:03 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Site ID ; 5765-NB Info 1 : SW 17th Avenue S/O Info 2 : SW 9th Street Single Channel 15 Minute Lane 1-Normal, Axle, /2 * * * Page: 2 Date : Aug 23, 2005 Tue Factor : 1.00 Hour 1-NB Hour Starts 0 15 30 45 Total AM 12 25 24 24 40 113 1 24 25 23 14 86 2 15 11 6 3 35 3 5 7 7 8 27 4 12 7 19 10 48 5 19 24 28 41 112 6 49 75 102 114 340 7 136 198 187 233 754 8 215 227 200 214 856 9 167 159 153 175 654 10 180 144 171 160 655 11 132 160 155 163 610 4IP154 148 161 154 617 1 176 152 170 164 662 2 194 167 183 197 741 3 176 227 160 188 751 4 171 166 187 188 712 5 161 197 163 178 699 6 176 174 136 146 632 7 130 137 119 134 520 8 148 111 116 98 473 9 99 88 74 65 326 10 64 79 63 53 259 11 43 30 35 35 143 TOTALS 10825 AVERAGE 112.8 period 451.0 Peak AM Hour is *** 7:45am to 8:45am Volume Lane 1 : 875 Peak Hour Factor 0.939 Peak / Day Total 0.081 Peak PM Hour is *** 2:30pm to 3:30pm Volume Lane 1 : 783 Peak Hour Factor 0.862 eak / Day Total 0.072 * * * 08/25/05 11:38:03 o TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Site ID : 5765-NB Info 1 : SW 17th Avenue S/O Info 2 : SW 9th Street Single Channel 15 Minute Lane 1-Normal, Axle, /2 * * * Page: 3 Date : Aug 24, 2005 Wed Factor : 1.00 Hour 1-NB Hour Starts 0 15 30 45 Total AM 12 1 2 3 4 5 6 7 8 9 10 27 26 19 20 92 13 12 8 9 42 9 9 5 9 32 4 8 5 8 25 16 7 11 15 49 20 25 28 40 113 51 86 104 136 377 129 218 210 235 792 208 241 247 219 915 165 191 163 154 673 163 145 150 164 622 1 136 176 141 126 579 M 2 1 2 3 4 5 6 7 8 9 10 11 TOTALS 4311 AVERAGE 89.8 period 359.3 Peak AM Hour is *** 7:45am to 8:45am Volume Lane 1 : 931 Peak Hour Factor 0.942 Peak / Day Total 0.216 • 08/25/05 11:38:03 III *********** TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 1 of 2) Site ID : 5765-NB Info 1 : SW 17th Avenue S/0 Info 2 : SW 9th Street Page: 4 ************* Start Date : Aug 22, 2005 Mon End Date : Aug 24, 2005 Wed Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-NB Hour Starts 0 15 30 45 Total AM 12 52 50 43 60 205 1 37 37 31 23 128 2 24 20 11 12 67 3 9 15 12 16 52 4 28 14 30 25 97 5 39 49 56 81 225 6 100 161 206 250 717 7 265 416 397 468 1546 8 423 468 447 433 1771 9 332 350 316 329 1327 10 343 289 321 324 1277 11 268 336 296 289 1189 1111'1'2 314 318 323 307 1262 1 346 316 337 319 1318 2 352 348 355 386 1441 3 364 429 318 347 1458 4 344 359 348 371 1422 5 327 382 334 363 1406 6 361 333 290 271 1255 7 283 266 226 236 1011 8 252 215 209 198 874 9 189 174 139 139 641 10 130 146 122 93 491 11 99 70 68 66 303 TOTALS 21483 AVERAGE 223.8 period 895.1 Peak AM Hour is *** 7:45am to 8:45am Volume Lane 1 : 1806 Peak Hour Factor 0.965 Peak / Day Total 0.084 Peak PM Hour is *** 2:30pm to 3:30pm Volume Lane 1 : 1534 Peak Hour Factor 0.894 Irak/ Day Total 0.071 * * * * * * 08/25/05 11:38:03 0 * * * * * * * * * * * TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page Site ID : 5765-SE Info 1 : SW 17th Avenue S/O Info 2 : SW 9th Street Page: 5 2 of 2) ************* Start Date : Aug 22, 2005 Mon End Date : Aug 24, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-SE Hour Starts 0 15 30 45 Total AM 12 26 24 18 15 81 1 13 8 10 8 39 2 8 6 3 5 21 3 5 5 6 9 25 4 6 6 10 11 32 5 10 12 22 30 74 6 45 68 93 109 314 7 113 156 197 208 673 8 199 218 180 180 775 9 156 127 136 134 553 10 122 141 127 128 517 11 132 124 123 128 506 4111[121 134 154 142 148 576 1 124 127 148 165 563 2 149 156 178 166 648 3 185 153 188 170 695 4 200 173 190 203 765 5 209 206 211 194 820 6 193 173 162 168 696 7 150 130 117 124 520 8 106 112 100 90 407 9 89 94 81 78 341 10 65 73 58 46 241 11 40 42 35 25 141 TOTALS AVERAGE 10016 52.2 period 208.7 Peak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 822 Peak Hour Factor 0.943 Peak / Day Total 0.082 Peak PM Hour is *** 4:45pm to 5:45pm Volume Lane 1 : 829 Peak Hour Factor 0.982 Teak / Day Total 0.083 * * * ,,u/ GD/ V� 11:38:03 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Site ID : 5765-SB Info 1 : SW 17th Avenue S/O Info 2 : SW 9th Street Lane 1-Normal, Axle, /2 Starts 0 15 30 45 Total Single Channel 15 Minute * * * Page: 1 Date : Aug 22, 2005 Mon Factor : 1.00 Hour 1--SB Hour AM 12 1 2 3 4 5 6 7 8 9 10 11 M T2 117 154 148 147 566 1 129 120 147 172 568 2 145 153 179 169 646 3 188 150 191 171 700 4 184 179 193 193 749 5 220 197 211 182 810 6 209 181 168 157 715 7 149 116 113 116 494 8 99 102 94 100 395 9 84 99 72 75 330 10 65 76 60 48 249 11 44 45 32 28 149 TALE ERAGE 132,7 6371 period 530.9 ak PM Hour is *** 4:45pm to 5:45pm Jolume Lane 1 : 821 Peak Hour Factor 0.933 Peak / Day Total 0.129 * * * os/25/05 11:38:03 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Single Channel 15 Minute Site ID : 5765-SB Info 1 : SW 17th Avenue S/0 Info 2 : SW 9th Street Lane 1-Normal, Axle, /2 *** Page: 2 Date : Aug 23, 2005 Tue Factor : 1.00 Hour 1-SB Hour Starts 0 15 30 45 Total AM 12 26 29 20 19 94 1 11 6 11 11 39 2 7 6 4 6 23 3 6 3 6 9 24 4 3 5 11 8 27 5 10 13 22 27 72 6 44 67 93 106 310 7 103 155 216 170 644 8 196 214 165 190 765 9 135 119 155 134 543 10 129 136 122 126 513 11 135 124 125 121 505 SM 2 150 153 135 148 586 1 119 134 148 157 558 2 152 159 176 163 650 3 181 156 184 168 689 4 215 167 186 213 781 5 198 214 211 206 829 6 177 165 155 179 676 7 150 143 121 131 545 8 113 121 105 80 419 9 93 88 89 81 351 10 64 70 55 43 232 11 35 39 38 21 133 :'OTALS 10008 AVERAGE 104.3 period 417.0 'eak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 796 Peak Hour Factor 0.921 Peak / Day Total 0.080 eak PM Hour is *** 4:45pm to 5:45pm Volume Lane 1 ; 836 Peak Hour Factor 0.977 eak / Day Total 0.084 * * * * * * 08/25/05 11:38:03 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Site ID : 5765-SB Info 1 : SW 17th Avenue S/O Info 2 : SW 9th Street Single Channel 15 Minute Lane 1-Normal, Axle, /2 * * * Page: 3 Date : Aug 24, 2005 Wed Factor : 1.00 Hour 1-SB Hour Starts 0 15 30 45 Total AM 12 25 18 15 10 68 1 14 10 9 5 38 2 8 5 2 4 19 3 4 6 6 9 25 4 9 6 8 13 36 5 10 11 21 33 75 6 45 68 92 112 317 7 122 156 178 245 701 8 201 221 194 169 785 9 177 135 116 134 562 10 114 145 132 129 520 11 128 123 121 135 507 2 1 2 3 4 5 6 7 8 9 10 11 TOTALS 3653 AVERAGE 76.1 period 304.4 Peak AM Hour is *** 7:45am to 8:45am Volume Lane 1 : 861 Peak Hour Factor 0.879 Peak / Day Total 0.236 * * * 08/25/05 11:38:03 .*********** TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 1 Site ID : 5765-SB Info 1 : SW 17th Avenue S/O Info 2 : SW 9th Street Page: 4 of 2) ************* Start Date : Aug 22, 2005 Mon End Date : Aug 24, 2005 Wed Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-SB Hour Starts 0 15 30 45 Total AM 12 51 47 35 29 162 1 25 16 20 16 77 2 15 11 6 10 42 3 10 9 12 18 49 4 12 11 19 21 63 5 20 24 43 60 147 6 89 135 185 218 627 7 225 311 394 415 1345 8 397 435 359 359 1550 9 312 254 271 268 1105 10 243 281 254 255 1033 11 263 247 246 256 1012 SM 2 267 307 283 295 1152 1 248 254 295 329 1126 2 297 312 355 332 1296 3 369 306 375 339 1389 4 399 346 379 406 1530 5 418 411 422 388 1639 6 386 346 323 336 1391 7 299 259 234 247 1039 8 212 223 199 180 814 9 177 187 161 156 681 10 129 146 115 91 481 11 79 84 70 49 282 TOTALS 20032 AVERAGE 208.7 period 834.7 Peak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 1641 Peak Hour Factor 0.943 Peak / Day Total 0.082 Peak PM Hour is *** 4:45pm to 5:45pm Volume Lane 1 : 1657 Peak Hour Factor 0.982 illieak / Day Total 0.083 *** *** 0 APPENDIX C CAPACITY ANALYSES AND TRAFFIC SIGNAL TIMING • DATA • • 2250 SW 19 AVE & 8 ST TIMING TIME PT OFF EW F Y NSW F Y MIN: 7 6 7 9 0 1 35 48 6 4 19 9 4 30 23 35 48 6 4 19 9 4 200 9 35 49 6 4 8 9 4 530 12 35 48 6 4 19 9 4 600 2 35 48 6 4 19 9 4 700 5 43 57 6 4 10 9 4 730 3 43 57 6 4 10 9 4 915 1 35 48 6 4 19 9 4 1100 6 93 60 6 4 17 9 4 1330 4 93 60 6 4 17 9 4 1530 7 20 72 6 4 25 9 4 1800 6 93 60 6 4 17 9 4 2000 1 35 48 6 4 19 9 4 ENTER NEXT PAGE # (1 DIGIT), DAY # • EA)A SS Ci i�C l virL S 1 7 S" • FOR DAY # 6 (SECTION 44) S Y M CYC PAGE 4 90AVERAGE 6 90NIGHT 19 6 SOLATE NIG 6 90EARLY MO 9OPRE AM M 90AM PEAK 90AM PEAK 50AVERA.GE 100NOON & E 10 0A3"T M1 120PM PEAK IOONOON & E 90AVERAGE (2 DIGIT, 99=HELP) OR ASSET # (4 DIGIT) SHORT REPORT General Information Site Information Analyst TAB, Agency or Co. TAP Date Performed 10/04/2005 Time Period PM Peak Hour Intersection SW 19th Ave & SW 8th St Area Type All other areas Jurisdiction City of Miami Analysis Year 2005 -w/o Timinnojecf- TCC g Volume and Timing Input EB _ WB NB SB LT TH RT LT ` TH ' RT LT TH RT LT TH RT Num. of Lanes 0 3 0 v 0 0 0 0 1 0 0 1 0 Lane Group LTR ~1492 r TR LT Volume (vph) 109 43 51 63 105 78 % Heavy veh 1 2 1 0 0 0 0 1 1 1 1 0 PHF 0.93 0.93 0.93 0.90 0.90 0.90 0.90 0.89 0.89 0.96 0.96 0.90 Actuated (P/A) P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 _ 2.0 W 2.0 2.0 Arrival type 4 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 PedIBikeIRTOR Volume 56 0 1 0 0 0 45 0 22 57 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONNONNONN 0 N -Parkingihr `Bus stops/hr 0 0 0 0 I Unit Extension 3.0 3.0 r 3.0 3.0 Phasing _ EB Only 02 03 04 NS Perm 06 07 08 Timing G= 78.0 G= G= G= G= 34.0 G= G= G= Y= 4 Y= Y. �Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 ' Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 1766 0 103 190 Lane group cap. 3274 W 501 364 vic ratio 0.54 _ 0.21 0.52 Green ratio 0.65 0.00 0.28 W 0.28 Unif. delay d1 11.3 32.7 36.2 Delay factor k 0.50 0.50 0.50 Increm. delay d2 0.6 0.9 5.3 PF factor 0.438 1.000 1.000 Control delay 5.6 v v 33.7 W 41.4 Lane group LOS A C , o Apprch. delay 5.6 33.7 41.4 'Approach LOS A C D lntersec. delay 10.3 Intersection LOS B Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 10/4/2005 12:30 PM 51UK I KtPORT General Information Site Information Analyst TAP Agency or Co. TAP Date Performed 8/19/2005 • Period PM Peak Hour Intersection SW 19th Ave & SW 8th St Area Type Ail other areas Jurisdiction City of Miami Analysis Year 2008 - Without Project ume and Timing Input EB WB NB SB LT TH RT LT TH -RT LT TH RT LT TH RT Num. of Lanes 0 3 0 0 0 0 _ 0 1 0 0 1 0 Lane group r LTR TR LT Volume (vph) 113 1612 44 53 65 108 81 ck Heavy veh 1 2 1 1 1 1 1 PHF 0.93 0.93 0.93 0.89 0.89 0.96 0.96 Actuated (PIA) P P P PPPP Startup lost time 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 Arrival type 4 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 56 0 1 0 45 _ 22 Lane Width 712.0 12.0 12.0 Parking/Grade/Parking NONN N N 0 NNON Parking/hr Bus stops/hr 0 0 0 Unit Extension _ 3.0 3.0 3.0 Phasing EB Only 02 03 04 NS Perm 06 07 08 TAg G= 77.0 G= G= G= G= 33.0 G= G= G= Y= 5 Y= Y= IY= Y= 5 Y= ,Y- �Y= Won of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 1901 _ 108 197 Lane group cap. 3233 486 343 vlc ratio _ 0.59 0.22 0.57 Green ratio 0.64 0.28 0.28 Unit delay di 12.4 33.6 37.5 Delay factor k 0.50 0.50 0.50 increm, delay d2 0.8 1.1 6.8 PF factor 0.464 1.000 1.000 Control delay 6.5 34.6 44.3 Lane group LOS A C D Apprch. delay 6.5 34.6 44.3 Approach LOS A C C Intersec. delay 11.3 Intersection LOS 8 3CS2000 • Copyright 2000 University of Florida, All Rights Reserved Version 4.1e SHORT REPORT General Information Site Information Analyst TAP Agency or Co. TAP Date Performed 8/19/2005 R9/1 �Period PM Peak Hour Intersection SW 19th Ave & SW 8th St Area Type All other areas Jurisdiction City of Miami Analysis Year 2008 With Project lume and Timing Input _ EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 3 0 0 0 0 0 1 0 0 1 0 Lane group LTR TR LT Volume (vph) w124 1613 44 - _ 57 83 108 119 % Heavy veh 1 2 1 1 1 1 1 PHF 0.93 0.93 0.93 0.89 0.89 0.96 0.96 Actuated (P/A) P . P , P - PPPP Startup lost time 2.0 2.0 _ 2.0 Ext. eff. green 2.0 2.0 2,0 Arrival type 4 3 3 Unit Extension 3.0 3.0 _ 3.0 Ped/Bike/RTOR Volume 56 0 1 0 45 _ 22 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking NONN N N 0 NNON Parking/hr Bus stopslhr 0 - 0 0 Unit Extension 3.0 3.0 _ 3.0 Phasing EB Only 02 03 04 l NS Perm 06 07 08 ng G= 77.0 G= G= G= G= 33.0 G= G= -Y= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= tion of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj, flow rate 1913 v 133 237 Lane group cap. 3233 481 v0.71 332 v/c ratio 0.59 0.28 Green ratio 0.64 0.28 0.28 Unit. delay di 12.4 34.1 39.2 Delay factor k ^0.50 0.50 0.50 lncrern. delay d2 0.8 1.4 12.3 PF factor 0.464 1.000 _ 1.000 Control delay 6.6 35.6 51.6 Lane group LOS A D D Apprch. delay 6.6 35.6 51.6 Approach LOS A D D lntersec. delay 12.9 Intersection LOS B 1fCS2OOQTM • Copyright © 2000 University of Florida, Ali Rights Reserved Version 4.1e TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TAP Agency/Co. TAP Date Performed 8/19/2005 isk sls Time Period PM Peak _ Intersection SW 19 Ave & SW 9th Street Jurisdiction City of Miami Analysis Year 2005 - Without Project Miljgct Description Renaissance Pointe East/West Street: SW 9th Street North/South Street: SW 19th Avenue intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 88 2 9 W 105 21 Peak -Hour Factor, PHF 0.89 _ 0.89 0.89 0.76 0.76 0.76 Hourly Flow Rate, HFR 7 98 2 11 138 27 Percent Heavy Vehicles 1 -- -- 1 __ _.. Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 v 0 1 0 Configuration LTR LTR Upstream Signal 0 - - - 1 Minor Street Westbound Eastbound Movement 7 8 ' 9 10 11 12 L T R L T R Volume 6 26 24 9 7 2 Peak -Hour Factor, PHF 0.60 0.60 0.60 0.71 r 0.71 0.71 Hourly Flow Rate, HFR 9 43 39 12 9 2 nt Heavy Vehicles 1 1 1 1 _ 1 1 Bent Grade (%) 0 0 Flared Approach N N Storage 0 i 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound_ Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 7 11 91 23 C (m) (vph) _ 1371 1432 659 544 vic 0.01 0.01 0.14 0.04 95% queue length 0.02 0.02 0.48 0.13 Control Delay 7.6 7.5 11,3 11.9 LOS A A B B Approach Delay — • -- 11.3 11.9 Approach LOS -- -- B B HCS2000Thi • Copyright © 2003 University of Florida, All Rights Reserved Version 4,1 d TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TAP Agency/Co. TAP Date Performed 8/19/2005 sis Time Period PM Peak Intersection Jurisdiction Analysis Year _ SW 19 Ave & SW 9th Street City of Miami 2008 - Without Project ct Description Renaissance Pointe EastANest Street: SW 9th Street NorthlSouth Street: SW 19th Avenue Intersection Orientation: North -South Study Period chrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound ' Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 91 2 9 108 22 Peak -Hour Factor, PHF 0.89 0.89 0.89 0.76 0.76 0.76 Hourly Flow Rate, HFR 7 102 2 11 142 28 Percent Heavy Vehicles 1 -- -- — 1 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 6 27 25 9 7 2 Peak -Hour Factor, PHF 0.60 0.60 0.60 0.71 0,71 0.71 Hourly Flow Rate, HFR 9 44 41 12 9 2 nt Heavy Vehicles 1 1 1 1 1 1 Bent Grade (%) 0 0 Flared Approach N N Storage 0 W 0 RT Channelized 0 W 0 Lanes 0 1 0 0 1 0 guration _ LTR LTR ..Co Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 7 11 94 23 C(m)(vph) *. 1365 1427 655 536 vlc 0.01 0.01 0.14 0.04 95% queue length 0.02 0.02 0.50 0.13 Control Delay 7.7 7.5 11.4 12.0 LOS A A _ B 8 Approach Delay — -- 11.4 12.0 Approach LOS — _ -- 8 , B Rights Reserved HC. 2000T" Version 4.Id Copyright C 2003 University of Florida, A]I Rights Reserved Version 4.Id TWO-WAY STOP CONTROL SUMMARY General Information Analyst Agency/Co. Date Performed Wsis Time Period ct Description Renaissance Pointe EastiWest Street: SW 9th Street Intersection Orientation: North -South TAP TAP 8/19/2005 PM Peak Site Information Intersection Jurisdiction Analysis Year SW 19 Ave & SW 9th Street City of Miami 2008 - With Project North/South Street: SW 19th Avenue /Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 3 4 Southbound 5 6 T Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes 0.89 8 1 94 0.89 105 2 0.89 2 Undivided 10 0.76 13 1 110 0.76 144 23 0.76 30 0 1 0 0 0 1 0 0 Configuration LTR LTR Upstream Signal Minor Street Movement 0 Westbound 1 Eastbound 7 8 9 10 11 12 T T R Volume 6 28 26 9 7 2 Peak -Hour Factor; PHF Hourly Flow Rate, HFR *lent Grade (%) Flared Approach Storage RT Channelized 0.60 0.60 0.60 0.71 0.71 0.71 nt Heavy Vehicles 9 1 J. 46 1 43 1 12 1 9 1 2 0 0 0 0 0 0 Lanes 0 1 0 0 1 0 Configuration Delay, Queue Length, and Level of Service Approach NB LTR SB Westbound LTR Eastbound Movement Lane Configuration v (vph) 1 LTR 4 LTR 7 8 LTR 9 10 11 LTR 12 8 13 98 23 C (m) (vph) vic 1360 1424 646 523 0.01 0.01 0.15 0.04 95% queue length Control Delay LOS 0.02 0.03 0.53 0.14 7.7 7.6 11.6 12.2 A A 8 B Approach Delay Approach LOS 11.6 12.2 Rights Reserved HCS2000TM • Version 4.1d Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TAP Intersection SW 20 Ave & SW 8th Street Agency/Co. TAP Jurisdiction City of Miami Performed Analysis Year 2005 - Without Project *sisTime Period _8/19/2005 PM Peak Project Description Renaissance Pointe Eastf West Street: SW 8th Street North/South Street: SW 20th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 )Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L _ T R Volume (vehlh) 0 1673 28 0 0 0 Peak -hour factor, PHF 1.00 0.87 0.87 1.00 1.00 1.00 Hourly Row Rate (veh/h) 0 1922 - 32 0 w 0 0 Proportion of heavy vehicles, PHv 0 __ -- 0 -- Median type Undivided RT Channelized? 0 0 Lanes 0 2 0 0 0 0 Configuration - T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 - 9 10 11 12 - L T R L - T R Volume (veh/h) _ 0 0 32 0 0 0 PHF 1.00 1.00 0.83 1.00 1.00 1.00 •-hourfactor, y Flow Rate (veh/h) 0 0 38 0 0 0 Proportion of heavy vehicles, PEiv 0 0 1 0 0 0 Percent grade (%) 0 _ 0 Flared approach N N Storage _.. 0 0 RT Channelized? 0 0 Lanes 0 0 1 0 0 0 Configuration _ R Control Delay, Queue Length, Level of Service Approach BB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration _ R Volume, v (vph) 38 Capacity, cm (vph) 306 v/c ratio _ 0.12 Queue length (95%) 0.42 . Control Delay (s/veh) 18.4 , LOS C Approach delay (six/eh) -- -- 18.4 gl_lach LOS _- -- W C Copyright C 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Information !Site Information [Analyst TAP Intersection SW 20 Ave & SW 8th Street gency/Co. TAP Jurisdiction City of Miami Performed 8/19/2005 Analysis Year 2008 - Without Project sis Time Period PM Peak Project Description Renaissance Pointe East/West Street: SW 8th Street North/South Street: SW 20th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 T R L T R Volume (veh/h) 0 _ 1805 _ 29 0 0 0 Peak -hour factor, PHF 1.00 0,87 0.87 1.00 1,00 1.00 Hourly Flow Rate (veh/h) 0 1 2074 33 _ 0 0 0 Proportion of heavy vehicles, PHV 0 -- -- 0 -- -- Median type Undivided RT Channelized? — 0 0 Lanes 0 2 0 v 0 0 0 -. Configuration T TR - Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 ` 11 12 L T R L T R Volume (veh/h) 0 0 T 33 0 0 0 PHF 1.00 1.00 0.83 1.00 1.00 1.00 Shourfactor, y Flow Rate (veh/h) 0 0 39 0 0 0 Proportion of heavy vehicles, PMv 0 0 1 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 1 0 0 0 Configuration R Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R Volume, v (vph) W 39 _ Capacity, cm (vph) 276 vic ratio _ 0.14 Queue length (95%) 0.49 Control Delay (s/veh) W 20.2 LOS C Approach delay (s/veh) -- , -- 20.2 lliach LOS -- -- C wcsz000Tm Copyright 4 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TAP ' intersection SW 20 Ave & SW 8th Street Agency/Co. TAP Jurisdiction City of Miami Analysis Year 2008 - Without Project 8/19/2005 *Performed siS Time Period PM Peak Project Description Renaissance Pointe Eastltilwest Street: SW 8th Street North/South Street: SW 20th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street _ Eastbound 1 Westbound - Movement 1 2 3 4 5 6 L T R L w. T R A Volume (veh/h) 0 1805 67 0 0 0 Peak -hour factor, PHF 1.00 v 0.87 0.87 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 0 2074 77 0 0 0 Proportion of heavy vehicles, PHV 0 -- 0 -- Median type Undivided RT Channelized? 0 0 Lanes 0 2 0 0 0 0 Configuration T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) _ 0 - 0 45 0 0 0 PHF 1.00 1.00 0.83 _ 1.00 1.00 1.00 •-hourfactor, y Row Rate (veh/h) 0 0 54 0 0 0 Proportion of heavy vehicles, PHV 0 0 1 0 0 0 Percent grade (%) - 0 0 Flared approach N N Storage _ 0 0 RT Channelized? 0 0 Lanes 0 0 1 0 0 0 Configuration R Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 1 4 _ 7 T 8 9 10 11 12 Lane Configuration R Volume, v (vph) 54 Capacity, cm (vph) 268 vlc ratio 0.20 Queue length (95%) 0.74 Control Delay (s{veh} 21.8 LOS _ C Approach delay (slveh) -- -- 21.8 Mach LOS _ -- -- C HCS20QQT M Copyright © 2003 University of Florida, All Rights Reserved Version 4,1d TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed $sis Time Period TAP TAP 8/19/2005 PM Peak ct Description Renaissance Pointe Intersection Jurisdiction Analysis Year SW 20 Ave & SW 9th Street City of Miami 2005 - Without Project East/west Street: SW 9th Street Intersection Orientation: North -South North/South Street: SW 20th Avenue Study Period (hrsl: 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 ' 5 6 L T R _ L T R Volume 1 17 1 4 19 12 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.82 0.82 0.82 Hourly Flow Rate, HFR 1 22 1 4 23 14 Percent Heavy Vehicles 1 -- -- 1 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street _ Westbound Eastbound Movement 7 8 mm 9 10 11 12 L T R L T R Volume 2 46 6 15 _ 15 2 Peak -Hour Factor, PHF 0.75 0.75 0.75 _ 0.75 0.75 0.75 Hourly Flow Rate, HFR 2 61 8 20 20 2 tnt Heavy Vehicles 1 1 1 1 1 1 ent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration _ - LTR W LTR Delay, Queue Length, and Level of Service Approach NB SS Westbound_ Eastbound Movement 1 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR .. LTR LTR v (vph) 1 4 71 r 42 C (m) (vph) 1566 1599 835 - 821 _ v/c 0.00 0.00 0.09 0.05 - 95% queue length 0.00 0.01 0.28 0.16 Control Delay 7.3 7.3 9.7 9.6 LOS A A A 1 A Approach Delay -- -- 9.7 9.6 Approach LOS -- -- A A Rights Reserved HCS2000`M faVersion4.1d Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Information Site information Analyst TAP Agency/Co. TAP Date Performed 8/19/2005 leis is Time Period PM Peak intersection SW 20 Ave & SW 9th Street Jurisdiction City of Miami Analysis Year 2008 - Without Project Mkt Description Renaissance Pointe East/West Street: SW 9th Street North/South Street: SW 20th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 3 4 Southbound 5 6 L T L T Volume Peak -Hour Factor, PHF Hourly Row Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1 0.75 1 1 0 LTR 18 0.75 24 1 0 1 0.75 1 0 0 Undivided .A 4 0.82 4 1 0 LTR 20 0.82 24 1 0 12 0.82 14 0 0 7 Westbound 8 9 10 Eastbound 11 12 T T R Volume 2 48 6 15 15 2 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR •nt Heavy Vehicles nt Grade (%) 2 1 64 1 0 8 1 20 1 20 1 0 2 1 Flared Approach Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Movement NB 1 SB 4 7 Westbound 8 9 10 Eastbound 11 12 Lane Configuration LTR LTR LTR LTR v (vph) C (m) (vph) 1 1565 4 1596 74 831 42 815 Ivic i95% queue length Control Delay 0.00 0.00 7.3 LOS A • 0.00 0.01 7.3 0.09 0.29 9.8 0.05 0.16 9.7 A A A Approach Delay Approach LOS i fights Reserved ICs,00oTM Version 4.1d 9.8 A 9.7 A Copyright 0 2003 University orFlorida, All Rights Reserved Version 4.ld TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TAP AgencylCo. TAP Date Performed 8/19/2005 s!s Time Period PM Peak intersection SW 20 Ave & SW 9th Street Jurisdiction City of Miami Analysis Year 2008 - With Project Wct Description Renaissance Pointe East/West Street: SW 9th Street North/South Street: SW 20th Avenue Intersection Orientation: North -South Study Period Chrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T _ R L T R Volume 1 24 1 4 _ 24 18 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.82 0.82 0.82 Hourly Flow Rate, HFR 1 32 1 4 29 21 Percent Heavy Vehicles 1 -- -- 1 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 _ 49 8 24 15 v 2 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 2 65 10 32 20 2 t-nt Heavy Vehicles 1 1 1 1 1 1 nt Grade (%) 0 0 Flared Approach N N Storage 0 r 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 1 4 w 77 54 C (m) (vph) 1550 1585 _ 816 790 vlc 0.00 0.00 0.09 0.07 95% queue length 0.00 Y 0.01 0.31 0.22 Control Delay 7.3 7.3 9.9 9.9 LOS A A A A Approach Delay -- -- 9.9 9.9 Approach LOS -- -- A A tights Reserved iCS24©OTm III Version4.1d Copyright 0 2003 University of Florida, A!! Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Information 'Site Information Analyst TAP Agency/Co. TAP Date Performed 8/1912005 gage Time Period PM Peak Intersection Jurisdiction Analysis Year SW 19 Ave & Project Dwy City of Miami 2005 - Without Project illIWDescription Renaissance Pointe East/West Street: Project East Driveway North/South Street: SW 19th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L v T R L T R Volume 3 87 0 0 r 99 20 Peak -Hour Factor, PHF 0.89 0.89 1.00 1.00 0.76 0.76 Hourly Flow Rate, HFR 3 97 0 0 130 26 Percent Heavy Vehicles 1 — -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 _ 0 1 0 Configuration LT W TR Upstream Signal 0 0 Minor Street Westbound _ Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 _ 0 0 15 0 5 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.75 1.00 0.75 Hourly Flow Rate, HFR 0 0 0 20 0 6 in24: Heavy Vehicles 0 0 0 0 0 0 Wt Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized _ 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delays Queue Length, and Level of Service Approach NB r SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 3 26 C (m) (vph) 1430 778 vlc W 0.00 _ 0.03 95% queue length 0.01 0.10 Control Delay 7.5 _ 9.8 LOS A - A Approach Delay -- _ -- 9.8 approach LOS -- -- A Rights Reserved YCSIOOOT M , Version 4.1d Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TAP Agency/Co, TAP Date Performed 8/19/2005 sls Time Period PM Peak Intersection SW 19 Ave & Project Dwy Jurisdiction City of Miami Analysis Year 2008 - Without Project ct Description Renaissance Pointe East/West Street: Project East Driveway North/South Street: SW 19th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R it T R Volume 3 • 90 0 0 102 20 Peak -Hour Factor, PHF 0.89 0.89 1.00 1.00 0.75 0.76 Hourly Flow Rate, HFR 3 101 0 0 134 26 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 _ 0 'Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 v L T R L T R Volume 0 0 0 15 0 5 Peak -Hour Factor, PHF 1.00 1.00 r 1.00 0.75 1.00 0.75 Hourly Flow Rate, HFR 0 0 0 20 0 6 Heavy Vehicles Went 0 0 0 0 0 0 Grade (%) Pent Grade (%) 0 0 0nt 0 Flared Approach N N Storage 0 0 RT Channeiized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB - SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 3 26 C (m) (vph) 1425 _ 770 vlc 0.00 W 0.03 95% queue length 0.01 _ 0.10 Control Delay 7.5 _ 9.8 LOS A _ A Approach Delay -- -- 9.8 Approach LOS -- -- A Rights Reserved HC 2000TM Version 4, 1 d Copyright 4> 2003 University of Florida, Ail Rights Reserved Version 4.Id TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TAP Agency/Co. TAP Date Performed 8/19/2005 R9/1 sis Time Period PM Peak Intersection SW 19 Ave & Project Dwy Jurisdiction City of Miami Analysis Year 2008 - With Project 3 ct Description Renaissance Pointe East/West Street: Project East Driveway NorthlSou#h Street: SW 19th Avenue Intersection Orientation: North -South Study Period (his): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 90 0 0 102 58 Peak -Hour Factor, PHF 0.89 0.89 1.00 1.00 0.76 0.76 Hourly Flow Rate, HFR 7 101 0 0 134 76 Percent Heavy Vehicles 1 -_ -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration _ LT TR Upstream Signal 0 0 Minor Street _ Westbound Eastbound Movement 7 _ 8 9 10 11 12 L 1 T R L T R Volume 0 0 0 37 0 9 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.75 1.00 0.75 Hourly Flow Rate, HFR 0 - 0 0 49 0 12 ikent Heavy Vehicles 0 0 0 0 0 0 ent Grade (%) 0 0 Flared Approach N N - Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 7 61 C (m) (vph) 1367 732 vIc 0.01 0.08 95% queue length 0.02 0.27 Control Delay 7.6 10.4 LOS A - B Approach Delay -- -- 10.4 Approach LOS — -- B ignts Reserve iCS2000T ~s Version 4.1d Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d General Information TWO-WAY STOP CONTROL SUMMARY \Analyst TAP Agency/Co. TAP Date Performed 8/19/2005 sis Time Period PM Peak ilit' Site Information ct Description Renaissance Pointe East/West Street: Project West Driveway Intersection Orientation: North -South Intersection SW 20 Ave & Project Dwy Jurisdiction City of Miami Analysis Year 2005 - Without Project Vehicle Volumes and Adjustments Major Street Movement Volume `North/South Street: SW 20th Avenue Study Period (hrs): 0.25 Northbound 1 L 2 T 3 4 Southbound Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes 0 1.00 0 16 0.75 21 11 0.75 14 23 0.82 28 5 T 32 6 0.82 0 Undivided 1 39 0 1.00 0 0 Configuration 0 1 0 0 1 Upstream Signal Minor Street Movement 7 0 Westbound 8 TR 9 LT 10 0 Eastbound 11 Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR nt Heavy Vehicles Pent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 14 0.75 18 0 0 Delay, Queue Length, and Level of Service 0 1,00 0 0 0 0 0 LR 15 0.75 20 0 0 0 0 1.00 0 0 0 T 0 1.00 0 0 0 0 0 0 0 12 R 0 1.00 0 0 0 0 kpproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 _ane Configuration LT LR r (vph) 28 38 (m) (vph) 1583 952 lc . 0.02 0.04 _ 15% queue length I 0.05 0.12 :ontrol Delay 7.3 8.9 .OS A A pproach Delay -- — 8.9 pproach LOS -- — A ghts Reserved 7s-wooTM Version 4.1d Copyright 2003 University of Florida, Al! Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TAP Agency/Co. TAP Date Performed 8/19/2005 Osis Time Period PM Peak Intersection Jurisdiction Analysis Year SW 20 Ave & Project Dwy City of Miami 2008 - Without Project ct Description Renaissance Pointe East/West Street: Project West Driveway North/South Street: SW 20th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T _ R Volume 0 w 17 11 23 33 0 Peak -Hour Factor, PHF 1.00 0.75 0.75 _ 0.82 0.82 1.00 Hourly Flow Rate, HFR 0 22 14 28 40 0 Percent Heavy Vehicles 0 — -- 1 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 V Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L _ T R Volume 14 0 15 0 0 0 Peak -Hour Factor, PHF 0.75 1.00 0.75 1.00 1.00 1.00 Hourly Flow Rate, HFR 18 0 20 0 0 0 Alknt Heavy Vehicles 0 _ 0 0 0 0 0 nt Grade (%) 0 0 Flared Approach N ' N Storage 0 0 RT Channelized 0 0 Lanes 0 0 W 0 0 0 0 Configuration LR - Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 28 38 C (m) (vph) 1581 951 v/c 0.02 0.04 95%queue length 0.05 0.12 Control Delay 7.3 8.9 LOS A A Approach Delay -- -- 8.9 Approach LOS -- -- A lights Reserved iCs2OOOTM Version 4.1d Copyright © 2003 University of Florida, All Rights Reserved Version 4. Id TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TAP Agency/Co. TAP Date Performed 8/19/2005 fits€s Time Period PM Peak Intersection SW 20 Ave & Project Dwy Jurisdiction City of Miami Analysis Year 2008 - With Project ct Description Renaissance Pointe East/West Street: Project West Driveway North/South Street: SW 20th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 _ 4 5 e L T R L T R Volume 0 17 28 61 33 0 Peak -Hour Factor, PHF 1.00 0.75 0.75 0.82 0.82 1.00 Hourly Flow Rate, HFR 0 22 37 74 40 0 Percent Heavy Vehicles 0 -- -- _ 1 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 _ 1 0 0 1 - 0 Configuration TR _ LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 24 0 27 0 0 0 Peak -Hour Factor, PHF 0.75 1.00 _ 0.75 1.00 1.00 1.00 Hourly Flow Rate, HFR 32 0 _ 36 0 0 0 Heavy Vehicles 0 0 0 0 0 0 Went Grade (VG) 0 0nt Flared Approach N N , Storage 0 0 RT Channelized v 0 0 Lanes 0 0 0 0 0 0 Configuration - LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 74 68 C (rn) (vph) 1551 ._ 865 vie .., 0.05 0.08 95% queue length 0.15 0.26 Control Delay 7.4 9.5 LOS A A Approach Delay -- -- 9.5 Approach LOS -- -- A Rights Reserved WC220001-m Version 4.1d Copyright © 2003 University of Florida, All Rights Reserved Version 4.l d • APPENDIX D ITE TRIP GENERATION • • • • Renaissance Pointe -- Existing Use - Retail 1A Summary of Trip Generation Calculation For 2 Th.Gr.So.Ft. of High Turnover (Sit -Down) Restaurant August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 127.15 41.77 7-9 AM Peak Hour Enter 5.99 0.00 7-9 AM Peak Hour Exit 5.53 0.00 7-9 AM Peak Hour Total 11.52 .6.75 4-6 PM Peak Hour Enter 6.66 0.00 4-6 PM Peak Hour Exit 4.26 0.00 4-6 PM Peak Hour Total 10.92 9.39 AM Pk Hr, Generator, Enter 7.04 0.00 AM Pk Hr, Generator, Exit 6.49 0.00 AM Pk Er, Generator, Total 13.53 10.05 PM Pk Hr, Generator, Enter 10.34 0.00 PM Pk Er, Generator, Exit 8.46 0.00 PM Pk Hr, Generator, Total 18.80 13.82 Saturday 2-Way Volume 158.37 0.00 Saturday Peak Hour Enter 12.60 0.00 Saturday Peak Hour Exit 7.40 0.00 Saturday Peak Hour Total 20.00 16.54 Sunday 2-Way Volume 131.84 0.00 Sunday Peak Hour Enter 10.15 0.00 Sunday Peak Hour Exit 8.31 0.00 Sunday Peak Hour Total 18.46 13.74 1.00 254 1.00 12 1.00 11 1.00 23 1.00 13 1.00 9 1.00 22 1.00 14 1.00 13 1.00 27 1.00 21 1.00 17 1.00 38 1.00 317 1.00 25 1.00 15 1.00 40 1.00 264 1.00 20 1.00 17 1.00 37 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY NICROTRANS • • • Renaissance Pointe -- Existing Use - Retail 18 Summary of Trip Generation Calculation For 6.975 T.G.L.A. of Specialty Retail Center August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 48.18 0.00 1.00 336 7--9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 2.41 0.00 1.00 17 4-6 PM Peak Hour Exit 3.07 0.00 1.00 21 4-6 PM Peak Hour Total 5.48 0.00 1.00 38 AM Pk Hr, Generator, Enter 10.31 0.00 1.00 72 AM Pk Hr, Generator, Exit 11.17 0.00 1.00 78 AM Pk Hr, Generator, Total 21.48 0.00 1.00 150 PM Pk Hr, Generator, Enter 0.00 0.00 1.00 0 PM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 PM Pk Hr, Generator, Total 0.00 0.00 1.00 0 Saturday 2-Way Volume 0.00 0.00 1.00 0 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 0.00 0.00 1.00 0 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: T = 42.78(X) + 37. 66, R^2 = 0.69 7-9 AM Peak Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit 4-6 PM Peak Hr. Total: T = 2 4(X) + 21.48 R^2 = 0.98 , 0.44 Enter, 0.56 Exit AM Gen Pk Hr. Total: T = 4 91(X) + 115.59 R^2 = 0.9 , 0.48 Enter, 0.52 Exit PM Gen Pk Hr. Total: 0 R^2 =0 , 0 Enter, 0 Exit Sat. 2-Way Volume: 0, R^2 = 0 Sat. Pk Er. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Sun. 2-Way Volume: 0, R^2 = 0 Sun. Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Renaissance Pointe -- Existing Use - Retail 1E Summary of Trip Generation Calculation: For 6.975 T.G.L.A. of Specialty Retail Center August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 309 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 8 4-6 PM Peak Hour Exit 1.52 0.00 1.00 11 4-6 PM Peak Hour Total 2.71 1.83 1.00 19 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 23 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 25 AM Pk Hr, Generator, Total 6.84 3.55 1.00 48 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 20 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 15 PM Pk Hr, Generator, Total 5.02 2.31 1.00 35 Saturday 2-Way Volume 42.04 13.97 1.00 293 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 142 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Renaissance Pointe -- Existing Use - Retail 2A Summary of Trip Generation Calculation For 2 Th.Gr.Sq.Ft. of High Turnover (Sit -Down; Restaurant August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Ave. Weekday 2-Way Volume 127.15 41.77 1.00 254 7-9 AM Peak Hour Enter 5.99 0.00 1.00 12 7-9 AM Peak Hour Exit 5.53 0.00 1.00 11 7-9 AM Peak Hour Total 11.52 6.75 1.00 23 4-6 PM Peak Hour Enter 6.66 0.00 1.00 13 4-6 PM Peak Hour Exit 4.26 0.00 1.00 9 4-6 PM Peak Hour Total 10.92 9.39 1.00 22 AM Pk Hr, Generator, Enter 7.04 0.00 1.00 14 AM Pk Hr, Generator, Exit 6.49 0.00 1.00 13 AM Pk Hr, Generator, Total 13.53 10.05 1.00 27 PM Pk Hr, Generator, Enter 10.34 0.00 1.00 21 PM Pk Hr, Generator, Exit 8.46 0.00 1.00 17 PM Pk Hr, Generator, Total 18.80 13.82 1.00 38 Saturday 2-Way Volume 158.37 0.00 1.00 317 Saturday Peak Hour Enter 12.60 0.00 1.00 25 Saturday Peak Hour Exit 7.40 0.00 1.00 15 Saturday Peak Hour Total 20.00 16.54 1.00 40 Sunday 2-way Volume 131.84 0.00 1.00 264 Sunday Peak Hour Enter 10.15 0.00 1.00 20 Sunday Peak Hour Exit 8.31 0.00 1.00 17 Sunday Peak Hour Total 18.46 13.74 1.00 37 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • Renaissance Pointe -- Existing Use - Retail 2A Summary of Pass-Ev Trips For 2 Th.Gr.Sq.Ft. of High Turnover (Sit -Gown) Restaurant August 10, 2005 Driveway Pass -By Volume Added to Volume Trips Adjacent Streets Average Weekday 7-9 AM Peak Hour Enter 12 0 12 7-9 AM Peak Hour Exit 11 0 11 7-9 AM Peak Hour Total 23 0 23 4-6 PM Peak Hour Enter 13 6 7 4-6 PM Peak Hour Exit 9 4 5 4-6 PM Peak Hour Total 22 9 13 Saturday Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total 25 0 25 15 0 15 40 0 40 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation Handbook, Marc:, 2001 TRIP GENERATION BY MICRCTRANS Renaissance Pointe -- Existing Use - Retail 2E Summary of Trip Generation Calculation For 3.304 T.G.L.A. of Specialty Retail Center August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 54.18 0.00 1.00 179 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AN Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 3.92 0.00 1.00 13 4-6 PM Peak Hour Exit 4.98 0.00 1.00 16 4-6 PM Peak Hour Total 8.90 0.00 1.00 29 AM Pk Er, Generator, Enter 19.15 0.00 1.00 63 AM Pk Hr, Generator, Exit 20.75 0.00 1.00 69 AM Pk Hr, Generator, Total 39.89 0.00 1.00 132 PM Pk Er, Generator, Enter 0.00 0.00 1.00 0 PM Pk Rr, Generator, Exit 0.00 0.00 1.00 0 PM Pk Hr, Generator, Total 0.00 0.00 1.00 0 Saturday 2-Way Volume 0.00 0.00 1.00 0 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 0.00 0.00 1.00 0 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: T = 42.78(X) ± 37.66, R^2 = 0.69 7-9 AM Peak Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit 4-6 PM Peak Hr. Total: T = 2.4(X) 4- 21.48 R^2 = 0.98 , 0.44 Enter, 0.56 Exit AM Gen Pk Hr. Total: T = 4.91(X) + 115.59 R^2 = 0.9 , 0.48 Enter, 0.52 Exit PM Gen Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Sat. 2-Way Volume: 0, R^2 = 0 Sat. Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Sun. 2-Way Volume: 0, R^2 = 0 Sun. Pk Hr. Total: 0 R'2 = 0 , 0 Enter, 0 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENEPATION EY MICROTRANS • • • • Renaissance Pointe -- Existing Use - Retail 2B Summary of Trip Generation Calculation For 3.304 T.G.L.A. of Specialty Retail Center August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 146 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 Aiv Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 4 4-6 PM Peak Hour Exit 1.52 0.00 1.00 5 4-6 PM Peak Hour Total 2.71 1.83 1.00 9 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 11 AM Pk Hr, Generator, Exit 3.56 0.00 1.000 12 AM Pk Hr, Generator, Total 6.84 3.55 1.00 23 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 9 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 PM Pk Hr, Generator, Total 5.02 2.31 1.00 17 Saturday 2-Way Volume 42.04 13.97 1.00 139 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2--Way Volume 20.43 10.27 1.00 68 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • Renaissance Pointe -- Existing_ Use - Residential 1 of 7 Summary of Trip Generation Calculation For 7 Dwelling Gnits of Apartments August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 6.72 3.02 1.00 47 7-9 AM Peak Hour Enter 0.10 0.00 1.00 I 7-9 AM Peak Hour Exit 0.41 0.00 1.00 3 7-9 AM Peak Hour Total 0.51 0.73 1.00 4 4-6 PM Peak Hour Enter 0.40 0.00 1.00 3 4-6 PM Peak Hour Exit 0.22 0.00 1.00 2 4-6 PM Peak Hour Total 0.62 0.82 1.00 4 AM Pk Hr, Generator, Enter 0.16 0.00 1.00 1 AM Pk Hr, Generator, Exit 0.39 0.00 1.00 3 AM Pk Hr, Generator, Total 0.55 0.76 1.00 4 PM Pk Hr, Generator, Enter 0.41 0.00 1.00 3 PM Pk Hr, Generator, Exit 0.26 0.00 1.00 2 PM Pk Hr, Generator, Total 0.67 0.85 1.00 5 Saturday 2-Way Volume 6.39 2.99 1.00 45 Saturday Peak :dour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.52 0.74 1.00 4 Sunday 2-way Volume 5.86 2.73 1.00 41 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.51 0.75 1.00 4 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Renaissance Pointe -- Exiting Use - Residential 2 of 7 Summary of Trip Generation Calculation For 1 Dwelling Units of Single Family Detached Housing August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 9.57 3.69 1.00 10 7-9 AM Peak Hour Enter 0,19 0.00 1.00 0 7-9 AM Peak Hour Exit 0.56 0,00 1.00 1 7-9 AM Peak Hour Total 0.75 0.90 1.00 w 4--6 PM Peak Hour Enter 0.64 0.00 1.00 1 4-6 PM Peak Hour Exit 0.37 0.00 1.00 0 4-6 PM Peak Hour Total 1.01 1.05 1.00 1 AM Pk Ar, Generator, Enter 0.20 0.00 1.00 0 AM Pk Hr, Generator, Exit 0.57 0.00 1.00 1 ACM Pk Hr, Generator, Total 0,77 0.91 1.00 1 PM Pk Hr, Generator, Enter 0.65 0.00 1.00 1 PM Pk Hr, Generator, Exit 0.37 0.00 1.00 0 PM Pk Hr, Generator, Total 1.02 1.05 1.00 1 Saturday 2-Way Volume 10.10 3.68 1.00 10 Saturday Peak Hour Enter 0.51 0.00 1.00 1 Saturday Peak Hour Exit 0.43 0.00 1.00 0 Saturday Peak Hour Total 0.94 0.99 1.00 1 Sunday 2-Way Volume 8.78 3.33 1.00 9 Sunday Peak Hour Enter 0.46 0.00 1.00 0 Sunday Peak Hour Exit 0.40 0,00 1.00 0 Sunday Peak Hour Total 0.86 0.95 1.00 1 Note: A zero indicates no data available. Source: institute of Transportation Engineers Trip Generation, 7t, Edition, 2003. TRIP GENERATION BY MICROTRANS • • • Renaissance Pointe -- Existing Use - Residential 3 of 7 Summary of Trip Generation Calculation For 1 Dwelling Units of Single Family Detached Housing August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 9.57 3.69 1.00 10 7-9 AN Peak Hour Enter 0.19 0.00 1.00 0 7-9 AM Peak Hour Exit 0.56 0.00 1.00 1 7-9 A^ Peak Hour Total 0.75 0.90 1.00 1 4-6 PM Peak Hour Enter 0.64 0.00 1.00 1 4-6 PM Peak Hour Exit 0.37 0.00 1.00 0 4-6 PM Peak Hour Total 1.01 1.05 1.00 1 AM Pk Hr, Generator, Enter 0.20 0.00 1.00 0 AM Pk Hr, Generator, Exit 0.57 0.00 1.00 1 AM Pk Hr, Generator, Total 0.77 0.91 1.00 1 PM Pk Hr, Generator, Enter 0.65 0.00 1.00 1 PM Pk Hr, Generator, Exit 0.37 0.00 1.00 0 PM Pk Hr, Generator, Total 1.02 1.05 1.00 1 Saturday 2-Way Volume 10.10 3.68 1.00 10 Saturday Peak Hour Enter 0.51 0.00 1.00 1 Saturday Peak Hour Exit 0.43 0.00 1.00 0 Saturday Peak Hour Total 0.94 0.99 1.00 1 Sunday 2-Way Volume 8.78 3.33 1.00 9 Sunday Peak Hour Enter 0.46 0.00 1,00 0 Sunday Peak Hour Exit 0.40 0.00 1.00 0 Sunday Peak Hour Total 0.86 0.95 1.00 1 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • Renaissance Pointe -- Existing Ilse - Residential 4 Summary of Trip Generation Calculation For 4 Dwelling Units of Apartments August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 6.72 3.02 1.00 27 7-9 AM Peak Hour Enter 0.10 0,00 1.00 0 7-9 AM Peak Hour Exit 0.41 0.00 1,00 2 7-9 AM Peak Rour Total 0.51 0.73 1.00 2 4-6 PM Peak Hour Enter 0.40 0.00 1.00 2 4-6 PM Peak Hour Exit 0.22 0.00 1.00 1 4-6 PM Peak Hour Total 0.62 0.82 1.00 2 AM Pk Hr, Generator, Enter 0.16 0,00 1.00 1 AM Pk Hr, Generator, Exit 0.39 0.00 1.00 2 A Pk Hr, Generator, Total 0.55 0.76 1.00 2 PM Pk Hr, Generator, Enter 0.41 0.00 1.00 2 PIS: Pk Hr, Generator, Exit 0.26 0.00 1.00 1 PM Pk Hr, Generator, Total 0.67 0.85 1.00 3 Saturday 2-Way Volume 6.39 2.99 1.00 26 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.52 0.74 1.00 2 Sunday 2-Way Volume 5.66 2.73 1,00 23 Sunday Peak Hour Enter 0.00 0,00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.51 0,75 1.00 2 Note; A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY M1CROTRANS • • Renaissance Pointe -- Existing Use - Residential 5 of Summary of Trip Generation Calculation For 5 Dwelling Units of Apartments August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg Weekday 2-Way Volume 6.72 3.02 1.00 34 7-9 AM Peak Hour Enter 0.10 0.00 1.00 1 7-9 AM Peak Hour Exit 0.41 0.00 1.00 2 7-9 AM Peak Hour Total 0.51 0.73 1.00 3 4-6 FM Peak Hour Enter 0.40 0.00 1.00 2 4-6 PM Peak Hour Exit 0.22 0.00 1.00 4-6 PM Peak Hour Total 0.62 0.82 1.00 3 AM Pk Hr, Generator, Enter 0.16 0,00 1.00 1 AM Pk Mr, Generator, Exit 0.39 0.00 1.00 2 AM Pk Hr, Generator, Total 0.55 0.76 1.00 3 PM Pk Hr, Generator, Enter 0.41 0.00 1.00 2 PM Pk Hr, Generator, Exit 0.26 0.00 1.00 1 PM Pk Hr, Generator, Total 0.67 0.85 1.00 3 Saturday 2-Way Volume 6.39 2.99 1.00 32 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.03 1.00 0 Saturday Peak Hour Total 0.52 0.74 1.00 3 Sunday 2-Way Volume 5.86 2.73 1.00 29 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.51 0.75 1.00 3 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION By MICROTRANS • • Renaissance Pointe Existing Use - Residential 6 of 7 Summary of Trip Generation Calculation For 1 Dwelling Units of Single Family Detached Housing August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 9.57 3.69 7-9 AM Peak Hour Enter 0.19 0.00 7-9 AM Peak Hour Exit 0.56 0.00 7-9 AM Peak Hour Total 0.75 0.90 4-6 PM Peak Hour Enter 0.64 0.00 4-6 PM Peak Hour Exit 0.37 0.00 4-6 PM Peak Hour Total 1.01 1.05 AM Pk ?r, Generator, Enter 0.20 0.00 AM Pk Er, Generator, Exit 0.57 0.00 AM Pk Hr, Generator, Total 0.77 0.91 PM Pk Hr, Generator, Enter 0.65 0.00 PM Pk Hr, Generator, Exit O.37 0.00 PM Pk Hr, Generator, Total 1.02 1.05 Saturday 2-Way Volume 10.10 3.68 Saturday Peak Hour Enter 0.51 0.00 Saturday Peak Hour Exit 0.43 0.00 Saturday Peak Hour Total 0.94 0.99 Sunday 2-Way Volume 6.78 3.33 Sunday Peak Hour Enter 0.46 0.00 Sunday Peak Hour Exit 0..40 0.00 Sunday Peak Hour Total 0.86 0.95 1.00 10 1.00 0 1.00 1 1.00 1 1.00 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1 0 1 0 1 10 0 1 a Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Renaissance Pointe -- Existing Use - Residential 7 of 7 Summary of Trip Generation Calculation For 4 Dwelling Units of Apartments August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 6.72 3.02 1.00 27 7-9 AM Peak Hour Enter 0.10 0.00 1.00 0 7-9 AM Peak Hour Exit 0.41 0.00 1.00 2 7-9 AM Peak Hour Total 0.51 0.73 1.00 2 4-6 PM Peak Hour Enter 0.40 0.00 1.00 2 4-6 PM Peak Hour Exit 0.22 0.00 1.00 1 4-6 PM Peak Hour Total 0.62 0.82 1.00 2 AM Pk Er, Generator, Enter 0.16 0.00 1.00 1 AM Pk Hr, Generator, Exit 0.39 0.00 1.00 2 AM Pk Hr, Generator, Total 0.55 0.76 1.00 2 PM Pk Hr, Generator, Enter 0.41 0.00 1.00 2 PM Pk Hr, Generator, Exit 0.26 0.00 1.00 1 PM Pk Er, Generator, Total 0.67 0.85 1.00 3 Saturday 2-Way Volume 6.39 2.99 1.00 26 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.52 0.74 1.00 2 Sunday 2-Way Volume 5.86 2.73 1.00 23 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.51 0.75 1.00 2 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • • Renaissance Pointe -- Proposed Uses - Residential 1 of 2 Summary of Trip Generation Calculation For 18 Dwelling Units of Residential Condominium / Townhouse • August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 5.86 3.09 1.00 105 7-9 AM Peak :our Enter 0.07 0.00 1.00 1 7-9 AM Peak Hour Exit 0.37 0.00 1.00 7 7-9 AM Peak Hour Total 0.44 0.69 1.00 8 4-6 PM Peak Hour Enter 0.35 0.00 1.00 6 4-6 PM Peak Hour Exit 0.17 0.00 1.00 3 4-6 PM Peak Hour Total 0.52 0.75 1.00 9 AM Pk Hr, Generator, Enter 0.08 0.00 1.00 1 AM Pk Hr, Generator, Exit 0.36 0.00 1.00 6 AM Pk Hr, Generator, Total 0.44 0.68 1.00 8 PM Pk Hr, Generator, Enter 0.33 0.00 1.00 6 PM Pk Hr, Generator, Exit 0.19 0.00 1.00 3 PM Pk Er, Generator, Total 0.52 0.75 1.00 9 Saturday 2-Way Volume 5.67 3.10 1.00 102 Saturday Peak Hour Enter 0.25 0.00 €.00 5 Saturday Peak Hour Exit 0.22 0.00 1.00 4 Saturday Peak Hour Total 0.47 0.71 1.00 8 Sunday 2-Way Volume 4.64 2.71 1.00 87 Sunday Peak Hour Enter 0.22 0.00 1.00 4 Sunday Peak Hour Exit 0.23 0.00 1.00 4 Sunday Peak Hour Total 0.45 0.70 1.00 8 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • Renaissance Pointe -- Proposed Uses - Residential 2 of 2 Summary of Trip Generation Calculation For 338 Dwelling Units of Apartments August 10, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg Weekday 2-Way Volume 6.45 0.00 1.00 2182 7-9 AM Peak Hour Enter 0.10 0.00 1.00 34 7-9 AM Peak Hour Exit 0.40 0.00 1.00 135 7-9 A4 Peak Hour Total 0.50 0.00 1.00 169 4-6 PM Peak Hour Enter 0.39 0.00 1.00 132 4-6 PM Peak Hour Exit 0.21 0.00 1.00 71 4-6 PM Peak Hour Total 0.60 0.00 1.00 204 AM Pk Hr, Generator, Enter 0.16 0.00 1.00 53 AM Pk Hr, Generator, Exit 0.39 0.00 1.00 130 AM Pk Hr, Generator, Total 0.54 0.00 1.00 183 PM Pk Hr, Generator, Enter 0.40 0.00 1.00 134 PM Pk Hr, Generator, Exit 0.25 0.00 1.00 86 PM Pk Hr, Generator, Total 0.65 0.00 1.00 220 Saturday 2-Way Volume 7.09 0.00 1.00 2397 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.47 0.00 1.00 158 Sunday 2-Way Volume 6.12 0.00 1.00 2069 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: T = 6.01(X) + 150.35, R^2 = 0.88 7-9 AN Peak Hr. Total: T = .49(X) + 3.73 R^2 = 0.83 , 0.2 Enter, 0.8 Exit 4-6 PM Peak Hr. Total: T = .55(X) + 17.65 R^2 = 0.77 , 0.65 Enter, 0.35 Exit AM Gen Pk Hr. Total: T = .53(X) + 4.21 R^2 = 0.82 , 0.29 Enter, 0.71 Exit FM Gen Pk Hr. Total: T = .6(X) + 17.52 R^2 = 0.8 , 0.61 Enter, 0.39 Exit Sat. 2-Way Volume: T = 7.85(X) +-256.19, R^2 = 0.85 Sat. Pk Hr. Total: T - .41(X) + 19.23 R^2 _ 0.56 , 0 Enter, 0 Exit Sun. 2-Way Volume: T = 6.42(X) +-101.12, R^2 = 0.82 Sun. Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRA.NS • • • Renaissance Pointe -- Proposed Uses - Ground Floor Retail Summary of Trip Generation Calculation For 18 T.G.L.A. of Specialty Retail Center August 30, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.87 0.00 1.00 808 7-9 AM Peak Hour Enter D.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.58 0.00 1.00 28 4-6 PM Peak Hour Exit 2.01 0.00 1.00 36 4-6 PM Peak Hour Total 3.59 0.00 1.00 - 6 4' AM Pk Hr, Generator, Enter 5.44 0.00 1.00 98 AM Pk Hr, Generator, Exit 5.89 0.00 1.00 106 AM Pk Hr, Generator, Total 11.33 0.00 1.00 204 PM Pk Hr, Generator, Enter 0.00 0.00 1.00 0 PM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 PM Pk Hr, Generator, Total 0.00 0.00 1.00 0 Saturday 2-Way Volume 0.00 0.00 1.00 0 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 0.00 0.00 1.00 0 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: T = 42.78(X) + 37.66, R"2 = 0.69 7-9 AM Peak Hr. Total: 0 R"2 = 0 , 0 Enter, 0 Exit 4-6 PM Peak Hr. Total: T = 2.4(X) + 21.48 R"2 = 0.98 , 0.44 Enter, 0.56 Exit AM Gen Pk Hr. Total: T = 4.91(X) + 115.59 R"2 = 0.9 , 0.48 Enter, 0.52 Exit PM Gen Pk Hr. Total: 0 R"2 = 0 , 0 Enter, 0 Exit Sat. 2-Way Volume: 0, R"2 = 0 Sat. Pk Hr. Total: 0 R"2 = 0 , 0 Enter, 0 Exit Sun. 2-Way Volume: 0, RA2 = 0 Sun. Pk Hr. Total: 0 R"2 = 0 , 0 Enter, 0 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICRCTRANS • • • Renaissance Pointe --- Proposed Uses - Ground Floor Retail Summary of Trip Generation Calculation For 18 T.G.L.A. of Specialty Retail Center August 30, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 798 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 21 4-6 PM Peak Hour Exit 1.52 0.00 1.00 27 4-6 PM Peak Hour Total 2.71 1.83 1.00 49 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 59 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 64 AM Pk Hr, Generator, Total 6.84 3.55 1.00 123 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 51 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 40 PM Pk Hr, Generator, Total 5.02 2.31 1.00 90 Saturday 2-Way Volume 42.04 13.97 1.00 757 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 368 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MIGRCTRAvS • APPENDIX E FDOT SEASONAL FACTORS • AND HISTORICAL TRAFFIC DATA • Print Bate: May 1 lreVVJ 1' VVF Lua 1.0.4,IfiF Ui1ti111 VI 1F Gti.]tJ1i1LG41V11 Transportation Statistics Office 2004 Peak Season Factor Category Report Category: 8701 MIAMI-DADE SOUTH M©CF 0.94 Dates SF PSCF 01/01/2004 - 01/03/2004 0.92 ' 0,98 2 01/04/2004 - 01/10/2004 1.01 1.07 3 01/11/2004 -01/17/2004 1.11 1.18 4 01 / 18/2004 - 01 /24/2004 1.10 1.17 5 01/25/2004 - 01/31/2004 1.09 1.16 6 02/01/2004 - 02/07/2004 1.08 1.15 7 02/08/2004 - 02/14/2004 1.08 1.15 8 02/15/2004 - 02/21/2004 1.07 1.14 9 02/22/2004 - 02/28/2004 1.06 1.13 10 02/29/2004 - 03/06/2004 1,05 1.12 11 03/07/2004 - 03/13/2004 1,05 1.12 12 03/14/2004.03/20/2004 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 - 05/22/2,004 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 1001 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 0 7/2'5/2004 - 07/31/2004 0.99 1.05 32 08i0112004 - 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 #---7A1 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 - 09/1.8/2004 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 10/24/2,004 - 10/30/2004 0.93 0.99 * 45 10/31/2004 - 11/06/2004 0,93 0.99 * 46 11/07/2004 - 11/13/2004 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 -1 , 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 1.18 Note: '*" indicates peak season week Week 1 •C I S_S ✓�� 7l)/477 `iV 576c" SAF O Page 2 • • • AADT at Traffic Monitoring Stations Sta. Sta. Sta. Sta. Four-Sta. Annual Year #5099 #5100 #5103 #5105 Average Increase, % FDOT Historical Data 2000 18,000 27,000 17,000 13,500 18,875 2001 18,500 24,500 20,000 15,000 19,500 2002 19,000 26,500 22,000 16,000 20,875 2003 20,000 24,500 21,000 16,500 20,500 2004 18,000 25,000 21,000 18,000 20,500 AVERAGE FDOT AADT Projection 2007 18,800 27,500 21,000 18,200 21,375 2008 19,000 28,300 21,000 18,300 21,650 2009 19,300 29,100 21,000 18,300 21,925 2010 19,500 29,900 21,000 18,400 22,200 AVERAGE DCRJjai5765 3.3% 7.05 % -1,80% 0.00% 2.14% 1.29% 1.27% 1.25% 1.27% • • County: 87 Station: 5103 Desciption: SR 90/US-41fSW 8 ST/ONE- iAY EB, 200' E BEACON BLVD Start Date: 03/23/2004 Start Time: 0000 Direction: E Time 1st 2r.d 3rd 4th Total 0000 77 53 60 52 242 0100 46 42 28 24 140 0200 26 17 20 23 86 0300 13 18 28 14 73 0400 12 16 29 24 81 0500 40 48 83 119 290 0600 139 224 244 298 905 0700 315 338 356 333 1342 0800 337 383 335 332 1387 0900 347 339 319 345 1350 1000 328 331 321 349 1329 1100 341 328 341 336 1346 1200 299 331 326 294 1250 1300 326 311 329 333 1299 1400 318 298 336 318 1270 1500 322 325 292 280 1219 1600 302 284 307 321 1214 1700 306 330 289 321 1246 1800 348 320 306 354 1328 1900 308 264 287 273 1132 2000 287 279 228 223 1017 2100 217 230 195 226 868 2200 169 171 160 149 669 2300 128 121 127 93 469 24-Hour Totals: 21552 A.M. P.M. Daily Peak Volume Information Hour Volume 0730 1409 1800 1328 0730 1409 • • • County: 87 Station: 5103 Desciption: SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' E BEACON BLVD Start Date: 03/24/2004 Start Time: 0000 Direction: E Time 1st 2nd 3rd 4th Total 0000 100 83 52 49 284 0100 41 33 36 39 149 0200 21 13 20 19 73 0300 16 24 23 18 81 0400 15 19 37 28 99 0500 36 41 91 116 284 0600 130 213 254 271 868 0700 305 346 368 365 1384 0800 341 352 363 342 1398 0900 333 312 331 313 1289 1000 297 302 338 315 1252 1100 325 307 311 344 1287 1200 343 316 351 344 1354 1300 326 321 317 327 1291 1400 310 307 296 305 1220 1500 299 293 281 310 1183 1600 286 293 312 303 1194 1700 297 273 320 295 1185 1800 350 347 335 308 1340 1900 342 331 308 315 1296 2000 285 312 239 236 1072 2100 253 220 223 228 924 2200 177 196 180 164 717 2300 153 115 105 96 469 24-Hour Totals: 21693 A.M. P.M. Daily Peak Volume Information Hour Volume 0730 1426 1200 1354 0730 1426 • • • County: 87 Station: 5103 Desc.iption: SR 90/tUS-41/SW 8 ST/ONE-WAY EB, 200' E BEACON BLVD Start Date: 03/25/2004 Start Time: 0000 Direction: E Time 1st 2nd 3rd 4th Total 0000 102 71 68 58 299 0100 61 55 38 36 190 0200 22 12 10 18 62 0300 25 31 14 17 87 0400 21 17 26 30 94 0500 42 43 94 95 274 0600 144 213 242 273 872 0700 306 350 358 329 1343 0800 369 367 359 344 1439 0900 310 347 315 316 1288 1000 322 329 292 308 1251 1100 301 319 301 299 1220 1200 311 349 320 344 1324 1300 327 313 291 315 1246 1400 331 316 301 283 1231 1500 311 319 278 281 1189 1600 299 284 267 270 1120 1700 279 265 298 297 1139 1800 330 297 292 295 1214 1900 267 263 287 263 1080 2000 254 254 253 278 1039 2100 230 218 236 199 883 2200 213 187 177 177 754 2300 134 164 121 123 542 24-Hour Totals: 21180 Peak Volume Information Hour Volume A.M. 0800 1439 P.M. 1215 1340 Daily 0800 1439 County: 87 - DADE Transportation Statistics Office 2004 Historical AADT Report Site: fri4 2003 2002 2001 2000 1999 1998 1997 1996 1995 1994 1993 1992 1991 1990 1989 1988 1987 1985 1984 1976 5103 Description: SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' E BEACON BLVD AADT c c C c C C C C C C c c c 21,000 21,000 22,000 20,000 17,000 17,000 19,500 17,500 17,500 18,000 30,000 31,500 19,000 17,874 19,369 29,082 33,484 25,301 24,947 E E E E E E E E E E E E E E E 0 E 38,356 E Direction 1 Direction 2 K Factor D Factor E 21,000 0 0.08 1.00 E 21,000 0 0.09 1.00 E 22,000 0 0.09 1.00 E 20,000 0 0.08 1.00 17,000 0 0.08 1.00 17,000 0 0.09 1.00 19,500 W 0 0.09 1.00 17,500 W 0 0.09 1.00 17,500 W 0 0.09 1.00 18,000 W 0 0.08 0.63 0 W 0 0.09 0.60 0 W 0 0.00 0.00 0 W 0 0.00 0.00 0 W 0 0.00 0.00 0 W 0 0.00 0.00 16,450 W 12,632 0.00 0.00 21,886 W 11,598 0.00 0.00 17,741 W 7,560 0.00 0.00 17,900 W 7,047 0.00 0.00 0 W 0 0.00 0.00 19,877 W 18,479 0.00 0.00 T Factor 7.00 6.60 4.50 6.50 4.80 5.30 5.20 7.60 8.40 8.20 28.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 AADT Flags: C = Computed; E =Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown Page 1 Print Date: Ate 8, 2005 County : 87 -- DADE Florid artmcnt of Transportation Tra ation Statistics Office 2004 Annual rage Daily Traffic Report AADT "100" • ItD3OIT 11i1* SITESite typ1e Description Direction 1 Direction 2 Two -Way Factor Factor Factor 5103 P SR 90IUS-41/SW 8 ST/ONE-WAY EB, 200' E BEACON BLVD 21,000 E 0 21000 C 8.22 F 99.99 W 6.96 F Site type: T = Telemetered; P = Portable AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T — Third Year Est; X = Unknown "K/D" Flags: A = Actual; F = Volume Fctr Catg; D = Dist/Functional Class; P T Prior Year; S = State-wide Default; W = One -Way Road "V' Flags: A = Actual; F = Axle Fctr Catg; D = Dist/Functional Class; P = Prior Year; S = State-wide Default; X= Cross -Reference Page Print Date: A018, 2005 COUNTY: 87 -- DADE SITE DESCRIPTION Florida Departmenlik ransportation Transportation tics Office 2004 AADT Forecast 2005 2006 2007 2008 2009 2010 2011 2012 • 2013 2014 5103 SR 901US-411SW 8 ST/ONE-WAY EB, 200' E BEACON BLVD 21,000 21,000 21,000 21,000 21,000 21,000 21,000 21,000 21,000 21,000 This report estimates the future AADT for a site based upon that site's historical AADT. These estimates should only be used as a first guess; more detailed analysis is required for planning purposes Future year AADT estimates are straight-line projections between 1991-1993 average and the 2001-2003 average. Future AADT estimates will only be projected for a time period commensurate with the amount of history available. This means, for example, if there is only 5 years of history available at a site, the AADT will only be projected for 3 years. Projected AADT estimates are rounded to the nearest thousand vehicles. Page: • • • County: 87 Station: 5105 Desciption: SR 90/US-41/SW 7 ST/ONE-WAY WB, 200' E BEACON BLVD Start Date: 08/31/2004 Start Time: 0000 Direction: W Time let 2nd 3rd 4th Total 0000 150 45 52 32 279 0100 58 36 31 31 156 0200 42 31 24 13 110 0300 23 32 27 26 108 0400 31 15 29 24 99 0500 42 82 57 94 275 0600 89 134 189 209 621 0700 186 192 202 215 795 0800 257 275 270 233 1035 0900 256 306 256 277 1095 1000 299 251 286 320 1156 1100 309 306 325 290 1230 1200 332 317 309 281 1239 1300 307 419 314 351 1391 1400 314 239 312 332 1197 1500 325 354 356 346 1381 1600 309 333 307 387 1336 170E 314 353 312 315 1294 1800 332 278 273 230 1113 1900 209 235 141 141 726 2000 157 110 129 110 506 2100 126 136 116 141 519 2200 126 121 102 100 449 2300 86 116 63 71 336 24-Hour Totals: 16446 A.M. P.M. Daily Peak Volume Information Hour Volume 1130 1264 1315 1398 1315 1398 • County: 87 Station: 5105 Desoiption: SR 90/US-41/SW 7 ST/0NE-WAX WE, 200' E BEACON BLVD Start Date: 09/01/2004 Start Time: 0000 Direction: W Time 1st 2nd 3rd 4th Total 0000 82 40 42 49 213 0100 34 23 27 24 108 0200 26 16 32 16 90 0300 24 29 32 19 104 0400 55 24 32 55 166 0500 52 58 84 104 298 0600 113 116 173 277 679 0700 180 176 204 301 861 0800 238 249 265 280 1032 0900 294 252 222 307 1075 1000 294 306 322 268 1190 1100 327 366 366 349 1408 1200 364 357 353 323 1397 1300 317 322 357 353 1349 1400 311 273 361 254 1199 1500 264 382 320 383 1349 1600 349 359 309 364 1381 1700 398 285 404 380 1467 1800 299 314 286 252 1151 1900 197 196 176 157 726 2000 157 123 160 105 545 2100 131 104 91 137 463 2200 123 91 94 86 394 2300 99 68 70 76 313 24-Hour Totals: 18958 A.M. P.M. Daily Peak Volume Information Hour Volume 1115 1445 1700 1467 1700 1467 • • County: 87 Station: 5105 Desciption: SR 90/US-41/SW 7 ST/ONE-WAY WB, 200' E BEACON BLVD Start Date: 09/02/2004 Start Time: 0000 Direction: W Time 1st 2nd 3rd 4th Total 0000 71 57 63 47 238 0100 21 34 27 32 114 0200 36 21 23 34 114 0300 29 26 29 24 108 0400 19 26 31 49 125 0500 47 81 76 100 304 0600 92 113 171 228 604 0700 201 207 231 212 851 0800 277 273 267 246 1063 0900 301 278 264 315 1158 1000 301 359 277 382 1319 1100 332 290 260 356 1238 1200 322 396 319 340 1377 1300 317 309 277 328 1231 1400 304 336 325 299 1264 1500 322 288 290 301 1201 1600 395 375 309 357 1436 1700 299 400 273 294 1266 1800 345 262 281 210 1098 1900 204 202 163 146 715 2000 120 136 123 136 515 2100 120 129 113 110 472 2200 133 120 91 82 426 2300 115 97 76 71 359 24-Hour Totals: 18596 A.M. F.M. Daily Peak Volume Information Hour Volume 1145 1393 1600 1436 1600 1436 Transportation Statistics Office 2004 Historical AADT Report County: 87 - DADE Site: 5105 Description; SR 90/US-41/SW 7 ST/ONE-WAY WB, 200' E BEACON BLVD illIt. AADT Direction 1 Direction 2 K Factor D Factor T Factor impti4 C 18,000 0 W 18,000 0.08 1.00 7.00 2003 C 16,500 E 0 W 16,500 0.09 1.00 6.60 2002 C 16,000 E 0 W 16,000 0.09 1.00 4.50 2001 C 15,000 E 0 W 15,000 0.08 1.00 6.50 2000 C 13,500 E 0 W 13,500 0.08 1.00 4.80 1999 C 14,000 E 0 W 14,000 0.09 1.00 5.30 1998 C 15,500 E 0 W 15,500 0.09 1.00 5.20 1997 C 13,500 E 0 W 13,500 0.09 1.00 7.60 1996 C 13,500 E 0 W 13,500 0.09 1.00 8.40 1995 C 15,000 E 0 W 15,000 0.08 0.63 5.40 1994 C 17,500 E 0 W 0 0.09 0.60 4.40 1993 C 17,000 E 0 W 0 0.00 0.00 0.00 1992 C 14,000 E 0 W 0 0.00 0.00 0.00 199I 13,399 E 0 W 0 0.00 0.00 0.00 1990 12,606 E 0 W 0 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X = Unknown Page Print Date: A0 8, 2005 FloridIf artment of Transportation Tra ation. Stat tics Office 2004 Annual rage Daily Traffic Report • County : 87 DADE AADT "K30" "D30" "T„ Site SITE type Description Direction I Direction 2 Two -Way Factor Factor Factor 5105 P SR 90/US-41 /SW 7 ST/ONE-WAY WB, 200' E BEACON BLVD 0 18,000 W 18000 C 8.22 F 99.99 W 6.96 F Site type: T= Teleretered; P = Portable AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown "K/D" Flags: A Actual; F = Volume Fctr Catg; D = Dist/Functional Class; P = Prior Year; S = State-wide Default; W = One -Way Road "T' Flags: A = Actual; F = Axle Fctr Catg; D = Di st/Functional Class; P = Prior Year; S = State-wide Default; X = Cross -Reference Page Print Date: A018, 2005 COUNTY: 87 -- DADE SITE DESCRIPTION Florida DepartmenIII ransportation Transportation tics Office 2004AADT Forecast 2005 2006 2007 2008 5105 SR 9OfUS-411SW 7 ST/ONE-WAY WB, 200' E BEACON BLVE 18,100 2009 18,100 18,200 18,300 18,300 This report estimates the future AADT for a site based upon that site's historical AADT. These estimates should only be used as a first guess; more detailed analysis is required for planning purposes. Future year AADT estimates are straight-line projections between 1991-1993 average and the 2001-2003 average. Future AADT estimates will only be projected for a time period commensurate with the amount of history available. This means, for example, if there is only 5 years of history available at a site, the AADT will only be projected for 3 years. 2010 • 2011 2012 2013 2014 18,400 18,500 18,500 18,600 18,700 Projected AADT estimates are rounded to the nearest thousand vehicles. Page: 1 • • County: 87 Station: 5100 Desciption: SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' W SW 17 AV Start Date: 04/27/2004 Start Time: 0000 Direction: E Time 1st 2nd 3rd 4th Total 0000 94 79 53 52 278 0100 38 29 30 27 124 0200 26 22 15 12 75 0300 13 14 25 16 68 0400 21 18 22 33 94 0500 48 43 72 119 282 0600 153 214 283 305 955 0700 360 428 447 483 1718 0800 448 463 442 450 1803 0900 432 405 401 384 1622 1000 386 375 382 357 1500 1100 346 417 365 383 1511 1200 364 374 378 386 1502 1300 403 362 370 387 1522 1400 397 355 362 409 1523 1500 387 407 388 352 1534 1600 361 382 357 344 1444 1700 358 373 374 396 1501 1800 404 374 381 363 1522 1900 364 341 309 307 1321 2000 273 284 266 285 1108 2100 219 236 259 235 949 2200 230 209 177 146 762 2300 123 125 96 77 421 24-Sour Totals: 25139 ak Volume information Hour Volume A.M. 0730 1841 P.M. 1445 1591 Daily 0730 1841 • • • County: 87 Station: 5100 Desciption: SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' W SW 17 AV Start Date: 04/28/2004 Start Time: 0000 Direction: E Time 1st 2nd 3rd 4th Total 0000 91 95 70 51 307 0100 38 39 29 28 134 0200 24 26 23 23 96 0300 19 24 17 19 79 0400 25 25 20 26 96 0500 38 43 77 111 269 0600 158 202 291 315 966 0700 345 387 462 483 1677 0800 456 464 391 360 1671 0900 403 330 320 331 1384 1000 349 361 353 315 1378 1100 355 364 362 387 1468 1200 381 395 387 384 1547 1300 419 420 405 382 1626 1400 389 407 408 393 1597 1500 400 349 313 329 1391 1600 361 388 358 361 1468 1700 344 357 385 333 1419 1800 376 378 361 386 1501 1900 337 334 305 260 1236 2000 286 320 274 266 1146 2100 254 251 215 215 935 2200 218 211 177 172 778 2300 156 101 128 86 471 24-Hour Totals: 24640 A.M. P.M. Daily Peak Volume Information Hour Volume 0730 1865 1245 1628 0730 1865 • County: 87 Station: 5100 Desciption: SR 90/US-41/SW 8 ST/ONE-WAX EB, 200' W SW 17 AV Start Date: 04/29/2004 Start Time: 0000 Direction: E Time let 2nd 3rd 4th Total 0000 78 72 58 55 263 0100 53 36 41 41 171 0200 25 24 24 19 92 0300 25 20 16 14 75 0400 18 18 18 31 85 0500 50 39 81 104 274 0600 159 206 262 340 967 0700 310 390 453 487 1640 0800 405 422 481 430 1738 0900 397 337 357 341 1432 1000 376 372 355 380 1483 1100 337 352 383 394 1466 1200 423 427 363 383 1596 1300 412 411 418 413 1654 1400 409 389 416 394 1608 1500 411 371 328 371 1481 1600 356 403 334 368 1461 1700 380 413 359 390 1542 1800 372 430 400 387 1589 1900 380 393 301 312 1386 2000 324 286 316 283 1209 2100 288 253 265 261 1067 2200 263 240 225 192 920 2300 183 121 142 117 563 24-Hour Totals: 25762 Peak Volume Information Hour Volume A.M. 0745 1795 P.M. 1300 1654 Daily 0745 1795 1 ALLIL L,SW. < ,,a 401 aas, County: 87 - DADE s AV, }µµ 4/4 µ4 µLI4114 V4 S 144AIOJ.fA A'I'I'JLL Transportation Statistics Office 2004 Historical AADT Report Site: 2003 2002 2001 2000 1999 1998 1997 1996 1995 1994 1993 1992 1991 1990 1989 1988 1987 1985 1984 1976 5100 Description: AADT C 25,000 C 24,500 C 26,500 C 24,500 C 27,000 C 22,500 C 22,500 C 19,500 C 20,500 C 21,000 C 16,000 C 16,500 C 19,000 19,390 18,760 35,071 31,658 29,515 22,606 30,458 35,936 SR 9OfUS-41 /SW 8 ST/ONE-WAY EB, 200' W SW 17 AV Direction 1 E 25,000 E 24,500 E 26,500 E 24,500 E 27,000 E 22,500 E 22,500 E 19,500 E 20,500 E 21,000 E 0 E 0 E 0 E 0 E 0 E 20,448 E 18,643 E 19,332 E 17,713 E 19,491 E 19,420 Direction 2 K Factor D Factor 0 0.08 1.00 0 0.09 1.00 0 0.09 1.00 0 0.08 1.00 0 0.08 1.00 0 0.09 1.00 W 0 0.09 1.00 W 0 0.09 1.00 W 0 0.09 1.00 W 0 0.08 0.63 W 0 0.09 0,60 W 0 0.00 0.00 W 0 0.00 0.00 W 0 0.00 0.00 W 0 0.00 0.00 W 14,623 0.00 0.00 W 13,015 0.00 0.00 W 10,183 0.00 0.00 W 4,893 0.00 0.00 W 10,967 0.00 0.00 W 16,516 0.00 0.00 T Factor 7.00 6.60 4.50 6.50 4.80 5.30 5.20 7.60 8.40 8.20 28.90 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown Page 1 Print Date: AS, 8, 2005 County a 87 -- DADE Florid artment of Transportation Tra ation Statistics Office 2004 Annual rage .Lily Traffic Report Site SITE type Description 5100 P SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' W SW 17 AV • AADT "100" "D30" TTT'F Direction 1 Direction 2 Two -Way Factor Factor Factor 25,000 E 0 25000 C 8.22 F 99.99 W 6.96 F Site type: T Telemetered; P = Portable AADT Flags: C = Computed; E =Manual Estimate; F First Year Est; S = Second Year Est; T = Third Year Est; X= Unknown "K/D" Flags: A = Actual; F = Volume Fctr Catg; D = Dist/Functional Class; P= Prior Year; S = State-wide Default; W = One -Way Road "T' Flags: A = Actual; F = Axle Fctr Catg; D = Dist/Functional Class; P Prior Year; S = State-wide Default; X = Cross -Reference Page Print Date: A101.8, 2005 COUNTY: 87 — DADE Florida Departmen ransportation Transportation , ties Office 2004 AADT Forecast SITE DESCRIPTION 5100 SR 90/US-41/SW 8 ST/ONE-WAY E13, 200' W SW 17 AV 2005 2006 2007 2008 25,800 26,600 27,500 28,300 This report estimates the future AADT for a site based upon that sites historical AADT. These estimates should only be used as a first guess; more detailed analysis is required for planning purposes. 2009 2010 2011. 2012 • 2013 2014 29,100 29,900 30,700 31,500 32,400 33,200 Future year AADT estimates are straight-line projections between 1991-1993 average and the 2001-2003 average. Future AADTestimates will only be projected for a time period commensurate with the amount of history available. This means, for example, if there is only 5 years of history available at a site, the AADT will only be projected for 3 years. Projected AADT estimates are rounded to the nearest thousand vehicles. Page: • • County: 87 Station: 5099 Desciption: SR 90/US-41/SW 7 ST/ONE--WAY WB, 200' W SW 17 AV Start Date: 04/27/2004 Start Time: 0000 Direction: W Time 1st 2nd 3rd 4th Total 0000 48 45 35 26 154 0100 30 18 25 12 85 0200 13 13 4 7 37 0300 13 11 7 8 39 0400 8 9 14 21 52 0500 21 16 22 49 108 0600 64 85 116 136 401 0700 163 178 170 218 729 0800 211 237 258 262 968 0900 258 255 263 286 1062 1000 261 248 264 309 1082 1100 296 292 296 298 1182 1200 318 315 313 316 1262 1300 276 288 286 304 1154 1400 292 320 300 323 1235 1500 287 372 361 360 1380 1600 362 407 350 385 1504 1700 388 449 369 410 1616 1800 365 341 311 299 1316 1900 310 278 232 221 1041 2000 193 220 180 157 750 2100 173 165 155 129 622 2200 142 129 113 98 482 2300 85 66 56 54 261 24-Hour Totals: 18522 A.M. P.M. Daily Peak Volume Information Hour Volume 1145 1244 1700 1616 1700 1616 • • County: 87 Station: 5099 Desciption: SR 90/US-41/SW 7 ST/ONE-WAY WB, 200' W SW 17 AV Start Date: 04/28/2004 Start Time: 0000 Direction: W Time 1st 2nd 3rd 4th Total 0000 55 48 44 32 179 0100 50 21 29 15 115 0200 17 15 11 12 55 0300 24 14 13 10 61 0400 10 15 10 17 52 0500 14 26 26 44 110 0600 54 89 111 136 390 0700 167 161 172 189 689 0800 206 192 212 219 829 0900 231 216 232 242 921. 1000 235 258 263 274 1030 1100 249 292 275 298 1114 1200 301 303 289 303 1196 1300 317 310 305 268 1200 1400 303 295 311 303 1212 1500 293 354 338 366 1351 1600 354 377 348 369 1448 1700 345 399 354 374 1472 1800 355 368 321 307 1351 1900 294 239 253 195 981 2000 202 199 197 157 755 2100 143 155 147 142 587 2200 135 120 99 94 448 2300 67 95 69 45 276 24--dour Totals: 17822 A.M. R.M. Daily Peak Volume Information Hour Volume 1145 1191 1715 1482 1715 1482 • • • County: 87 Station: 5099 Desciption: SR 90/US-41/SW 7 ST/ONE-WAY WE, 200' W SW 17 AL? Start Date: 04/29/2004 Start Time: 0000 Direction: W Time 1st 2nd 3rd 4th Total 0000 53 51 30 29 163 0100 35 23 29 9 96 0200 14 16 9 11 50 0300 14 9 15 9 47 0400 13 15 9 18 55 0500 22 13 31 44 110 0600 63 84 88 123 358 0700 172 152 177 190 691 0800 222 247 253 259 981 0900 235 247 241 268 991 1000 241 249 265 269 1024 1100 279 271 290 297 1137 1200 322 301 349 308 1280 1300 318 308 296 263 1185 1400 281 344 342 328 1295 1500 318 342 333 396 1389 1600 350 387 360 400 1497 1700 378 422 396 408 1604 1800 357 361 326 288 1332 1900 273 303 258 229 1063 2000 226 223 208 181 838 2100 183 176 164 153 676 2200 146 126 116 92 480 2300 104 105 96 96 401 24-Hour Totals: 18743 Peak Volume Information Hour Volume A.M. 1145 1269 P.M. 1700 1604 Daily 1700 1604 Yrint !laic: AUguSt l , LVVJ r1ur1ud ucparuaacau V3 rraaavy'tamn.1 Transportation Statistics Office 2004 Historical AADT Report County: 87 - DADE Site: 5099 Description: SR 901US-41/SW 7 ST/ONE-WAY WB, 200' W SW 17 AV r AADT Direction 1 Direction 2 K Factor D Factor T Factor 04 C 18,000 0 W 18,000 0.08 1.00 7.00 2003 C 20,000 E 0 W 20,000 0.09 1.00 6.60 2002 C 19,000 E 0 W 19,000 0.09 1.00 4.50 2001 C 18,500 E 0 W 18,500 0.08 1.00 6.50 2000 C 18,000 E 0 W 18,000 0.08 1.00 4.80 1999 C 16,500 E 0 W 16,500 0.09 1.00 5.30 1998 C 18,000 E 0 W 18,000 0.09 1.00 5.20 1997 C 14,500 E 0 W 14,500 0.09 1.00 7.60 1996 C 15,500 E 0 W 15,500 0.09 1.00 8.40 1995 C 16,000 E 0 W 16,000 0.08 0.63 5.40 1994 C 17,000 E 0 W 0 0.09 0.60 4.40 1993 C 16,500 E 0 W 0 0.00 0.00 0.00 1992 C 16,000 E 0 W 0 0.00 0.00 0.00 1991 14,808 E 0 W 0 0.00 0.00 0.00 1990 14,907 E 0 W 0 0.00 0.00 0.00 • • AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown Page 1 Print Date: Au08, 2005 County : 87 -- DADE Florid4 rtment of Transportation Tra tion Statistics Office 2004 Annual rage Daily Traffic Report AADT "100" ,:D30„ "T" SITE YAe Description Direction 1 Direction 2 Two -Way Factor Factor Factor 5099 P SR 90/US--41/SW 7 ST/ONE-WAY W13, 200' W SW 17 AV 0 18,000 W 18000 C 8.22 F 99.99 W 6.96 F Site type: T = Telemetered; P = Portable AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown "K/D" Flags: A = Actual; F = Volume Fctr Catg; D = Dist/Functional Class; P= Prior Year; S = State-wide Default; W mm One -Way Road "T' Flags: A = Actual; F = Axle Fctr Catg; D = Dist/Functionai Class; P = Prior Year; S = State-wide Default; X = Cross -Reference Page 1 Print Date: A018, 2005 COUNTY: 87 -- DADE Florida Departrnenransportation Transportation Wstics Office 2004AADT Forecast • SITE DESCRIPTION 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 5099 SR 90/US-41/SW 7 ST/ONE-WAY W13, 200' W SW 17 AV 18,300 18,500 18,800 19,000 19,300 19,500 19,800 20,000 20,300 20,500 This report estimates the future AADT for a site based upon that site's historical AAE)T. These estimates should only be used as a first guess; more detailed analysis is required for planning purposes. Future year AADT estimates are straight-line projections between 1991-1993 average and the 2001-2003 average. Future AADT estimates will only be projected for a time period commensurate with the amount of history available. This means, for example, if there is only 5 years of history available at a site, the AADT will only be projected for 3 years. Projected AADT estimates are rounded to the nearest thousand vehicles Page: • APPENDIX F FDOT LOS TABLES AND • MUATS INFORMATION • TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 2 Undivided 4 Divided 6 Divided A 180 1,940 2,900 Level of Service B C D 620 1,210 1,720 3,140 4,540 6,870 4,700 6,800 8,810 E 2,370 6,670 10,010 STATE TWO-WAY ARTERIALS Class I (>0,00 to 1.99 signalized intersections per mule) Level of Service Lanes Divided A B C D 2 undivided ** 400 1,310 1,560 4 Divided 460 2,780 3,300 3,390 6 Divided 700 4,240 4,950 5,080. 8 Divided 890 5.510 6,280 6,440 Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D 2 Undivided '* 180 1,070 1,460 4 Divided 6 Diivided 8 Divided ** ** ** 390 620 800 2,470 3,110 3,830 4,680 5,060 6,060 Class III (more than 4.5 signalized intersections per mile and within primary city centrist business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** ** ** ** B ** ** ** ** Level of Service C D 500 1,200 1,180 2,750 1,850 4,240 2,450 5,580 1,610 *** *4* *et* 1,550 3,270 Lr 4,920 6,360 not H 1,470 3,120 4,690 6,060 Class IV (more than 4.5 signalized intersections per mile and within prirnary city central business district a an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** * * ** ** Level of Service B C D 9 ** 490 1,310 1,420 1,170 2,880 3,010 1,810 4,350 4,520 2,460 5,690 3,910 ** ** ** Interchange spacing > 2 mi. apart FREEWAYS Level of Service Lance A B C D 4 2,310 3,840 5,350 6 3,580 5,930 8,270 8 4,840 8,020 11,180 10 6,110 10,110 14,110 12 7,360 12,200 17,020 Interchange spacing < 2 mi. apart E 6,510 7,240 10,050 11,180 13,600 15,130 17,160 19,050 20,710 23,000 Level of Service Lanes A E C D 4 2,050 3,350 4,840 6,250 6 3,240 5,250 7,600 9,840 8 4,420 7,160 10,360 13,420 10 5,600 9,070 13,130 16,980 12 6,780 10,980 15,890 20,560 E 7,110 11,180 15,240 19,310 23,360 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service C 870 2,030 3,170 A * * * * * * ** ** ** D 1,390 2,950 4,450 E 1,480 3,120 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D £ ** ** 450 950 1,200 ** ** 1,050 2,070 2,400 BICYCLE MODE (Notei Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by slumber of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0.49% 50-54% 85-I00% A ** ** 300 Level of Service B C D ** 310 1,310 240 390 >390 680 >680 *** E >1,310 *** **. PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Level of Service Sidewalk Coverage A B C D E 0.49% ** ** ** 600 1,480 50-84% ** ** ** 940 1,800 85-100% ** 210 1,080 >1,080 *** BUS MODE (Scheduled Fixed Route) (Buses per hour) Motet Suss psi hour shown are only for Ehe peek hour in the single direction of higher trerile fow,J Sidewalk Coverage 0-84% 85-100% A ** >6 8 >5 >4 Level of service C T2 >4 >3 >3 >2 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399.)450 http:ltwww 11.myflorida.comlplanning/systemsismilaaidefault.htm 02/22/02 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Lanes Median Left Turns Lanes Adjustment Factors 2 Divided Yes +5% 2 Undivided No -20% Multi Undivided Yes -5% Multi Undivided No -25% ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 40% to obtain the equivalent ate directional volume for one-way facilities. •This note does net constitute *sanded and should be used only for geeersl penning applications, me computer models from which thin table is derived sbeuld be used for more spa:iftt planning applications, The table end deriving computer modals sbauld not be ,,sad for torridar ar iaitreactlon design, where more refired techniques oxist, Vilest sham Bra hourly two-way volumes for levels of service and ere far the automobIt a ek modes union spealflealty Eaton Level ofsarviee utter grade thresholds ors protubty not comparable most modes end, uherefare, cross modal comparisons should b9 made with oration, Furthermore, c rnelelag levels of service of different modes into nee enroll midway level. of serviu is not recommended. To tenvert to annual avusge doily traffic volumes, those volumes must be divided by in appropriate Kfector. Tea teele's input value defaults and level of service criteria appear on the following peps. Calculatiatu are based on planning applications of the liighwey Cspeohy Merited, Bicycle LOS Model, Pedestrian LOS Model end Transit Capacity and Quality of Service Mecum, respectively for the tutornnbiieimek, bicycle, padestrisn and bus modes, "Cannot be schleved using table input value Prinks. •••Nut epelksble for that level eremite liner rade. Per automobilehnrak modes, volume greeter then level. of terriec O botorne F because intaraectioa copecitics have been reached. For bicyclo seed pedtsntutt modal, the loves cf "Vic' lunar grade (including FJ is not athievebte, because there is no maximum vehicle veluma rbraehold using tabu input value defaults, TABLE4-7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided Nor Level of Service A 13 C 0 E 100 340 670 950 1,300 1,060 1,720 2,500 3,230 3,670 1,600 2,590 3,740 4,840 5,500 STATE TWO•WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided ** 220 720 860 2 Divided 250 1,530 1,810 1,860 3 Divided 380 2,330 2,720 2,790 4 Divided 490 3,030 3,460 3,540 E 890 *** *** *** Class II (2,00 to 4,50 signalized intersections per toile) Level of Service Lanes Divided A B C D E 1 Undivided 2 Diivided 3 Divided 4 Divided ** ** ** ** 100 220 340 440 590 1,360 2,110 2,790 810 1,710 2,570 3,330 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) T nest a Divided A 1 Undivided ** 2 Divided 3 Divided 4 Divided ** ** ** Level of Service E C A '* 280 660 650 1,510 1,020 2,330 1,350 3,070 ** ** 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** ** H ** ** ** Level of Service C D 270 720 650 1,580 1,000 2,390 1,350 3,130 1 66 490 3,250 FREEWAYS Interchange spacing? 2 mi. apart Level of Service Lanes A 3 C D E 2 1,270 2,110 2,940 3,580 3,980 3 1,970 3,2,60 4,550 5,530 6,150 4 2,660 4,410 6,150 7,480 8,320 5 3,360 5,560 7,760 9,440 10,480 6 4,050 6,710 9,360 11,390 12,650 Interchange spacing < 2 rni. apart Leval of Service 3 C Lanes 2 3 4 5 6 A 1,130 1,780 2,340 3,080 3,730 D E 1,840 2,660 3,440 3,910 2,890 4,180 5,410 6,150 3,940 5,700 7,380 8,380 4,990 7,220 9,340 10,620 6,040 8,740 11,310 12,850 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service H C D A ** ** ** ** ** 480 760 1,120 1,620 1,740 2,450 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D *w •r 250 530 ** *. 580 1,140 S 810 1,720 2,580 E 660 1.320 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0.49% 50-84% 85-100% Level of Service 3 C ** I30 160 380 A ** 170 210 >380 D 720 >210 *** >720 *** *** PEDESTRIAN MODE (Note: Leval of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84% 85-100% A ** ** ** B ,r* 120 Level of Service C D 330 520 >590 ** ** 590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C ** >5 _>4 >6 >4 �3 D >3 2 E 810 990 *** Source: Florida Department of Transportation Systems Planning Qffiee 605 Suwannee- Street, MS 19 Tallahassee, FL 32399-0450 http://www 11.myflarida.cons/planning/systemslsm/los/default.htm 02/22/02 ARTERIAL/NON-STATE ROADWAY ADJTJSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes 1 Divided Yes 1 Undivided Nei Multi Undivided Yes Multi Undivided No Adjustment Factors +Se -/a -20% -5% -25% ONE WAY FACILITIES Increase corresponding volume 20% •This uhie doss not constitute a rwndard and should be wed only far general planning spplieasiaru, The computermadcie from which this table is derived should bn sued for more specific planning apptieatiena. The table aad derivial wmputermadata should not be used for ccrridar arintersection design, where more refined technique exist. Values shown are hourly directional volumes for levels of service and tee for tha auutomabiidatralcmodes unless specific/by meted Level of service latter grade threshaidi are probably not comparable acmes modes and, therefore, moms modal eamperisons should be mad with tendon. Furthermore, combining levels of service afdiffetent made, into ante overall roadway level of service is not recommended. To convert to annual average daily traffic volumes, these, volumes must bedivided by appropriate D snd K factors, The table's input value defaults odd level of service criteria appear on the following page. Calculations to based an punning appiicadoos ohm Highway Capatiry Mut at, Bicycle LOS Model, Pedestrian LOS Model end Treneit Capacity and Quality of Service Manual, respectively for the autatnobile track, bicycle, pedestrian and bus modes. "'Cannot be achieved wing tibia input value definite. ...Not applicable far that level of service taster grade. Par auroatablleintrek madu, volumes greeter than level ofservice D become F beanie iorarseetdon capanitiee have Mee reached. For bicycle nod pedesirtati modes, the level of setvico letter grade (including PI is not echlevable, bactwe there is no maximum vebleie volume threalrald using tibia input value dereeisa, 97 Miami -Dade Interim 2005 Cost Feasible Plan • • • ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS NNE ENE ESE SSE SSW WSW WNW NNW 1036 TRIPS 1492 1753 PERCENT 14.01 16.47 1037 TRIPS 502 757 PERCENT 13.03 19.65 1038 TRIPS 1062 1407 PERCENT 13.65 18.08 1039 TRIPS 457 842 PERCENT 11.35 20.90 1040 TRIPS 1002 1129 PERCENT 14.54 16.38 1041 TRIPS 1081 977 250 241 776 1086 773 1021 PERCENT 17.42 15.75 4.03 3.88 12.51 17.50 12.46 16.45 1042 TRIPS 1131 1400 256 312 918 1001 986 1174 PERCENT 15.76 19.5E 3.57 4.35 12.79 13.95 13.74 16.36 1043 TRIPS 854 1021 PERCENT 17.22 20.59 1044 TRIPS 681 680 PERCENT 19.32 19.30 1045 TRIPS 928 1346 PERCENT 15.46 22.42 1046 TRIPS 736 889 PERCENT 14.85 17.94 1047 TRIPS 942 1006 PERCENT 18.38 19.63 1048 TRIPS 844 893 52 70 237 798 571 666 PERCENT 20.43 21.62 1.26 1.69 5.74 19.32 13.82 16.12 1049 TRIPS 1016 1090 210 68 PERCENT 15.93 17.09 3.29 1.07 1050 TRIPS 349 166 13 PERCENT 26.04 12.39 0.97 I TOTAL I 512 886 1461 1552 1273 1717 10646 4.81 8.32 13.72 14.58 11.96 16.13 163 398 508 386 500 638 3852 4.23 10.33 13.19 10.02 12.98 16.56 378 634 1192 970 898 1239 7780 4.86 8.15 15.32 12.47 1.1.54 15.93 158 233 646 469 472 751 4028 3.92 5.78 16.04 11.64 11.72 18.64 261 376 961 1111 907 1146 6893 3.79 5.45 13.94 16.12 13.16 16.63 6205 7178 220 122 545 709 665 823 4959 4.44 2.46 10.99 14.30 13.41 16.60 104 51 314 612 419 663 3524 2.95 1.45 8.91 17.37 11.89 18.81 72 143 483 1121 822 1089 6004 1.20 2.38 8.04 18.67 13.69 18.14 170 165 465 860 753 918 4956 3,43 3.33 9.38 17.35 15.19 18.52 226 223 328 900 848 653 5126 4,41 4.35 6.40 17.56 16.54 12.74 4131 581 1234 1028 1151 6378 9.11 19.35 16.12 18.05 25 50 278 211 248 1340 1.87 3.73 20.75 15.75 18.51 - 70 - 1/18/05 • APPENDIX G COMMITTED DEVELOPMENT • TRAFFIC • • RENAISSANCE POINTE Folio # 01-4103-014-2330 Altos Plaza • 2180 SW lst Street E 01-4102-006-4010 Caprio Tower 300 SW 12th Avenue C Capital Place 1277 SW 8th Street 5765 E`` 01-0201-020-1050 Chatniclear Bayview Condominium 606 W Flagler Street C 01-0201-020-1130 El Palmer 903 SW 13th Court Nrs SW 12th Avenue 11(9.8%) -•-♦. -+- 35 (31.3%) 6 (5.4%) One -Way SW 12th Avenue One -Way -« .rt- 0 22 (19.6%)-4, SITE 90 (60.0%) 3 (5.1%) SW 1st Street SW 3rd Street Site PM Peak Hour kl1 = 112 Out = 59 Total = 171 5 (4.$%) One -Way TAZ 756 % 13.65 14,64 17.69 16.46 17,74 9.09 7,33 3.19 -4--- 12(20.3%) - One -Way XX = Volume (XX) = Percent .. —3 (5.1%) SW 4th Street 1L- 16 (14.3%) ..•—One-WaY SW 6th Street 14(12.5%)— - -.— 12 (10.7%) One -Way SW 7th Street One -Way 5 (8.5%)- y- t Site Volume and Percent of Site Volume TRANSPORT ANALYSIS PROFESSIONALS SW 8th Street FIGURE 4 Capiro Tower i424,„ PROJECT 28/36 16121 tT (7114/2c+ 8/3 t 52/82�,,{ / 8/4 NT& SW 1st ST LEGEND 100/200 = AM/PM PEAK HOUR PROJECT TRAFFIC IN VEHICLES PER HOUR FIGURE 8 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKCSON M. AHLSTEDT, P.�. CHANTICLEER 3anuary 14 2004 P*0 30 N NTS SW 13th Avenue 36 SW 12th Avenue Cuban Mamorial Boulevard V' f'~ Service Retail Condos PM Peak Hour IN = 39 OUT = 23 TOTAL = 62 SW 7th Street SW 8th Street TAZ 575 % 20.75 17.83 17,03 \ / 15.02 17,80 5.74 .33 4,47 PM Peak Hour Site Only Traffic 7 TA F.- M TRANSPORT ANALYSIS PROFESSIONALS Figure 4 Capital Place • APPENDIX H EXISTING PROPERTY USES • OF REDEVELOPMENT SITE • David Rhinard From: Maria Valle [maria©pointedevelopers.corn Sent: Wednesday, August 10, 2005 2:50 PM David Rhinard ject: RE: Renaissance Pointe Attachments: Unit Breakdown.xls )ave, kttached is the breakdown that you asked for. As for the adjusted square footage values for the retail cots, they are the same as he gross leasable area for each. .et me know if you have any additional questions. -hanks, Maria Daniela VatTh Pointe De e[[per's; Inc, 1637r N,V27,i4vc 5'uite 200 "fit iarni, 'i 33125 Tel. 305-633-4239 Ea. ; 305-633-513 6 Email rnaria@pointedevefopers.cam From: David Rhinard [mailto:drhinard©tapmiami,com] 5e : Tuesday, August 09, 2005 5:31 PM ria Valle 0 . ichard Eichinger Subject: RE: Renaissance Pointe Maria - Thank you for tracking this down the requested information for us. However, we need to know the number of individual apartment units in the buildings on many of these properties, not the number of total beds/baths (although what you have sent is helpful)_ For those you list as duplex, we'll use two units for each unless you know that's not the case. However there are other that just indicate apartments. We need the unit count. Please supply for all if you can. Let us know if the adjusted square footage values you gave for the retail lots (first two items on your list) is the same as the gross leasable area for each and, if available, more specifics on what the existing retail/commercial uses are on these lots -- barber shop, specialty retail, general office, dentist office, what???? Thank you in advance. Dave Rhinard From: Maria Valle[mailto:maria©pointedevelopers.com] Sent: Tuesday, August 09, 2005 2:55 PM To: David Rhinard; Richard Eichinger Subject: FW: Renaissance Pointe Richard, The Renaissance Pointe property is comprised of the following addresses: 1 1952 SW 8th Street (shopping centericommercial retail) F : 01-41.1 0-011-00.1.0 Legal Description: ROYAL PARK ADDITION PB 4-59 LOTS 1-2-3 BLK A LOT SIZE 142.500 X 148 OR 21165-2281 0303 6 (2) Lot Size: 21,090 SQ FT 8/10/2005 Adj Sq ft: 8,975 Year Built: 1948 1920-1936 SW 8th Street (shopping center/commercial retail) Folio# 01-4110-010-0040 Legal Description: TAMIAMI HEIGHTS PB 7-64 W4OFT OF LOT 3 & ALL LOTS 4 & 5 BLK 3 LOT SIZE 160.000 X 138.79 OR -1140 0403 6 ze: 22,240 SO FT A " q. Ft.: 5,304 Year Built: 1941 1900 SW 8th Street (vacated gas station -demolished) Folio# 01-411.0.-01,0-0010 Legal Description: TAMIAMI HEIGHTS PB 7-64 N78.94FT OF LOT 1 & N78.94FT OF E112 OF LOT 2 & ALL W1/2 LOT 2 & E2OFT LOT 3 BLK 3 LOT SIZE 14449 SQUARE FEET OR 21188-3731 0403 6 (2) Lot Size: 14,449 SQ FT Adj. Sq. Ft.: 2,177 Year Built: 1966 800 SW 19 AVE (residential/multifamily duplex) Folio# 01-41.1.0-0.1.0-0020 Legal Description: TAMIAMI HEIGHTS PB 7-64 S6OFT OF LOT 1 & S6OFT OF E 1/2 LOT 2 BLK 3 LOT SIZE 60.000 X 95 OR 21188-3731 0403 6 (2) Lot Size: 5,700 SQ FT Adj. Sq. Ft: 2,664 Beds/Bath: 9/4 Floors: 1 19 SW 9th Street (residential apartments) Folio# 01-4110-008-0010 Legal Description: TAMIAMI HEIGHTS EXTENSION PB 21-48 LOT A & B LOT SIZE 92.430 X 129 OR 21165-2281 0303 6 (2) Lot Size: 11,923 SQ FT Adj Sq. Ft.: 1,500 SW 9th Street (multifamily apartments) Folio#01-4110-008-0020 Legal Description: 10 54 41 TAMIAMI HGTS EXTN PB 21-48 LOT C & E5OFT LOT 7 BLK 3 PER PB 7-54 LOT SIZE IRREGULAR COC 21730-4732 10 2003 6 Lot Size: 14,740 SQ FT Adj. Sq. Ft.: 5,479 Beds/Baths: 5/5 Floors: 1 1935 SW 9th Street (multifamily duplex) Folio# 01-4110-010-0060 Legal Description: TAMIAMI HEIGHTS PB 7-64 LOT 8 BLK 3 LOT SIZE 60.000 X 139 OR 21165-2623 04 2003 6 Lot Size: 8,340 SQ FT Adj. Sq. Ft.: 2,412 Beds/Baths: 5/4 Floors: 2 1927 SW 9th Street (single family residence) Folio# 01-41.10-010-0070 Legal Description: TAMIAMI HEIGHTS PB 7-64 LOT 9 BLK 3 LOT SIZE 60.000 X 139 OR 20521-4393 05 2002 4 COC 21799- 2620 09 2003 6 Lot Size: 8,340 SQ FT Adj. Sq. Ft.: 2,643 Beds/Bath: 2/1 Floors: 2 SW 9th Street (multifamily duplex) 01-4110-010-0080 Legal Description: TAMIAMI HEIGHTS PB 7-64 LOT 10 BLK 3 LOT SIZE 60.000 X 139 OR 20304-3366 03 2002 4 COC 21799- 2621 09 2003 6 8/10/2005 _ot Size: 8,340 SQ FT adj. Sct, Ft.: 2,732 3edsISath: 4/3 =loors: 2 .et me know if you need any additional information to provide me the proposal. you, Maria Danie&a Tale Pointe 3eve1,opeas, Inc. 1637 ✓27Ave Suite 20[ icami iFL 3.3125 Ter 305-633-4239 Fa :.305-633-5136 ;mail rnariaC} oin€teaeve[Qpers.com • • 8/10/2005 • • Commercial Shopping Center 1920-1936 SW 8th Street 1920 SW 8th Street 1924 SW 8th Street 1926-28 SW 8th Street 1930 SW 8th Street 1932 SW 8th Street 1934 SW 8th Street 1936 SW 8th Street Printing store Vacant Dollar Discount Store Medical equipment sales Latin Video Store Cafeteria Convenient Store Shopping Center 1940-1952 SW 8th Street 1940 SW 8th Street 1942 SW 8th Street 1944 SW 8th Street 1946 SW 8th Street 1948 SW 8th Street 1950 SW 8th Street 1952 SW 8th Street Glass and Mirror shop Cigar Shop Travel Agency Misc, Store Discount Store Cafeteria Vacant 1900 SW 8th Street Gas Station that has been demolished Residential 800 SW 19th Avenue 7 efficiencies and 1 single family home 19 SW 9th Street vacant lot 1945 SW 9th Street 1 house (4 bedrooms and 2 baths) and 4 apartments on 2 floors 1935 SW 9th Street 4 apartments and 1 efficiency 1927 SW 9th Street single family home 1919 SW 9th Street Duplex apartments broken up into 2 floors 1921 SW 9th Street Duplex apartments broken up into 2 floors • • • APPENDIX I REDUCED SITE PLAN OF PROPOSED REDEVELOPMENT • S.W. 20TN AVE ON.0.4.4. volt& nn. 112VL"...12311111113...".....112,121111.^....123;111 SiJSTI-1.ST-ET BUi.971-1 STREET NOT PART OF T 'IS APPLICATION AROUND FLOOR ?LAN Mtak• woes ier.rt ( Ontt: 0.1.03 R.VitiONS: PROJ.CT Xt. OS-032 AME .64.0 IF CA. AS SHOWN xx A 2