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Home My WebLink AboutTab 2 - Traffic Impact Analysis10/03/2006 13:46 FAX URS 4n002/003 • October 3, 2006 Ms, LiHa I. Medina, AICP Assistant Transportation Coordinator City of fvliami, Office of the City Manager/Transportation 444 SW 2nd Avenue (10U1 Floor) Miami, Florida 33130 Re: 2222 Biscayne Sufficiency Letter— WO. # 163 Dear Ms. Medina: Via Fax and US Mail Subsequent to our July 20, 2006 review comments for the subject project; we have received a revised traffic report along with a response letter and the site plan showing the preliminary turning radius of the delivery trucks from Transport Analysis Professionals, Inc. (TAP) on September 28, 2006. Photocopies of the response letter and the revised site plans are attached herewith. The response letter states that the applicant will afford a design opportunity in order to have a convenient and direct pedestrian walk -way linkage between the proposed project site and Miami Streetcar Station along NE 2nd Avenue. The traffic report identifies several modifications/recommendations to local intersections to mitigate potential traffic intrusion and traffic safety concerns. The :CT1ON modifications/recommendations are as follows; (a) Modify the signal timing/phasing combination at Biscayne Boulevard/NE 22'd Street intersection; (b) Add a traffic light at NE 2nd Avenue/NE 22nd Street jntersection; (c) Reconfigure the lane geometry at NE 2nd Avenue/NE 22''' Street intersection to provide a two-lane approach for westbound traffic; (d) Remove on -street parking along north block face of NE 22nd Street to provide an eastbound center left turn lane for the traffic entering project's garage; (e) The drive-in bank facility has been revised to a walk-in facility, URS Cdreoraudn Lakeshore Complex 5100 NW 33rcl AY00Ue, SUlte.50 Fort Lauderdale, FL 33$49-6375 Tel: 94.739.11 Fax: 954.7S9.1789 Contd. _112 10/03/2006 13:47 FAX URS 1.2003/003 • • The applicant needs to coordinate with the appropriate state/local agencies to secure approval to implement all the proposed modifications/recommendations stated above. Additionally the applicant must submit a revised site circulation plan to the City staff for review showing the turning radiuses (both ingress and egress) of all the loading berths (Bay # 1, 2, 3 and 4). Please note that the delivery trucks must complete their on -site turning maneuverability using not more than three (3) iterations. These three iterations include the final movement of the truck pulling in the bay. The applicant must collect the approval document for the revised site circulation plan prior to tendering the project to Planning Advisory Board (PAB), At this time, we conclude that the traffic impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient contingent upon an acceptable site circulation plan. Should you have any questions please fell free to call Quazi Masood or me at 95.4,739.1881. Sinoerely, URS Corporation h rn a-gr Shan gam, RE. Senior Tra c Engineer Attachment Cc: Mr. Kevin Watford, Planner 11, City of Miami (Fox - 305.416.1443) Mr. Manny A. Vega, Engineer!, City of Miami Zoning (Fax - 305.416.2153) Mr, David C. Rhinard, P.E. TAP (Fax: 305.885.9997) • • • 2222 BISCAYNE MIXED -USE DEVELOPMENT 2222 BISCAYNE BOULEVARD MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS JUNE 2006 REVISED SEPT. 2006 • • • 2222 BISCAYNE MIXED -USE DEVELOPMENT 2222 BISCAYNE BOULEV MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS Prepared for Grouper UTD, LLC. 18001 Old Cutler Road. Suite 600 Miami_ Florida 33157 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385-0777 June 2006 Revised Sept. 2006 6509 David C. Rhinard 305-385-0777 (Rev. 9/06) • • • 2222 BISCAYNE MIXED -USE DEVELOPMENT MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 6 SITE ACCESS 8 ON -SITE CIRCULATION 8 TRIP DISTRIBUTION 8 LEVEL OF SERVICE 9 PLANNED ROADWAY IMPROVEMENTS 9 PEAK SEASON TRAFFIC ADJUSTMENTS 9 FUTURE BACKGROUND TRAFFIC 15 COMMITTED DEVELOPMENT 15 TRANSPORTATION CORRIDOR ANALYSIS 15 TRANSPORTATION CONTROL. MEASURES PLAN 16 CONCLUSION... 16 TABLES Table 1 — Unadjusted PM Peak Hour Site Traffic Volume 6 Table 1A — Adjusted PM Peak Hour Site Traffic Volume 7 Table 2 — PM Peak Hour Traffic Volumes 10 Table 3 — Levels of Service 14 Table 4 — Existing 2006 Corridor Analysis 17 Table 5 — 2009 Corridor Analysis 18 FIGURES Figure 1 — General Location 2 Figure 2 — Study Area 3 Figure 3 — Existing PM Peak Hour Traffic at Study Locations 4 Figure 4 — Lane Use Geometry 5 Figure 5 — Site Only Traffic 12 Figure 6 — Year 2009 Traffic Volume With and Without Site Traffic13 • • • 2222 BISCAYNE MIXED -USE DEVELOPMENT MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS APPENDIX Appendix A — Traffic Study Methodology Appendix B — Traffic Volume Data Appendix C — Capacity Analyses & Traffic Signal Toning Data Appendix D — ITE Trip Generation Appendix E — FDOT Seasonal Factors Appendix F — FDOT LOS Tables & MUATS Information Appendix G — Committed Development Worksheets & Data Appendix H — Reduced Site Plan (Updated) Appendix I — Updated Site Uses 9/25/06 Appendix J — Autoturn Car & Truck Overlays Appendix K — Miami Streetcar Description Appendix L — City Consultant Preliminary Report Comments -FI- % • ucir t • • • 2222 BISCAYNE MIXED -USE DEVELOPMENT 2222 BISCAYNE BOULEVARD MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -use development to be located at 2222 Biscayne Boulevard in the City of Miami, Florida. This report includes revisions to a June 2006 traffic analysis in response to the updated site use information and corrunents received from City staff and the City's traffic consultant. The proposed development site is the west half of this city block and is currently used as a parking lot. Figure 1 depicts the site's general location. The following uses are proposed for the development site: 3,506 sf retail 3,081 sf walk-in bank - 6,728 sfrestaurants - 371,863 sf office The methodology used for assessing traffic impacts of the 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 chosen to evaluate the proposed development's traffic impact for the more active PM peak period, and the study area is shown in Figure 2. Arterial Analysis - NE 20tr Street - Biscayne Boulevard Intersection Analysis Biscayne Boulevard & NE 22nd Street Biscayne Boulevard & NE 23s` Street NE 2"d Avenue & NE 22nd Street - NE 2" d Avenue & NE 23`d Street - Site driveway(s) & Public roadway(s) EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in May 2006. Figure 3 depicts existing peak season PM peak hour volume at the four study intersections and Figure 4 illustrates intersection lane geometry. Rev, 9/06 1 Transport Analysis Professionals, Inc 5tea.. ASfaffi 1..'L4552 • ra°tt°,..:gr:.,s .4^1:1,; : 3:° 2 WOO was L15.4 204.6 • 3 (Rev. 9/06) • • Cn � T � 8-4 2 -. O 0 4J 0 i-- 34 r 0 Cn + - ;... LC) 4- 4 -0-- 5 CV W z r52 NE 23 St SITE W z L 21 --•- 25 30-J 42 —� Existing 2006 PM Peak Hour Peak Season Traffic TRANSPORT ANAL.' S S P'F FESS1 NA, S '- 29 3 8 2222 Biscayne Figure 3 4 ev 9106) 41+ g TRANSPORT ANA..Y5 S PROFESSIC,'t;Al.2 1 NE 23rd Street , NE 22nd Street Lane Use Geometry 5 x Bi 2222 Biscayne d Figure 4 2222 Bisccivne Trafe TRIP GENERATION Traffic generation of the proposed development is estimated using rates in the seventh edition of the Institute of Transportation Engineers' (ITE's) Trip Generation report. Table 1 depicts PM street peak hour generation. The PM peak traffic is higher and consistent with general traffic patterns in most of Miami -Dade County. Therefore, analyses will continue using the higher PM peak hour values. The development scale indicated on page 1 for the restaurant use is inclusive of dining areas within the building's lobby. As indicated in Appendix I, additional outdoor space on the terrace may be used for dining. The trip generation values in Table 1 include consideration of both additional dining areas. Similarly, for the office use indicated on page 1, certain common corridor and lobby areas specified in Appendix I has been added as well as building storage areas because it is uncertain what percentage of the storage area may be available for lease by tenants. An additional 10% buffer was added to the retail space in making the trip generation estimates in Table 1, in the event final site plan adjustments are made. ITE data provides no directional distribution for the total PM peak hour generation of walk-in bank traffic. ITE's drive-in bank distribution was used as a guide for the walk-in bank's distribution shown in Table 1. Table 1 Unadjusted Trip Generation PM Peak Hour PM Peak Land Use/Size In Out Total Retail 5 5 10 Bank 51 51 102 Restaurant 60 38 98 Office 98 478 576 Totals 214 572 786 Rev. 9/06 6 Transport Analysis Professionals, Inc 2222 • • • Internalized and walk-up trips can be expected to be major components of trip activity for the restaurant, bank and ground -floor retail uses at this site. Interaction among these uses and the office use proposed on -site as well as with other near -by office tenants and visitors are expected. ITE provides indicators of this type trip activity as included in the appendix. For example, taking walk-up activity into consideration for what otherwise might be considered pass -by trips in a low density suburban setting, summary statistics published in ITE Trip Generation suggest over 45% of the banking trips and over 40% of the restaurant trips in the PM peak hour are not prima y trips. For this analysis, 40% of the trip interaction at non -office uses are considered non -primary to account for both internalized and walk-in traffic. It is assumed that internalized trip making between the office and these other on -site uses accounts for two-thirds of these trips. The adjusted vehicular trip generation (net volume added to adjacent streets) is given in Table IA. To provide a conservative analysis resulting in the potential for some over estimation of site traffic, no additional adjustments were made for transit use and higher transit modal split beyond the modest level inherent within ITE trip generation data. It is recognized, however, that this site has the potential for greater use by transit, not only because of existing bus connections to Metrornover service and Metrorail, but in addition the Miami Streetcar service proposed along NE 2116 Avenue (preliminary alignment pending public input and final governmental decisions). Table IA Adjusted PM Peak Hour Traffic Trip Generation PM Peak Hour Land Use In Out Total Retail 3 3 6 Bank 31 30 61 Restaurant 36 23 59 Office 73 447 520 Totals 143 503 646 Rev. 9/06 7 Transport Analysis Professionals, Inc 7 • • • SITE ACCESS The proposed site will have two, two-way drives along NE 22nd Street and one one- way (entry only) drive along NE 2nd Avenue. A two-way service drive will be located along NE 23'd Street. See site plan for access details. The entry -only drive along NE 2" d Avenue will preclude site users from entering NE end Avenue from within an enclosed area and soon thereafter encounter a future Miami Streetcar that may be aligned along this avenue. ON -SITE CIRCULATION Turning templates were overlaid by TAP onto the architectural plans for the garage levels, at -grade parking area and the truck loading area, The full size drawings were submitted by the project architect to the City's traffic consultant in September. Reduced renditions of these drawings are in the appendix. In the loading area, the design vehicle will require two backing maneuvers in order to completely turn the vehicle 180 degrees within the confines of site and back to the dock. While two backing maneuvers may be less than ideal, it should be recognized that this is an area of minimal activity and rarely will all loading dock space be occupied by trucks. Some deliveries of short duration can be expected to be made by trucks and vans pulling into the loading dock area with the actual loading and unloading of goods occurring without the necessity that the vehicle be positioned precisely within the stall lines of a single loading bay. TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the latest 2005 MUATS travel model validation runs for TAZ 502 to dete,unine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast -- 13.93% East/northeast — 6.08% East/southeast — 4.70% South/southeast — 9.88% Northinorthwest - 15.63% West/northwest — 13.16% West/southwest — 24.83% South/southwest — 11.79% Rev, 9/06 8 Transport Analysis Professionals, Inc • • • Table 2 depicts existing and seasonally adjusted PM peak traffic, year 2009 background traffic growth (without project) with committed development and year 2009 with proposed site traffic volumes, Figure 5 depicts the estimated volume of site only traffic on surrounding roadways. Figure 6 depicts year 2009 traffic volume with and without site traffic, LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the street intersections in close proximity and the site driveway connections onto public roads using software that supports the current Highway Capacity Manual (HCS). Arterial analyses were performed using the city's adopted Transportation Corridors analysis. Table 3 depicts the LOS at the locations under study. PLANNED ROADWAY IMPROVEMENTS Research of the latest Transportation Improvements Program (TIP) and the Long Range Transportation Plan (LRTP) revealed no significant roadway capacity improvements to the immediate area. However, considerable enhancement to transit services have been proposed. The appendix includes a description of the Miami Streetcar plan and the preliminary alignment is shown. The preliminary alignment is along NE 2"d Avenue and one of the preliminary station locations is immediately adjacent to the 2222 Biscayne multi- use project. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's latest available seasonal factors for north Miami -Dade County, traffic volume data collected in mid -May were increased by 3.1% to reflect a peak season condition. (FOOT peak season factors are in the appendix.) Rev. 9/06 9 Tra. sport Analysis Professionals, Inc Rev 9/O6 • • • TABLE 2 TRAFFIC VOLUMES AT STUDY LOCATIONS 2009 2005 2006 2006 BACKGROUND 2309 2009 W T=i 2006 SEASONAL PEAK GROWTH COMMITTED WITHOUT SITE PM PEAK INCREASE SEASONAL INCREASE DEVELOPMENT SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME' VOLUME2 VOLUME SUBTOTAL VOLUME VOLUME _ Biscayne Boulevard & NE 22nd Street __ EB LEFT 12 0 12 1 5 18 97 115 ES THRU 27 1 28 3 28 59 2 61 EB RIGHT 24 1 25 2 4 31 181 212 VUB LEFT 57 2 59 8 3 66 0 68 VVB THRU 14 0 14 1 12 27 2 29 WB RIGHT 31 1 32 3 0 35 0 35 NB LEFT 14 0 14 1 3 18 54 72 NB THRU 1054 33 1097 103 693 1893 0 1893 NB RIGHT 37 1 38 4 9 51 0 51 SB LEFT 25 1 27 3 0 30 0 30 SB THRU 690 21 711 67 748 1526 0 1525 ,SBRIGHT ...18 19 2 _.. 5 _,.. 27 39 ... 66._.- Biscayne Boulevard & NE 23rd Street EB LEFT 11 0 11 1 1 13 28 41 EH THRU 8 0 8 1 0 9 0 9 EB RIGHT 29 1 30_.__._. 3 0 33 0 33 WE LEFT 8 0 8 1 0 9 0 9 WB THRU 3 0 3 0 2 5 0 5 W& RIGHT 28 1.._._...._-__._29 3 .... 9 ... 41 0 41 NB LEFT 18 19 2 1 22 0 22 NB THRU 1068 33 1101 103 693 1897 97 1994 NB RIGHT 26 1 27 3 4 34 0 34 SB' EFT 25 1 26 ... 2 17 45 0 45 SB THRU 698 22 720 67 754 1541 39 1580 SE RIGHT 32 1 33 3 3 39 4 43 NE 2nd Avenue & NE 22nd Street EB LEFT 4 0 4 0 0 4 EB THRU 0 0 0 0 4 4 0 4 EBRIGHT 10 0 10 1 �_.©._._. 11 0 11 WE LEFT 50 2 52 5 17 74 136 210 IWB THRU 5 0 5 0 0 5 0 5 WIB RIGHT 43 1 ...,._— 44 `44 52 107 159 NB THRU 741 23 764 72 244 1080 7 1087 ;BREGHT_,_. 16 0_ ._.i6 29 46 9 55 ISB LEFT 17 1 18 2 4 24 21 45 SB THRU 591 18 609 57 167 833 1 834 SB RIGHT 9 0 9 1 0 10 O 10 NE 2nd Avenue & NE 23rd Street EB LEFT 8 0 8 1 0 9 0 9 EB THRU 2 0 2 0 0 2 0 2 EB RIGHT 14 _,.. _.._.. 1 0 15 0 15 WB LEFT 33 1 34 3 4 41 5 46 WBTHRU 0 0 0 0 0 0 0 0 WB RIGHT 14 0 14 1 2 17 0 17 NB LEFT 11 0 .._._..... ._ 11 1__._,.. 0 12 0 12 ;NB THRU 747 23 770 72 247 1089 58 1147 .NERIGHT 51 .__.2 53_._ __._._. ._._ _... 1 58 29 88 SB LEFT 18 1 19 2 2 23 0 23 SB THRU 572 18 590 55 157 812 28 840 SE RIGHT 6 0 6 1 0 7 0 7 Arterial Summary ' N E/NW 20th Street East- and Westbound Two -Way Site Volume Summary _.._'92 Biscayne Boulevard North- and Southbound Two -Way Site Volume Summary = 23' 1 A seasoner! Encreese factor of 3,l% le used to increase existing volume to peak season conditions. 2 A growth factor of 9.37% (3.03% compounded annually) is used to increase existing 200e traffic to year 2009 conditions 2222 Biscayne TAP .iN 6509 10 Rev..,/ 5 TABLE 2 • TRAFFIC VOLUMES AT STUDY LOCATIONS 2006 PM PEAK INTERSECTION AND APPROACH VOLUME 200E SEASONAL INCREASE VOLUME 2005 PEAK SEASONAL. VOLUME' 2009 8ACK5ROUND 2009 2009 GROWTH COMMITTED WITHOUT INCREASE DEVELOPMENT SITE SITE VOLUME VOLUME SUBTOTAL VOLUME 2009 WITH SITE TOTAL VOLUME NE 2nd Court & NE 23rd Street EB LEFT 1ESTHRU sEB RIGHT (Dwv;_ l'AIE LEFT (Dwy) WE THRU YVE RIGHT NB LEFT (Dwy) NB THRU (Dwy) NB RIGHT (Duly) :SE LEFT SE THRU (Dwy) 56 RIGHT Site Main (East) Drive & NE 22nd Street EB LEFT EB THRU WB THRLt WE RIGHT SE LEFT S6 RIGHT Site Ground Level Parking (West) IEB LEFT EB THRU VVB THRU WB RIGHT ISB LEFT S6 RIGHT 29 41 0 24 20 0 11 0 22 0 33 98 0 0 0 0 0 0 0 0 rave & NE 22nd Street 0 0 33 1 98 0 Site One-VVay Entry Drive & NE 2nd Avenue NE THRU NB RIGHT LEFT SE THRU 788 0 0 617 24 0 0 19 30 42 0 0 25 21 0 0 0 11. 0 23 812 0 0 636_ 4 0 2 2 0 0 0 0 0 Arterial Summary NEINW 20th Street East- and Westbound Two -Way Site Volume Summary Biscayne Bouievard North -and Southbound Two V ay Site Volume Summary= 0 2 35 0 1 47 28 0 0 0 0 0 0 4 31 4 ? 25 .__..__. 0 0 0 0 0 0 0 0 .._.._. 0 0 12 0 0 0 0 2 27 0 2 35 75 0 0 35 25 0 0 0 12 0 0 0 28 28 37 74 ..._.— 19 93 21 131 32 163 0 0 63 83 0 0 261 261 0 0 206 206 0 0 2 2 37 74 28 102 21 _.. 131 227 ._., 358 0 0 11 11 0 0 19 19 0 0 16 16 76 248 1136 87 1223 0 0 0 27 27 ..__... 0 0 11 11 60 171 857 22 889 92 235 1 A seasonal increase factor of 3,1 % is used to increase existing volume to peak season conditions. 2 A growth factor of 9.37% (3.03% compounded annually) is used to increase existing 2006 traffic to year 2009 conditions. 2222 Biscayne TAP JN 6509 11 Rev. 9/06) • L_ 107 -•— 0 136 COCA PM Peak Hour #n = 143 Out = 503 Total = 646 rfl ! 11 a N 227 -•i L•- '-63 �-- 32 W z N NTS NE 22 St L 0 +-- 2 0-4 W z h- 03 2 28 19 —�- TAZ 502 97-4 2 --�- 181-1 t 6 6 R NSPORT r„NAL.rS S PROFESSIONALS PM Peak Hour Site Traffic 12 2222 Biscayne Figure 5 (Rey. 9106) • ?Kiev aPC. ANAL.YS S ?F CFE SSiONAL.SS =-(17) 17 .-(0)0 (46) 41 NE 23 St -0.— (52) 48 (0)0 W z 'L (25) 25 �— (35) 31 (41)41 . (5)5 f(9)9 9(9)4 2 (2) 15 (15)—� co co co .J t one way L (159) 52 —1-- (5) 5 (210) 74 84 (112) 0 (1) SITE C7 0 0 CO cc Loading 35 (35) -4 47 (75)--- L (63)0 �-- (163) 131 NTS t4 NE 22 St 4 (4) .s 4 (4)-- 11 (11)-1 LU z 1 0 (2) -� ci,-• 74(102)--a- rvaacn '—' "th CD CO Q 0 (28) 74 (93) --1- Note: Net effect of other dwys along east. half of block Less variation on NE 23 St. 13 (41)- 9 (9)-1. 33 (33) CO N lfi N N 18 (115)- 59 (61)--•- 31 (212) - t (35) 35 +-- (29) 27 (68) 68 ti(0 M Year 2009 Traffic Volume (With) and Without Site Traffic 2222 Biscayne Figure 6 13 Rev- 9-06 • • • TABLE 3 LEVEL OF SERVICE AT STUDY LOCATIONS 2006 2009 2009 PEAK WITHOUT WITH SEASON SITE SITE INTERSECTION AND APPROACH LOS LOS LOS Biscayne Boulevard & NE 22nd Street IEB LEFT, THRU & RIGHT D D F/C* Biscayn 'WO LEFT, THRU & RIGHT 0 F FIC* NB LEFT A A 'NB THRU & RIGHT SB LEFT SB THRU & RIGHT A A A A A A Boulevard & NE 23rd Street EB LEFT, THRU & RIGHT E F WB LEFT, THRU & RIGHT E F NB LEFT A B NE THRU & RIGHT A SB LEFT B SB THRU & RIGHT A NE 2nd Avenue & NE 22nd Street EB LEFT, THRU & RIGHT WE LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT A SB LEFT, THRU & RIGHT A NE 2nd Avenue & NE 23rd Street EB LEFT, THRU & RIGHT 'WE LEFT, THRU & RIGHT 'NB LEFT, THRU_& RIGHT SB LEFT, THRU & RIGHT A NE 2nd Court & NE 23rd Street EB LEFT & THRU WB THRU & RIGHT rSB LEFT & RIGHT A AND* A/C* A C A AIB* A/B* A C A A A A A A A NE 22nd Street & Site Main East Drive EB LEFT N/A SB LEFT ...... N/A SB SB RIGHT N/A NE 22nd Street & Site West Driveway EB LEFT N/A SB LEFT N/A SB RIGHT N/A N/A N/A NiA N/A NE 2nd Avenue & Site (Entry Only) Drive SB LEFT & THRU NJA N/A Before and after east/west turn lane addition and signal timing adjustment 2222 Biscayne TAP JN 6509 14 dv • • FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2009. FDOT count stations near the site were researched to obtain a growth factor. A three-year average annualized growth at the stations indicate a slight decrease in growth; however, to retrain conservative, a one percent (l%) positive growth is used. COMMITTED DEVELOPMENT Initially, the following seven conunitted developments were researched with city staff to determine if they had traffic studies to include in the analysis: 1. Biscayne Condos — NE 28`h Street e/o Biscayne Boulevard 2. Biscayne Park — NE 24` '' Street w/o Biscayne Boulevard 3. Bay 25 Biscayne Boulevard and NE 2511' Street 4. Soho Condo — NE 231'd Street e/o Biscayne Boulevard 5. Biscayne Bay Lofts — NE 25`' Street e/o Biscayne Boulevard 6. The Village on Bayshore — 1902 Biscayne Boulevard 7, Biscayne Condominiums — 2121 Biscayne Boulevard The April 2006 Large Scale Development Report was used to identify additional committed developments. Additionally, from cornrnents received, this initial list of seven grew to a total of 29 committed developments within the study area, one of which has multiple subparts. Traffic for each approved subpart of Regional Activity Center that was available from City of Miami records has been included. The complete list of all 29 committed developments and the traffic volumes associated with each are included in the appendix. TRANSPORTATION CORRIDOR ANALYSIS Traffic volume counts were taken in May 2006 along NE 20th Street, NE 2nd Avenue and Biscayne Boulevard. As previously shown in Table 2, the existing 2006 peak season volume is shown in Table 4. Table 5 depicts future year 2009 conditions at full build -out and occupancy. Table 5 shows that in year 2009 with project traffic included, the combined person - trip capacity for automobiles is above the trip demand during the PM peak hour on the arterials studied. Rev. 9/06 15 Transport Analysis Professionals, Inc 2222 Biscca °re Tr • • TRANSPORTATION CONTROL MEASURES PLAN The City of Miami requires that developments requiring a MUSP process explain how the developer plans to reduce the proposed site's traffic impact on adjacent roadways and nearby intersections. Other traffic reduction measures will reduce primary trip making, too. Some suggested measures are listed, but not limited to the following: - Encourage shared ridership (van pooling). - Post mass transit schedules in public areas. - Provide bicycle parking and locker areas. CONCLUSION With few exceptions, the arterial roadways and intersections studied in this report will operate within acceptable level of service conditions with site traffic in the build -out year 2009. It is recommended, however, that traffic signalization be considered for the intersection of NE 2nd Avenue and NE 22nd Street and that the intersection be reconfigured to provide a two-lane approach for westbound traffic. Preliminary indications are that this intersection will not exceed acceptable level of service conditions if it is signalized. However, a complete signal warrant analysis should be performed prior to design and separate government agency approvals will be required prior to installation. On -street parking along the north block face of NE 22nd Street should be removed in order to provide an eastbound center left turn lane for traffic entering the project's garage and a better vehicular approach to Biscayne Boulevard. It is assumed that parking prohibitions will once again be put back in place along the south curb of NE 22`}d Street when the current "crunch" in construction parking in this general area of the City begins to ebb. Rev 9/06 16 Transport Analysis Professionals, Inc • • Hev906 Arterial) Corridor Name Biscayne Boulevard TWO-WAY VOLUME NE 20th Street TWO-WAY VOLUME. TABLE 4 YEAR 2006 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS ROADWAY MODE ROADWAY , ROADWAY PER. TRIP... _ - PER. TRIP 2006 - ROADWAY CAPACITY ROADWAY VOLUME CORR ' VEHICULAR LSTPPV- VEHICULAR = lPPV= TYPE CAPACITY' 1 6 VOLUME" 1.4. (1) .._.._.,A2) -_. (3) -....... (4) .... (5) Adopted;.._ LS Allowable LOS E*20 ......... 3,740 3.740 5,984 1,020 2,548 MASS TRANSIT MODE CORRIDOR TOTALS RAIL TRAN1 TOTAL TOTAL TRANSIT i I CORRIDOR AL U EXPRESS- R .E ........ -._ - TRANSIT TRANSIT PERSON CORRIl7QRi CORRIDOR PERSON CORRIDOR! ROADWAY I PER_ rFti�? PER TRIP PFR TRIP ... ... - --. PER. TRIP ROADWAY;CAPACITY 1 CAPACITY! CAPACITY I.CAPACITY. PERSON TRIP PERSON ..._ I PERSON TRIP 'PERSON I EXCESS PERSON LOAOI LCA0 _ � 1QAOtOAD = ITRIP EXCESS TRIP TRIP EXCESS TRIP PER TRIP TRIP '. DESIGN DESIGN 1DESIGN z DESIGN VOLUME CAPACITY CAPACITY CI VOLUME ! CAPATY V/C ...; i (6) _ 17# LOS ....(8) ..... t9S 110) .. _ ' t1.2.)._....::.._.13 ia is ; (16).�._.._.L7i ILos 1 0.43 1. C I 1 Adopled ,LS 1,860 2,976 630 I 682 € 2,094 1 0 30 ( C Allowable i -- j ' -- I ---- 1.08 E r 201 _.. 1.8611 t ...... .... I ........ _. .. .......... ....... Biscayne Blvd N6 2011 Street LOS TABLE" LOS T BEE" 0.00 0.65 065 0 65 ....0,65 0,65 0.66 0 95 096 1.W C C O 0 6 6 0.00 0.11 0,12 0.69 0.70 0.94 0.95 0.99 B B C C 0 0 Biscayne Blvd FOOT LOS Table Volumes B eta C 2,430 D I 3,540 3,740 NE 201h Street r"DOT LOS Table Volumes B 210 C 1,280 D 1,750 L 1,060 5,984 2,548 3436 _. -....WI AVG AVG �.. ___ ..... HEADWAY i SEATS 'RSDERSHIP DESIGN 1 AUTO PERSON TRIPS-j BOTH I PER [.-. PAX E LOAD 1 PAX 1 PERCENT TRANSIT PERSON TRIP ! SIRECTIONSs VEH [PER HOUR, CAPACITY 'RIDERS}I1P TOTAL PERSON ` FACTOR; TRIPS =i WT AVG (. AVC f_ I HEADWAY 1. SEATS jRIDERSHIPi DESIGN .... PER 1 FAX ` LOAD ' FAX j PERCENT BOTH J DIRECTIONS: VEH j PER HOURI..._FACTOR I CAPACITY [ RIDERSHIP Volume is from the year 2002 FOOT LOS tables " Existing volume adjusted to peak season AUTO PERSON 1 RIPS =1 TRANSIT PERSON IMPS -I TOTAL PERSON TRIPS =1 .1 043 1 C 0.30 2222 Biscayne TAP JN 6509 • • • Rev 9.06 TABLE 5 FUTURE YEAR (2009) PEAK SEASON CORRIDOR ANALYSIS WITH GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial I Corridor Name Biscayne Boulevard TWO-WAY VOLUME NE 20th Street TWO-WAY VOLUME ROADWAY MODE ROADWAY', -__ i ROADWAY PER TRIP I PER TRIP ROADWAY, ' 2009 ROADWAY ; CAPACITY } ROADWAY VOLUME . PER. TRIP ROADWAY I '- CORR VEHICULAR , ©PPV- i VEHICULAR ` 0PPV- EXCESS ; PERSON I . TYPE CAPACITY' : 1.6 VOLUME" ; 1,4 : PER. TRIP ! TRIP Notes ._..II) (2) + 1,4) ) _.. '-...(51.... (6) ,--....-(+) , LOS Adopted LS Alinwabtc LOS E+20 3740 j 3,740 5,984 3,507 Adopted ILS , __. 1,860 Allowable ; T,OS Er, 20 1860 Biscayne Boulevard NE 2 LOS TABLE" 0.00 C 0.65..--C 0.65 -----C ..... . 065 C 0.65 0.66 ...... 0-95 1.00 OS TA 0.00 0.11 0 12 0.69 0 70 0.94 0.95 0.99 2,976 649 Street 1974 0.112 909 2.067 Biscayne EMS ' NE 2091 Street FDOT LOS Tahie Volumes FDOT LOS Tattle Volume R n!a B 210 G 24311 C 1280 3540 ..._i3 1750 E 3740 E 1860 MASS TRANSITMODE LOCAL, BUS: EXPRESS t RAILIRAN, TOTAL TOTAL TRANSIT PER TRIP PER TRIP : PER TRIP TRANSIT TRANSIT PERSON CORRIDOR CAPACITY CAPACITY'. CAPACITY! CAPACITY PERSON : TRIP PERSON o LOAD_ 4 LOAD ....(iLOAD - pLi.A:;min....- EXTEsS DESIGN DES€GN DESIGN DESIGN VOLUME : CAPACITY ._...._(8) ............ (9) {101 (11) (121 , (1 _-- W( AVG I AVG HEADWAY SEATS iRIDERSHIP DESIGN ..........BOTH PER PAX !.._... LOAD PAX PERCENT DIRECTIONS VON : PER HOUR' €'AC IORtCAPACITY ?RIDERSHIP WT AVG I AVG HEADWAY '. SEATS RIL)ERSHIP; DESIGN BOTH ........-PER i PAX LOAD . PAX PERCENT DIRECTIONS VEIL IPER HOUR! FACTOR ! CAPACITY R{DERSHIP i I FACTORS:1 2006 2009 An- Cr 011 `Yofyr (camp) PROJECT VOLUME ASSIGNED 0 ridor 1 function 1''�v Auto Tlips Biscayne Boulevard Inbound (NB) ,_,_.._..._ 816 Outbound (S13) 816 NE 20th Street Inbound (EB) Outbound (WE) 1,0303 Transit CORRIDOF1i...... CORRIDOR PERSON ! CORRIDOR PERSON TRIP : PERSC TRIP TRIP EXCESS TRIP CAPACITY VOLUME CAPACITY VIC (1 , (15) -7 5,984 4 910 AUTO PERSON TRIPS <= TRANSI 1061150N TRIPS - TOTAL PERSON TRIPS = 2,976 .. .1067 AUTO PERSON TRIPS - TRAMSI r PF 960N TRIPS TOTAL PERSON TRIPS W Volume is from the year 2002 F001' LOS tables LOS A & B impossible under assumptions; Otter v/c Wafts use MOT LOS table ratios Existing vo)utne adjusted to peak season Proved auto trip totals include committed development tra8fic es follows: Committed j Project Only 69(1 118 ._.._......! 09._......118._.... 8 206 206 46 46 2222 Biscayne TAP JN 6509 • APPENDICES • • • APPENDIX A TRAFFIC STUDY METHODOLOGY • • • • • 2222 Biscayne MUSP — Traffic Study Methodology Transport Analysis is proposing the following traffic study scope and methodology and we request your input. Project Location: • The proposed development will be located on the east side of NE 2nd Avenue between NE 22"d and NE 23`d Streets The intersections we are proposing to study during the PM peak are as follows: • Biscayne Boulevard & NE 22nd Street (signalized) • Biscayne Boulevard & NE 23`d Street (unsignalized) • NE 2nd Avenue & NE 22nd Street (unsignalized) • NE 2nd Avenue & NE 23rd Street (unsignalized) • NE 2nd Court & NE 23rd Street (unsignalized) • Site driveway(s) connecting to any public road The two arterials are as follows: • Biscayne Boulevard • NE 20t Street Study Area: • North: I -195 • South: 1-395 • East: Biscayne Bay • West: 1-95 Other Considerations: • We plan to use the 7`'l edition of ITE's Trip Generation to estimate site traffic, • We plan to show the impacts in year 2009 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 and use all bus route schedules for both arterials, if needed. • We will research the city's latest available (April 2006) committed development list for projects in the area that may influence area traffic and submit the identified developments 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. • APPENDIX B TRAFFIC VOLUME DATA • •ounter: 3077 I DAB Counted By: PCC / DAB Weather: Clear Other: Signalized • Start Timr Let Factor 1.0 16:00 16:15 16:30 16:45 Total Biscayne Boulevard Southbound TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- Ail Vehicles NE 22nd Street Biscayne Boulevard Westbound Northbound Thru R. Right Total La Thru f RTO Right App. R Total RTO App. 1 101 1.0 1.0 L 1.0.Lol 1.01 0 [ 0 171 2 185 6 176 6 162 14 694 2 1 0 2 5 3 176 2 190 2 184 1 171 8 721 7 5 3 2 17 3 2 1 0 6 15 5 3 2 25 5 3 7 1 16 30 15 14 5 64 17:00 6 165 0 6 177 1 12 2 4 5 23 17:15 3 177 1 3 184 13 3 1 3 29 17:30 10 167 0 4 181 13 6 3 4 26 17:45 7 181 0 4 1921 9 3 6 5 33 Total 26 690 1 17 734 57 14 14 17 102 FileName : 6509EIB1vd@NE22 Site Code : 65093977 Start Date : 05/18/2006 Page No : I NE 22nd Street Eastbound La0' Thru R RTO 'Light Total Left Thru RTO App. 2 253 5 258 3 235 2 256 12 1005 0 0 0 12 5 27 259 270 253 263 1045 5 2 1 3 2 1 2 2 9 12 2 Right 1.0 A.pp lot. Tota1 Total 9i 461 0 6 472 1 5 ; 470 4 81 458 5 31 1861 5 251 0 4 260 4 4 2 5 16 1 476 1 309 0 8 318 2 10 4 3 19 ; 541 7 278 1 10 296 0 5 2 3 10 i 513 1 226 1 13 241 , 6 8 3 1 18 1 484 14 1064 2 35 1115 I 12 27 11 13 63 I 2014 Grand Total 40 1384 6 25 1455 87 29 28 22 166 26 2069 3 52 2160 1 21 39 16 18 94 ! 3875 Apprels % 2.7 95.1 0.4 1.7 1 52.4 17.5 16,9 13.3 1.2 95.8 0.1 2,9 1 22.3 41.5 17.0 19.1 Tatal % 1.0 35.7 0.2 0.6 37.5 2.2 0.7 0,7 0.6 4.3 0.7 53.4 0.1 1.6 55.7 1 0.5 1.0 0.4 0.5 2.4 j Biscayne Boulevard out in 21401 ' 14551 Total 35961 Ts 83 31: 1384 ! 401 Right Thru Left 1.4 "r• r, 73, • Lb..E. Nortfl J z • '2 a 5t18/2006 4:00:00 PM '5/18/2006 5:45:00 PM jAll Vehicles ! , Left Thru Right 281. 20691 551 15051 i-2-01 ! 36651 Out In Total Biscayne Boulevard r-i ,__ ; • TRANSPORT ANALYSIS PROFESSIONALS, Inc 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 6509BBivd.@NE22 Site Code ; 65093077 Start Date : 05/18/2006 Page No : 2 Biscayne Boulevard Southbound Stan Time Left I Thru f RTD i Right App Total Left Thru Peak Hour From ; 6:00 to 37:45 - Pesk 1 of 1 Intersection 17:00 Volume 26 690 1 17 734 ! 57 14 Percent 3.5 94,0 0.1 2.3 55.9 13.7 Volume 26 690 1 17 734 � 57 14 Volume 3 177 1 3 184 13 3 Peak Factor High int. 17:45 17:45 Volume 7 181 0 4 192 19 3 Peak Factor 0.956 411 • NE 22nd Street Biscayne Boulevard Westbound f Northbound NE 22nd Street Eastbound RTD ' Right I APp- I Left l TunRT0 Right ' App. ! Lcfr Thty RTO [ Right App. !nt R ; Total 1 R Total R Total Tota 14 17 102 1 14 1064 2 35 1115 12 27 11 O. 63 2014 13.7 16.7 1 1.3 95.4 0.2 3.1 19.0 42.9 17.5 20.6 14 17 102 1 14 1064 2 35 1115 12 27 It 13 63 2014 1 3 20 1 1 309 0 8 318 2 10 4 3 19 : 541 0.931 17;15 17:15 6 5 33 1 1 309 0 S 318 2 10 4 3 19 0.773 1 0.877 0.829 Biscayne Boulevard Out to Total L 1107j C 734j E 184i 16 690[ 26 Right Thru Left North OI1812006 5:00:00 PM 011812006 5:45:00 PM Ail Vehicles Left Thru Ritlht 064 7711 iI 1886 Out in Total Biscayne Boulevard • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 650914131vd@NE22 Site Code : 65093077 Start Date : 05/18/2006 Page No : 3 PEDESTRIAN CROSSING VOLUME COUNT LOCATION COUNTY STUDY DATE TRANSPORT ANALYSIS PROFESSIONALS. lsec. BISC.AYN'E BOULEVARD and NE 22nd STREET DADE CITY MIAMI 6' 18/2006 3N 6509 TYPE OF CONTROL SIGNAL OBSERVER FCC 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 1 1 4 2 4:00 - 4:15 4:15-4"30 4:30 - 4:45 4:45 - 5:00 2 1 4 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 NE 22nd Street Ei> 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 1 4 2 1 4:00-4:15 4:15-4"30 4:30-4:45 4:45.5:00 3 1 8 2 4:00-4:15 4:15-4"30 4:30.4:45 4:45-5:00 1 0 0 1 5:00-5:15 5:15-5:30 5:50.5:45 5:45-6:00 1 0 0 0 5:09-5:15 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 5:45 - 6:00 3 2 4 5:00-5:15 5:15.5:30 5:50-5:45 5:45-6:00 0 0 0 0 TIME: FROM 5:00 PM TO 6:00 PM => ( NE 22nd Street 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 - 5:30 5:50 - 5:45 5:45 - 6:00 0 3 1 1 5:00-5:15 5:15-5:30 5:50.5:45 5:45.6:00 5 1 3 2 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 3 0 0 0 •otrnter: 3077 i 3076 Counted By; PCC / DAB Weather: Clear Other: NE 23rd Street Stop Controlled Biscayne Boulevard Southbound Star, Time I Left T ru Right Factor 1.0 l 1.0 ] 1.0 16:00 5 180 2 16:15 6 134 4 16:30 2 160 4 16:45 2 171 8 Podsl 1.0 0 0 0 0 Total 15 645 18 0 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 NE 23rd Street Biscayne Boulevard Westbound Northbound APP ` Left [ Thru Right Pods _ Lett Thru Right 1 Peds Teter ; - Total i:0 i Di IL 10 I j 1.0 i.0 r 1.0 1.0 187; 6 4 7 0 17 4 241 4 0 144 3 1 7 0 11 3 207 6 0 166? 4 1 9 0 14' 6 244 2 0 18i 1 1 1 2 0 4 3 243 2 0 678 1 14 7 25 0 46 1 16 935 14 0 App. Total File Name : 6509BBlvci@NE23 Site Code ; 65093077 Start Date ; 05/23/2006 Page No : I NE 23rd Street Eastbound Thru IA 249 1 3 0 216 i 2 2 252 1 1 248 ' 1 2 965 5 17:00 5 155 8 0 169 i 4 0 5 0 9€ 5 268 8 0 281 17:15 6 186 6 0 198 I 1 1 12 0 14 ( 3 285 9 0 297 17:30 9 171 10 0 190 1 0 2 6 0 8 j 4 261 4 0 269 17:45 5 185 8 0 198 l 3 0 5 0 8 L 6 254 5 0 265 Total 25 598 32 0 755 1 8 3 28 0 39 18 1068 26 0 1112 Right Peds 1 '4pp. I 1 Total Tn 1.0 1.0 1 8 0 11: 464 6 0 10 381 6 0 8 440 3 0 6 l 439 23 0 35 1 1724 5 4 8 0 17 1 476 2 1 7 0 10 I 519 2 1 7 0 10 477 2 2 70 11 1 482 11 8 29 0 48 ! 1954 Grated That 40 1343 50 0 1433 22 10 53 0 85 34 2003 40 0 2077 I I 13 52 0 83 1 3672 Apprch % 2.8 93.7 3.5 0.0 1 25.9 11.8 62.4 0.0 ' 1.6 96.4 1.9 0.0 1 21.7 15.7 62.7 0.0 Total % 1.1 36,5 1.4 0.0 39,0 ! 0.6 0.3 1.4 0.0 2.3 0.9 54.5 1.1 0.0 56.5 0.5 0.4 1.4 0.0 2.3 • a iscayne -du evari7 Out In Total 20741 1 14331 35071 j 501 1343: 40 0 Right Thru Lett Peds 4 I70, North 66/23/2006 4:00:00 PM 12312006 5:45:00 PM All Vehicles 4-► Left Thru Right Peds 34I 2003j 401 0I 1417 ( 2077W', 1 3494 i Out In Total Bis a ne Boulevard • • T `. NSPORT ANALYSIS PROFESSIONALS, Inca 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 6509BBivdciseNE23 Site Code : 65093077 Start Date : 05/23/2006 Page No : 2 Biscayne Boulevard Southbound NE 23rd Street Westbound Biscayne Boulevard Northbound NE 23rd Street Eastbound t Start Time Left Thai Right '' Pe& Peal: Hour From 16t00 [o 17:45 - Peak 1 of i Interscclicrt 17:00 Volume 25 698 32 Percent 3.3 92.5 4.2 Volume 25 698 32 Volume 6 186 6 Peak Factor High Int. 17;15 Volume 6 186 6 Peak Factor • • APP Tina Left Thru Right Pods App. Total Left. Thru li Right E Ptds App. Total 0 755 I 8 3 28 0 39 18 1068 2b 0 1112 0.0 g 20.5 7.7 71.8 0.0 1.6 96.0 2.3 0.0 0 755 I 8 3 28 0 39 € 18 1068 26 0 1112 fl 198 € 1 1 12 0 14 3 285 9 0 297 17:15 0 198 1 1 1 12 0 14 0.953 'i 0.696 - 0.936 5 Thru I Right Peds 11 8 29 0 22.9 16.7 60.4 0.0 11 8 29 0 2 17 0 7:15 17:00 3 285 9 0 297 5 4 8 Biscayne Boulevard Out In Total 1107) r 75T 1 1 1852 321 69825 0 Right Thru Left Peds 4— North 5/23/2006 5:00:00 PM 5123/2006 5:45:00 PM ;All Vehicles Left Thru Right Peds 18f 10681 26; 01 I 735i r 11121 1 1847{.. Out In Total Biscayne Boulevard App. Inc. Total Total '.. 48 1954 48 i 1954 10 519 10.941 17 s 0.706 's • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 65 09BBlyclNE23 Site Code : 65093077 Stan Date : 05123/2006 Page No : 3 PEDESTRIAN CROSSING VOLUME COUNT LOCATION COUNTY STUDY DATE TRANSPORT ANALYSIS PROFESSIONALS,1mc, BISCAYNE BOULEVARD and NE 23rd STREET DADE CITY MIAMI 5,23f2006 3N 6509 TAPE OF CONTROL STOP OBSERVER PCC 4:00 . 4:15 $ 4:15 -4"30 4:30 - 4:45 4:45 - 5:00 4 0 0 1 4:00-4:15 4:15-4"30 4:30.4:45 4:45-5:00 2 0 5 1 4:00 - 4:15 4:15 . 41'30 4:30 - 4:45 4:45 . 5:00 3 0 5 1 4:00-4:15 4:15-4"30 4:30-4:45 4:45-5:00 0 0 0 0 FROM 4:00 PM TO 5:00 PM N NE 23rd Street => 4:00.4:15 4:15 - 4"30 4:30 - 4:45 4:45 - 5:00 4 2 3 4:00 - 4:15 4:15-4"30 4:30 - 4:45 4:45 - 5:00 2 0 1 2 4:00.4:15 r"4:15-4"30 4:30-4:45 1 4:45-5:00 3 4 4 3 4:00.415 4:15-4"30 430.4:45 4:45-5:00 0 0 0 0 5:00-5:15 3 5:15-5:30 5:50-5:45 5:45 - 6:00 0 0 0 3 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 2 1 1 1 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 0 3 2 1 5:00 - 5:15 5:15-5:30 5:50 - 5:45 5:45 - 6:00 1 0 1 TIME: FROM 5:00 PM TO 6:00 PM Biscayne Boulevard NE 23rd Street 5:00-5:15 5:15-5:30 5:50.5:45 5:45-6:00 5 3 0 0 5:00 - 5:15 5:15 - 5:30 5:50 - 5:45 5:45 - 6:00 3 2 5 0 5:00.5:15 5:15-5:30 5:50-5:45 5:45-6:00 2 1 3 7 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 0 0 0 2 Counter: 3076 Counted By: DAB 'cattier: Clear • then VW Stop Controlled NE 2nd Avenue Southbound Star: Time Let Thru Right I Peds Faztar 1.0 LO 10 1 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 App Total 16:00 4 124 0 0 128 16:15 3 125 I 0 129 16:30 4 137 0 0 141 16:45 4 158 3 0 165 Total 15 544 4 0 563 Groups Printed- All Vehicles NE 22nd Street NE 2nd Avenue Westbound Northbound Left Thni Right 1 Peds 1.0 i. 1 0 1,0 ' 1.0 6 1 5 0 7 1 8 0 6 0 9 0 8 0 6 0 27 2 28 0 App. Tina! 12 16 1 15 14 57 17:00 3 169 1 0 173 20 1 10 0 31 17:15 6 152 4 0 162 11 1 11 0 23 17:30 4 141 2 0 147 I 7 1 10 0 18 17:45 4 129 2 0 135 I 12 2 12 0 26 Total 17 591 9 0 617 50 5 43 0 98 Left I Thru 1 Right 10 1.0 1.0 1 178 2 1 157 2 1 193 3 1 159 2 4 687 9 1 211 0 1 180 2 171 9 3 179 5 7 741 16 App. 1 Pcds Left Thru Tacal I .0; 1.0 1.0 • 0 1811 1 0 0 160 1 5 1 0 197 1 1 0 0 1621 3 0 0 7001 10 File Name : 6509NE2@.22 Site Code : 65093076 Start Date 05/24/2006 Pain No : 1 NE 22nd Street Eastbound Right Peas I 1.0 1.0 1 0 4 0 2 0 4 0 11 0 APP, lilt Tom' Total 2 10 3 7 22 323 315 356 348 1342 0 2121 1 0 2 0 3 419 0 183 1 0 0 1 0 1 369 0 1821 3 0 5 0 8; 355 0 187 0 0 2 0 21 350 0 764 1 4 0 10 0 14 1 1493 Grand 113 142 32 13 0 1180 77 7 71 0 155 11 25 0 14641 14 1 21 0 361 2835 Total 5 8 Apprch % 2.7 96.2 1.1 0.0 149.7 4.5 45.8 0.0 11 0.8 97.5 1.7 0.0 i 38.9 2.8 58.3 0.0 Total % 1.1 40 0 0.5 0.0 41.6 1 2.7 0.2 2.5 0.0 5.5 0.4 50.4 0.9 0.0 51.6 0.5 0.0 0.7 0.0 1.3 NE 2nd Avenue Out In Total 1513 1 1180! 1 26931 131 1135i 321 0-1 Right Thru Left Peds 1L Ncnh 6/24/2006 4:00:00 PM 5/2412006 5:45:00 PM At Vehicles I r4 Left Thru Right Peds 1 11 1 1428 1 251 0 1233! 1 1464! I 2697-1 Out In Total NE 2nd Avenue • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 6509NE2@22 Site Code : 65093076 Start Date : 05/24/2006 Page No : 2 E 2nd Avenue Southbound I Stan Time Le!t Thru Riga t Peels Peak Hour From i6;O0 to 1':45 - Peak 1 of I Intersectio 17:Q4 Volume 17 591 9 0 617 Percent 2.8 95,8 1.5 0.0 Volume 17 591 9 0 617 Volume 3 169 1 0 173 • NE 22nd Street Westbound App. Total 1 Lea, Thru I Right Pella App. Tota[ NE 2nd Avenue NE 22nd Street Northbound Eastbound L eft ' Thru I Right , Fads App. Total Left I Thru Right Pcd: App, Total Int, Total Peak Factor High Int. Volume Peak Factor 50 5 43 0 51.0 5.1 43.9 0.0 50 5 43 0 20 I 10 0 98 98 31 7 741 16 0 764 I 4 0 10 0 14 1493 0.9 97.0 2.1 0.0 128.6 0.0 71.4 0.0 7 741 16 0 764 I 4 0 10 0 14 1493 1 211 0 0 212' 1 0 2 0 3 419 0.891 17:00 17:00 j 17:00 17:30 3 169 1 0 173 [ 20 1 10 0 31 ' 1 211 0 0 212 3 0 5 0 8 0.892 f 0.790 0.901 1 0,438 CC lir a NE 2nd Avenue Out In Total 7881 1 617i 14051 1 91 591r 171 0J Right Thru left Peds 1 �► a. North 6/2412006 5:00:00 PM 5/2412006 5:45:00 PM jAll Vehicles Left Thru Right Peds 7 7411 161 41 1 & 15 764i 114151 Out In Total NF_ 2nd Avenue TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 • • • File Name : 6509NE2Ct 22 Site Code : 65093076 Stan Date : 05/24/2006 Page No : 3 PEDESTRIAN CROSSING VOLUME COUNT LOCATION COUNTY STUDY DATE TRANSPORT ANALYSIS PROFESSIONALS, 6rtc. NE 2nd AVENUE and NE 22nd Street DADE CITY MIAMI 5724_ .006 4:00-4:15 4:15-4"30 4:30 - 4:45 4:45 - 5:00 0 4:00 - 4:15 4:15 .4"30 r 4:30 - 4:45 4:45 - 5:00 2 3 1 1 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 0 TIME: FROM 4:00 PM TO 5:00 PM => N z NE 22nd Street JN 6509 TYPE OF CONTROL STOP OBSERVER DAB 4:00- 4:15 4:15 - 4"30 4:30 - 4:45 4:45 - 5:00 2 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 4:15-4"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 0 5:00 - 5:15 5:2 5 . 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 5:45 - 6:00 0 0 0 0 5:00.5:15 5:15-5:30 5:50-5:45 5:45-6:00 0 1 1 0 5:00 - 5:15 5:15 - 5:30 5:50 - 5:45 5:45 - 6:00 0 0 0 TIME: FROM 5:00 PM TO 6:00 PM => N NE 22nd Street 5:00-5:15 5:15-5:30 5:50-5:45 5:45.6:00 2 1 0 0 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 0 0 1 0 5:00-5:15 5:15 - 5:30 ' 5:50.5:45 5:45 - 6:00 0 4 4 0 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 0 0 0 0 Counter: 3077 Counted By: PCC Weather: Clear ther: EJW Stop Controlled L • Sta17. Time I Left Factor 1.0 16:00 6 16:15 8 16:30 6 16:45 6 Total 26 NE 2nd Avenue Southbound Thru Right I PecIs I 1.0 I 117 3 0 313 5 0 117 4 0 126 4 0 473 16 0 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax; (305)385-9997 App. I Total I Groups Printed- All Vehicles NE 23rd Street Westbound Left Thru Right 1.0 1.0 I 1.0 126J 7 0 4 126 4 0 4 127 4 0 3 136 7 0 6 515 22 0 17 File Name 6509NE2@23 Site Code : 65093077 Start Date : 05/24/2006 Page : 1 NE 2nd Avenue : NE 23rd Street Northbound Eastbound : App. App 1 Aeds ! Total Left ! Thru ' Right Pcds I Total I Left Toro I Right I Pods : Total 1 Total 1.0 1.0 ' 1.0 : 1.0 , I 0 -' 1.0 I 1 0 1 1.0 I 1.0 . 0 i 11 3 174 10 0 187 ' 1 0 3 0 4 328 0 8 0 160 4 0 164 : 1 1 2 0 4 i 302 0 7 3 190 7 0 200 4 0 6 0 10 i 344 0 13 , 0 159 5 0 164 ! 3 0 5 0 8 1 321 0 39 i 6 683 26 0 715 ' 9 1 16 0 26 i 1295 17:00 6 151 1 0 158 8 0 5 0 11 i 4 198 12 0 214 ' 1 0 4 0 5 ' 390 17:15 3 149 1 0 153 i 13 0 4 0 17 1 2 180 13 0 195 3 1 3 0 7 ' 372 17:30 7 141 1 0 149 i 6 0 4 0 10 1 1 187 10 0 198 1 2 1 5 0 8 365 17:45 2 131 3 0 136 ' 6 0 1 0 7 4 182 16 0 202 : 2 0 2 0 4 1! 349 Total 18 572 6 0 596T 33 0 14 0 47 i 11 747 51 0 809 i 8 2 14 0241 1476 Grand 104 143 44 22 0 1111 55 0 31 0 86 : 17 77 0 1524 l 17 3 30 0 Total 5 0 Apprch % 4.0 94.1 2.0 0.0 64.0 0.0 36.0 0.0 . 1.1 93.8 5.1 0.0 l 34.0 6.0 60.0 0.0 Total % 1.6 37.7 0.8 0.0 40.1 2.0 0.0 1.1 0.0 3.1 1 0.6 51.6 2.8 0.0 55.0 i 0.6 0.1 1.1 0.0 NE 2nd Avenue Out in Total 14781 I 1111.1 : 25139" 221 1045r 441 Right Thru Left Peds 4- L 4, M L i I--oTI ' No1_, 0 7„ lc-o I .;L: z , . 'rth -t I m Ici 5/24/200€ 4:00:00 PM I n-, i- 5" 'cg co 5/24/200e 5:45:00 PM I ••••I : oi 03 Ali Vehicles I • 'a L • ... Left Thru Right Peds 171 1430: 77! 01 1130: nr524 26541 Out 0 Total NE 2nd Avenue 50 2771 1.8 TRANSPORT ANALYSIS PROFESSIONALS, Inc® 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-999 7 File Name : 6509NE2@23 Site Code : 65093077 Start Date : 05/24/2006 Page No :2 NE 2nd Avenue NE 23rd Street Southbound Westbound Starrrion LcR Th v Right Ands Total cft Thru ; Right Peak Hour From 16:00 to 17:45! • Peak 1 of 1 Intersectio 17:00 n Volume 18 572 6 0 596 33 0 Percent 3.0 96.0 3.0 0.0 70.2 0.0 Volume 18 572 6 0 596 1 33 0 Volume 6 151 1 0 158 8 0 • Peak Factor High lnt. 17:00 Volume 6 151 1 Peak Factor App. !1 Total ft NE 2nd Avenue NE 23rd Street Northbound Eastbound lc3 ' T r4 Right Pods App. Tot Int. Total � 1 Right Pods App, Toi& 14 0 47 11 747 51 0 809 29.8 0.0 i 1.4 92.3 6.3 0.0 14 0 47 11 747 51 0 809 5 0 13 4 198 12 0 214 17:15 0 1581 13 0 4 0 17 0.943 ' 0.691 7:00 4 198 12 8 2 14 0 24 1476 33.3 8.3 58.3 0.0 8 2 14 0 24 = 1476 1 0 4 0 5 ;, 390 0.946 17:30 0 214 2 0.945 5 0 8 0.750 NE 2nd Avenue Out In Total 7651 L 596; 11365'. 61 5721 18j 0 Right Thru Left Peds 4— I —i North l2412006 5:00:00 PM /24/2006 5:45:00 PM All Vehicles Left Thru Right Peds 111 7471 511 01 • 6191 809, 1428, Out In Total NE 2nd Avenue X TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone; (305)385-0777 Fax; (305)385-9997 • • File Name : 6509NE2@23 Site Code 65093077 Start Date : 05;24/2006 Page No : 3 PEDESTRIAN CROSSING VOLUME COUNT TRANSPORT ANALYSIS PROFESSIONALS, ]ne, LOCATION COUNTY STUDY HATE NE 2nd AVENUE and NE 23rd STREET DADE CITY MIAMI 5/24/2006 4:00-4:15 4:15-4"30 4:30-4:45 4:45-5:00 1 1 0 0 4:00-4:15 4:15-4"30 4:30-4:45 4:45-5:00 3 4 2 0 4:00-4:15 4:15-4"30 4:30-4:45 4:45-5:00 5 1 0 1 4:00 - 4:15 4:15 . 490 4:30 - 4:45 4:45 - 5:00 0 0 0 1 TUE: FROM 4:00 PM TO 5:00 PM SN 6509 TYPE OF CONTROL STOP OBSERVER PCC 4:00 - 4:15 4:15 - 4"30 4:30 - 4:45 1 4:45 - 5:00 0 0 4:00-4:15 4:15 - 4" 30 4:30 - 4:45 4:45 5:00 2 0 0 3 4:00-4:15 4:15-4"30 4:30-4:45 4:45 - 5:00 3 3 0 1 4:00-4:15 4:15-4"30 4:30-4:45 4:45-5;00 5 2 0 0 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 0 0 0 1 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 1 2 1 1 5:00-5:15 515-530 5:50-5:45 5:45-6:00 2 0 2 1 5:00 - 5:15 5:15 - $:30 5:50-5:45 ` 5:45 - 6:00 0 0 1 0 TGME; FROM 5:00 PM TO 6:00 PM i NE 2nd Avenue NE 23rd Streit 5:00-5;15 5:15-5:30 5:50-5:45 5:45-6:00 0 I 2 0 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 0 1 1 1 5:00-5:15 5:15.5:30 5:50-5:45 5:45-6:00 3 3 2 1 5:00-5:15 5:15.5:30 5:50-5:45 5:45-6:00 0 2 0 0 Counter: 3077 Counted By: PCC 'eather: Overcast ther: Southbound is Stop Controlled • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- Ali Vehicles NE 2nd Court I NE 22nd Street 1 Southbound I Westbound I N Start Time Fag : Thru dR Right Pe.4pP.Lef € Thrt Right Peds j "PP' I Let � Thr. j Right Tata1 : - Total j Factor 1.0 i 1.0 1.0 , 1.0 10 `_. 10 10 10, , 1.0 ; 1,0 Lo 16:00 0 0 2 0 2 0 9 0 0 9' 0 0 0 16:15 7 0 4 0 6 0 4 2 0 61 0 0 0 16:30 1 0 3 0 4 I 0 2 6 0 8 1 0 0 0 16:45 5 0 4 0 9 0 4 4 0 81 0 0 0 Total 8 0 13 0 21 I 0 19 12 0 31 0 0 0 rthbound Pads I APP Total Left 1,0 j 1.0 0 0 5 0 0 7 0 0 1 0 07 0 0 20 17:00 3 0 8 0 11 s 0 5 9 0 14 1 0 0 0 0 0' 5 17:15 3 0 6 0 9I 0 7 5 0 12 0 0 0 0 0 I 8 17:30 2 0 5 0 7 I 0 7 2 0 9 1 0 0 0 0 0 8 17:45 3 0 3 0 6' 0 5 4 0 9', 0 0 0 0 0 I 8 Total 11 0 22 0 33 i 0 24 20 0 44 0 0 0 0 0 29 41 File Name : 6509NE2Ct@225t Site Code : 65093077 Start Date : 05/25/2006 Page No : 1 NE 22nd Street Eastbound Thrt. Righ; I Ptds APp- Int, Total Total 1.0 1,0 1 1.0 9 0 0 14 25 12 0 0 19 31 16 0 0 17 29 4 0 0 11 28 41 0 0 61 113 6 0 0 11 1 36 7 0 0 15 I 36 15 0 0 23 ' 39 13 0 0 211 36 0 70 j 147 Grand Total 19 0 35 0 54 0 43 32 0 75I 0 0 0 0 0 % 49 82 0 0 131 ' 260 Apprch % 35.2 0.0 64.8 0.0 0.0 57.3 42.7 0.0 j 0.0 0.0 0.0 0,0 1 37.4 62.6 0,0 0.0 Total % 7.3 0.0 13.5 0.0 20.8 0.0 16.5 12.3 0.0 28.8 I 0.0 0.0 0.0 0.0 0.0 I 18.8 31.5 0.0 0.0 50.4 E 2r6Gourt Out In Total 811 1 54: 135: L. 35: 19T 51''. Right Left Pads m ,Nr1 idorih mr ! 5/25/t2006 4:00:00 PM 5/25/2006 5'45:00 PM At Vehicles TRANSPORT ANALYSIS PROFESSIONALS, Inca 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Narne : 6509NE2Cvrc.22St Site Code : 65093077 Start Date : 05/25/2006 PaeeNo :2 NE 2nd Court Southbound NE 22nd Street Westbound Northbound NE 22nd Street Eastbound Stare Timm Left Thru ; Right Peds 7PP. Faft Thra Right Pads ApP•Left ' Thru Total I Right App Total ft Thru ( Right ! Pads App.:nc Tota, ' Tot& Peak Hour From IS:00 to S 7:45 - Peak 1 of I Interseetio 17:00 Volume I 0 22 Percent 33.3 0.0 66.7 Volume 11 0 22 Volume 2 0 5 Peak Factor High Int. 17:00 Volume 3 0 8 Peak Factor • 0 33 0 24 20 0 44 0 0 0 0 0 1 29 41 0 0 70 1 I47 0.0 0.0 54.5 45.5 0.0 0.0 0.0 0.0 0.0 j 41.4 58.6 0.0 0.0 0 33 1 0 24 20 0 44 i 0 0 0 0 0 1 29 41 0 0 70 ` 147 0 7 1 0 7 2 0 9 0 0 0 0 0 8 15 0 0 23 39 0,942 17:00 i 3:45:00 PM 0 11 0 5 9 0 14 0 0 0 0 0.750 : 0.786 7:30 8 15 0 0 23 0.761 NE 2nd Court Out in Tata! 49; 1 33/ ? 821 221 111 0 Right Left Peds 4-- North !1.2. m h.J €. `rc-® /25112006 5:OO:O0 PM 3.1 — ev L..,. [h^ c a !25l2006 5:45:00 PMA' i' w ra 1 .oI` I "a CO 14_: ' i LAll Vehicles al i ii,,,� cl I)' to TRANSPORT ANAT YSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 • File Name : 6509NE2Ct@22St Site Code : 65093077 Start Date : 05/25/2006 Page No : 3 • PEDESTRIAN CROSSING VOLUME COUNT LOCATION COUNTY STUDY DATE TRANSPORT ANALYSIS PROFESSIONA8.S,1nt. NE 2nd COURT and AYE 22nd STREET DADE CITY MIAMI 5/25.2046 IN 6509 TYPE OF CONTROL STOP OBSERVER PCC 4:00 - 4:15 4:15 - 4"30 4:30 - 4:45 4:45.5:00 1 0 6 1 5 4:00-4:15 415-4"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 3 4:00 - 4:15 4:15-4"30 4:30 - 4:45 4:45 - 5:09 0 0 0 0 T04E: FROM 4:00 PM TO 5:00 PM NE 2nd Court NE 22nd Street 4:00-4:15 4:15 - 4"30 4:30 - 4:45 4:45 - 5:00 2 2 2 0 4:00-4:15 4:15-4"30 4:30-4:45 4:45-5:00 0 7 0 2 ' 4:00 - 4:15 4:15-4"30 4:30 - 4:45 4:45 - 5:00 0 2 0 1 4:00-4:15 - 4:15-4"30 4:30-4:45 4:45.5:00 0 0 0 0 5:00-5:15 5:15-5:30 5:50.5:45 5:45-6:09 3 1 0 0 5:00 - 5:15 5:15 - 5:30 5:50 - 5:45 5:45 - 6:00 3 0 0 0 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 1 0 0 1 5:00-515 5:15-5:30 5:50-5:45 5:45-6:00 0 0 0 0 TOME: FROM 5:00 PM TO 6:00 PM NE 2nd Capri NE 22nd Street 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 4 2 5 3 5:00-5:15 5:15-5:30 5:50-5:45 5:45-6:00 2 0 3 0 5:00-5:15 5:15-5:30 5:50.5:45 5:45-6:00 0 0 0 0 5:00.5:15 . 515-530 5:50-5:45 5:45-6:00 0 0 0 0 05 /26 /06 12:41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 Page: *** Dual Channel 15 Minute Site ID : 6509-20-N&SB1 Info 1 . Biscayne Boulevard Info 2 : N/0 NE 22nd Street Date : May 23, 2006 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-N3 Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 11 PM 68 53 56 44 221 28 34 25 31 118 22 22 16 10 70 13 17 9 13 52 12 14 10 14 50 10 25 29 26 90 37 58 61 92 248 105 103 136 112 456 116 148 132 160 556 172 149 161 141 623 142 164 152 176 634 171 154 189 186 700 12 236 249 253 200 938 1 226 230 198 192 846 2 206 191 203 214 814 3 212 214 264 199 889 4 240 210 214 236 900 5 245 274 257 236 1012 6 230 228 179 204 841 7 160 175 177 164 676 8 137 177 146 143 603 9 141 148 135 131 555 10 136 122 102 83 443 11 115 106 108 80 409 29 26 27 21 105 326 24 26 19 12 81 199 15 16 14 10 55 125 8 11 16 8 43 95 6 11 14 28 59 109 19 30 33 62 144 234 84 87 146 171 488 736 171 177 200 253 801 1257 229 209 219 205 862 1418 192 239 186 200 817 1440 176 158 170 179 683 1317 149 181 184 164 678 1378 181 185 231 219 816 1754 197 177 190 202 766 1612 189 175 178 178 720 1534 161 156 151 169 637 1526 199 142 174 161 676 1576 179 203 171 195 748 1760 188 164 158 155 665 1506 155 141 130 142 568 1244 120 93 76 104 393 996 91 103 97 97 388 943 80 88 68 73 309 752 69 49 63 34 215 624 TOTALS 52% 12744 48% 11717 24461 AVERAGE 132.8 period 531.0 122.1 period 488.2 1019.2 Peak AM Hour is *** 8:30am to 9:30am *** Volume Lane 1 : 613 Lane 2 : 855 Combined: 1468 Directional Split : 42% 58% Peak Hour Factor 0.891 0.894 0.946 Peak / Day Total 0.048 0.073 0.060 Peak PM Hour is *** 12:15pm to 1:15pm *** Volume Lane 1 : 928 Lane 2 : 832 Combined: 176E Directional Split : 53% 47% Peak Hour Factor 0.917 0.900 0.909 Peak / Day Total 0.073 0.071 0.072 05/26/06 12:41:37 TRANSPORT ANALYSTS PROFESSIONALS, Inc 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 Page: 2 *** Dual Channel 15 Minute Site ID E509-20-N&SB1 Info 1 Biscayne Boulevard Info 2 : N/O NE 22nd Street * * * Date : May 24, 2006 Wed Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 86 62 49 75 272 35 42 28 33 138 410 1 46 31 35 35 147 29 21 23 23 96 243 2 22 24 28 17 91 18 12 16 14 60 151 3 26 31 12 10 79 12 19 15 18 64 143 4 6 17 17 15 55 11 9 15 16 51 106 5 20 18 23 28 89 27 24 48 61 160 249 6 53 50 69 89 261 75 91 141 158 465 726 7 95 117 127 135 474 172 190 205 253 820 1294 8 109 143 166 159 577 237 247 212 254 950 1527 9 172 156 153 169 650 191 213 176 195 775 1425 10 141 185 156 149 631 187 151 153 144 635 126E 11 143 161 169 184 657 160 162 149 180 651 1308 PM 12 212 247 194 198 851 184 176 203 200 763 1614 1 229 220 219 227 895 231 202 210 175 818 1713 2 209 204 187 192 792 181 186 152 173 692 1484 3 200 206 234 221 861 144 173 204 173 694 1555 4 222 191 207 223 843 176 178 174 159 687 1530 5 256 266 258 273 1053 197 184 185 176 742 1795 6 248 212 185 217 862 193 191 180 160 724 158E 7 233 181 153 173 740 179 144 123 123 569 1309 8 195 187 133 146 661 111 90 107 112 420 1081 9 159 165 159 122 605 91 89 101 85 366 971 10 132 147 106 91 476 85 74 80 98 337 813 11 103 94 90 90 377 61 64 49 55 229 606 TOTALS 52% 12999 48% 11906 24905 AVERAGE 135.4 period 541.6 124.0 period 496.1 1037.7 Peak AM Hour is *** 8;15arn to 9:15am *** Volume Lane 1 : 640 Lane 2 : 904 Combined: 1544 Directional Split : 41% 59% Peak Hour Factor 0.930 0,890 0.935 Peak / Day Total 0.049 0.476 0.062 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 1053 Lane 2 : 742 Combined: 1795 Directional Split : 59% 41% Peak Hour Factor . 0.964 0.942 0.991 Peak / Day Total 0.081 0.062 0.072 • 05/26/06 12:41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: • • *** Dual Channel 15 Minute Site ID : 6509-20-N&SB1 Info 1 : Biscayne Boulevard Info 2 : N/O NE 22nd Street * * * Date : May 25, 2006 Thu Factor : 1.00 Lane I -No u.al, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-S3 Hour Combined. Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 79 87 65 59 290 47 46 43 36 172 462 1 28 49 52 38 167 28 33 20 17 98 265 2 27 35 19 22 103 19 18 19 18, 74 177 3 17 18 21 21 77 12 15 16 10 53 130 4 22 16 13 14 65 17 11 13 21 62 127 5 19 20 24 35 98 26 35 50 57 168 266 6 43 62 68 86 259 80 101 142 153 476 735 7 98 124 106 106 434 178 199 220 242 839 1273 8 133 151 159 150 593 235 245 188 251 919 1512 9 167 153 157 173 650 222 237 215 199 873 1523 10 181 176 169 209 735 184 166 182 164 696 1431 11 207 205 213 204 829 170 155 200 193 718 1547 PM 12 209 223 204 246 882 174 208 221 218 821 1703 1 221 234 223 209 887 187 209 197 189 782 1669 2 210 193 197 205 805 204 169 182 183 738 1543 3 212 232 212 224 880 178 163 175 176 692 1572 4 227 230 219 247 923 174 176 172 149 671 1594 5 246 218 220 212 896 174 193 211 207 785 1581 6 229 229 195 198 851 191 180 179 167 717 1568 7 196 187 166 191 740 152 138 155 137 582 1322 8 175 212 178 182 747 133 132 112 106 483 1230 9 204 201 189 166 760 117 113 91 95 416 1176 10 147 156 124 100 527 111 92 93 103 399 926 11 124 160 104 123 511 79 80 92 83 334 845 TOTALS 52% 13709 48% 12568 26277 AVERAGE 142.8 period 571.2 130.9 period 523.7 1094.9 Peak AM Hour is *** 8:45am to 9:45am *** Volume Lane 1 : 627 Lane 2 : 925 Combined: 1552 Directional Split : 40% 60% Peak Hour Factor 0.939 0.921 0.968 Peak / Day Total 0.046 0.074 0.059 Peak PM Hour is *** 12:30pm to 1;30pm *** Volume Lane 1 : 905 Lane 2 : 835 Combined: 1740 Directional Split : 52% 48% Peak Hour Factor : 0.920 0.945 0.938 Peak / Day Total : 0.066 0.066 0.066 05/26/06 12:41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: *************** Dual Channel 15 Minute Final Report Site ID : 6509-20-NLSB1 Info 1 : Biscayne Boulevard Info 2 : N/0 NE 22nd Street age 1 of 2) ************** Start Date : May 23, 2006 Tue End Date : May 25, 2006 Thu Adj. Factor: 1.00 ALL DAYS COMBINED --- Hour1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 233 202 170 178 783 111 116 98 90 415 1198 1 102 114 112 104 432 81 80 62 52 275 707 2 71 81 63 49 264 52 46 49 42 189 453 3 56 66 42 44 208 32 45 47 36 160 368 4 40 47 40 43 170 34 31 42 65 172 342 5 49 63 76 89 277 72 89 131 180 472 749 6 133 170 198 267 768 239 279 429 482 1429 2197 7 298 344 369 353 1364 521 566 625 748 2460 3824 8 358 442 457 469 1726 701 701 619 710 2731 4457 9 511 458 471 483 1923 605 689 577 594 2465 4388 10 464 525 477 534 2000 547 475 505 487 2014 4014 11 521 520 571 574 2186 479 498 533 537 2047 4233 PM 12 657 719 651 644 2671 539 569 655 637 2400 5071 1 676 684 640 628 2628 615 588 597 566 2366 4994 2 625 588 587 611 2411 574 530 512 534 2150 4561 3 624 6.52 710 644 2630 483 492 530 518 2023 4653 4 689 631 640 706 2666 549 496 520 469 2034 4700 5 747 758 735 721 2961 550 580 567 578 2275 5236 6 707 669 559 619 2554 572 535 517 482 2106 4660 7 589 543 496 528 2156 486 423 408 402 1719 3875 8 507 576 457 471 2011 364 315 295 322 1296 3307 9 504 514 483 419 1920 299 305 289 277 1170 3090 10 415 425 332 274 1446 276 254 241 274 1045 2491 11 342 360 302 293 1297 209 193 204 172 778 2075 TOTALS 52% 39452 AVERAGE 411.0 period 1643.8 48% 377.0 period Peak AM Hour is *** 8:30am to 9:30am *** Volume Lane 1 : 1895 Lane 2 : 2623 Directional Split : 42% 58% Peak Hour Factor 0.927 0.924 Peak / Day Total 0.048 0.072 36191 _508.0 Combined: 4518 0.958 0.06C Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 2961 Lane 2 : 2275 Combined: 5236 Directional Split : 57% 43% Peak Hour Factor : 0.977 0.981 0.978 Peak / Day Total 0.075 0.063 0.069 • 75643 3151.8 05/ 26/06 12 : 41 : 37 TRANSPORT ANALYSIS PROFESSIONALS, ,Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 Page: 5 *************** Dual Channel 15 Min, Site ID : 6509-20-N&SB1 Info 1 : Biscayne Boulevard Info 2 : N/O NE 22nd Street 1 Report (page 2 of 2) ************** ALL DAYS AVERAGED Start Date : May 23, 2006 Tue End Date : May 25, 2006 Thu Adj. Factor: 1.00 Pour Starts 1-NB Hour 15 30 45 Total 2 -SB Hour Combined 0 15 30 45 Total Total AM 12 78 67 57 59 261 37 39 33 30 138 399 1 34 38 37 35 144 27 27 21 17 92 236 2 24 27 21 16 38 17 15 16 14 63 151 3 19 22 14 15 69 11 15 16 12 53 122 4 13 16 13 14 57 11 10 14 22 57 114 5 16 21 25 30 92 24 30 44 60 157 249 6 44 57 66 89 256 80 93 143 161 476 732 7 99 115 123 118 455 174 189 208 249 820 1275 8 119 147 152 156 575 234 234 206 237 910 1485 9 170 153 157 161 641 202 230 192 198 822 1463 10 155 175 159 178 667 182 158 168 162 671 1338 11 174 173 190 191 729 160 166 178 179 682 1411 PM 12 219 240 217 215 890 180 190 218 212 800 1690 1 225 228 213 209 876 205 196 199 189 789 1665 2 208 196 196 204 804 191 177 171 178 717 1521 3 208 217 237 215 877 161 164 177 173 674 1551 4 230 210 213 235 889 183 165 173 156 678 1567 5 249 253 245 240 987 183 193 189 193 758 1745 6 236 223 186 206 B51 191 178 172 161 702 1553 7 196 181 165 176 719 162 141 136 134 573 1292 8 169 192 152 157 670 121 105 98 107 432 1102 9 168 171 161 140 640 100 102 96 92 390 1030 10 138 142 111 91 482 92 85 80 91 348 830 11 114 120 101 98 432 70 64 68 57 259 691 TOTALS 52% 13150 48% 12063 25213 AVERAGE 45.7 period 182.6 41.9 period 167.5 350.2 Peak AM Hour is *** 8:30am to 9:30am *** Volume Lane 1 : 631 Lane 2 : 875 Combined: 1506 Directional Split : 42% 58% Peak Hour Factor 0.928 0.923 0,958 Peak / Day Total 0.048 0.073 0.060 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 987 Lane 2 : 758 Combined: 1745 Directional Split : 57% 43% Peak Hour Factor 0.975 0.982 0.978 0.063 Peak / Day Total 0.075 0.069 05/26/06 12:41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Site ID : 6509-22-N&SB2 Info 1 : NE 2nd Avenue N Info 2 ; NE 22nd Street *** Dual Channel 15 Minute *** Page. 1 Date : May 23, 2006 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NE Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total. AM 12 20 19 18 11 66 14 11 8 8 41 109 1 12 15 9 4 40 9 12 14 9 44 84 2 12 15 10 6 43 10 7 6 6 29 72 3 6 5 11 9 31 3 7 12 11 33 64 4 16 14 15 25 70 14 13 32 37 96 166 5 28 43 34 65 170 52 72 136 134 394 564 6 82 72 90 73 317 163 214 224 243 844 1161 7 99 94 104 117 414 233 207 235 219 894 1308 8 105 90 97 90 382 207 159 173 148 687 1069 9 105 101 94 122 422 142 136 126 141 545 967 10 107 120 161 137 525 147 115 122 141 525 1050 11 135 158 153 119 565 121 151 149 145 566 1131 PM 12 136 157 137 148 578 153 151 138 142 584 1162 1 118 114 136 131 499 125 146 156 152 579 1078 2 155 166 199 183 703 124 128 131 145 528 1231 3 173 213 199 187 772 135 151 141 131 558 1330 4 211 219 191 194 815 161 154 130 137 582 1397 5 173 137 133 128 571 130 137 104 118 489 1060 6 110 92 98 84 384 83 71 82 74 310 694 7 82 52 69 58 261 53 59 56 56 224 485 8 73 69 48 41 231 60 41 37 41 179 410 9 44 39 40 30 153 53 40 40 28 161 314 10 34 37 27 29 127 35 34 29 21 119 246 11 35 17 17 12 81 14 23 17 19 73 154 TOTALS 48% 8222 52% 9084 17306 AVERAGE 85.6 period 342.6 94.6 period 378,5 721.1 Peak AM Hour is *** 7:00am to 8:00am *** Volume Lane 1 : 414 Lane 2 : 894 Combined: 1308 Directional Split : 32% 68% Peak Hour Factor 0.885 0.951 0.965 Peak / Day Total 0.050 0.098 0.076 Peak PM Hour is *** 3:30pm to 4:30pm *** Volume Lane 1 : 816 Lane 2 : 587 Combined: 1403 Directional Split . 58% 42% Peak Hour Factor 0.932 0.911 0.940 Peak / Day Total 0.099 0,065 0A081 • 05/26/06 12;41e37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385--077 7 Pace: 2 *** Dual Channel 15 Minute *** Site ID : 6509-22-N&SR2 Info 1 : NE 2nd Avenue N/O info 2 : NE 22nd Street Date : May 24, 2006 Wed Factor , 1,00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NE Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 13 15 11 14 53 2 11 8 3 24 77 1 9 10 10 6 35 10 7 4 2 23 58 2 4 9 9 7 29 3 8 5 5 21 50 3 6 8 8 10 32 8 8 6 11 33 65 4 15 11 21 20 67 16 26 27 45 114 181 5 24 45 53 61 183 47 86 128 175 436 619 6 70 67 66 89 292 156 187 205 277 825 1117 7 94 93 127 94 408 267 234 227 246 974 1382 8 149 92 106 103 450 215 166 175 155 711 1161 9 99 97 104 96 396 176 128 113 131 548 944 10 107 122 135 128 492 109 122 144 133 508 1000 11 166 153 138 125 582 131 135 142 147 555 1137 PM 12 170 137 139 138 584 131 124 123 152 530 1114 1 121 151 154 122 548 153 125 141 138 557 1105 2 136 161 170 151 618 133 110 157 127 527 1145 3 195 165 184 173 717 126 126 126 148 528 1245 4 205 203 193 197 798 162 154 155 153 624 1422 5 186 146 141 129 602 139 108 95 108 450 1052 6 133 76 75 75 359 82 82 70 81 315 674 7 80 81 54 57 272 60 58 55 37 210 482 8 69 41 48 51 209 54 42 49 41 186 395 9 41 35 42 34 152 29 32 41 39 141 293 10 33 31 31 28 123 18 26 36 21 101 224 11 42 24 28 17 111 27 22 15 12 76 187 TOTALS 47% 8112 53 % 9017 17129 AVERAGE 84.5 period. 338.0 93.9 period 375.7 713.7 Peak AM Hour is *** 6:45arm to 7:45am *** Volume Lane 1 : 403 Lane 2 : 1005 Combined: 1408 Directional Split : 29% 71% Peak Hour Factor 0.793 0.907 0.962 .Peak / Day Total 0.050 0.111 0.082 Peak PM Hour is *** 4:00pm to 5:00pm *** Volume Lane 1 : 798 Lane 2 : 624 Combined: 1422 Directional Split : 56% 44% Peak Hour Factor 0,973 0.963 0.969 Peak / Day Total 0.098 0.069 0.083 • 05/26/06 12:41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137tn Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: **'* Dual Channel 15 Minute Site ID : 6509-22-N&SB2 Info 1 : NE 2nd -Avenue N/0 Info 2 : NE 22nd Street Date . May 25, 2006 Thu Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NE Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 18 11 10 8 47 10 17 7 11 45 92 1 11 15 12 7 45 7 9 4 11 31 76 2 3 9 7 5 24 7 5 10 2 24 48 3 8 3 4 9 24 4 7 14 10 35 59 4 16 15 10 23 64 17 19 32 40 108 172 5 29 43 51 52 175 46 89 122 135 392 567 6 71 62 84 96 313 154 184 223 268 829 1142 7 108 93 126 114 d41 236 194 202 236 868 1305 8 101 112 95 105 413 199 210 193 162 764 1177 9 118 100 95 111 424 158 123 114 136 531 955 10 110 114 119 102 445 117 128 113 119 477 922 11 131 152 151 143 577 122 141 139 147 549 1126 PM 12 161 156 173 148 638 123 153 115 127 518 1156 1 122 133 146 126 527 135 116 149 131 531 1058 2 122 153 153 170 598 132 142 130 128 532 1130 3 204 199 200 194 797 113 121 136 132 502 1299 4 203 196 208 172 779 148 158 143 157 606 1385 5 181 171 128 109 589 152 142 120 115 529 1118 6 122 107 108 92 429 92 74 76 75 317 746 7 78 72 63 52 265 54 66 37 52 209 474 8 59 59 48 46 212 38 53 48 45 184 396 9 38 57 42 34 171 46 46 39 46 177 348 10 33 35 36 27 131 41 29 30 29 129 260 11 25 27 29 27 108 27 22 21 17 87 195 TOTALS 48% 8236 52% 8974 17210 AVERAGE 85.8 period 343.2 93.5 period 373.9 717.1 Peak AM Hour is *** 6:45am to 7:45arm *** Volume Lane 1 : 423 Lane 2 : 900 Combined: 1323 Directional Split : 32% 68% Peak Hour Factor 0.839 0.840 0.909 Peak / Day Total 0.051 0.100 0.077 Peak PM Hour is *** 4:00pm to 5:00pm *** Volume Lane 1 : 779 Lane 2 : 606 Combined: 1385 Directional Split : 56% 44% Peak Hour Factor . 0.936 0.959 0.978 Peak / Day Total . 0.095 0.068 0.080 • 05/26,/06 12:41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: 4 Dual Channel 15 Minute Final Report (page 1 of 2) Site ID w 6509-22-N&SE2 Info 1 ; NE 2nd Avenue N/O Info 2 , NE 22nd Street ALA DAYS COMBINED Start Date : May 23, 2006 Tue End Date : May 25, 2006 Thu Adj. Factor: 1.00 Hour 1-NE Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 51 45 39 33 168 26 39 23 22 110 278 1 32 40 31 17 120 26 28 22 22 98 218 2 19 33 26 18 96 20 20 21 13 74 170 3 20 16 23 28 87 15 22 32 32 101 188 4 47 40 46 68 201 47 58 91 122 318 519 5 81 131 138 178 528 145 247 386 444 1222 1750 6 223 201 240 258 922 473 585 652 788 2498 3420 7 301 280 357 325 1263 736 635 664 701 2736 3999 8 355 294 298 298 1245 621 535 541 465 2162 3407 9 322 298 293 329 1242 476 387 353 408 1624 2856 10 324 356 415 367 1462 373 365 379 393 1510 2972 11 432 463 442 387 1724 374 427 430 439 1570 3394 PM 12 467 450 449 434 1800 407 428 376 421 1632 3432 1 361 398 436 379 1574 413 387 446 421 1667 3241 2 413 480 522 504 1919 389 380 418 400 1587 3506 3 572 577 583 554 2286 374 398 405 411 1588 3874 4 619 618 592 553 2392 471 466 428 447 1812 4204 5 540 454 402 366 1762 421 387 319 341 1468 3230 6 365 273 281 251 1172 257 227 228 230 942 2114 7 240 205 186 167 798 167 183 148 145 643 1441 8 201 169 144 138 652 152 136 134 127 549 1201 9 123 131 124 98 476 128 118 120 113 479 955 10 100 103 94 84 381 94 89 95 71 349 730 11 102 68 74 56 300 68 67 53 48 236 536 TOTALS 48% 24570 52% 27075 51645 AVERAGE 255.9 period 1023.8 282.0 period 1128.1 2151.9 Peak AM Hour is *** 6:45am to 7:45am *'** Volume Lane 1 : 1196 Lane 2 : 2823 Combined: 4019 Directional Split : 30% 70% Peak Hour Factor 0.838 0,896 0.961 Peak / Day Total 0.049 0.104 0.078 Peak PM Hour is *** 4:00pm to 5:00pm *** Volume Lane 1 : 2392 Lane 2 : 1812 Combined: 4204 Directional Split : 57% 43% Peak Hour Factor 0,966 0.962 0.964 Peak / Day Total 0.097 0.067 0.081 • 05/26/06 12 :41 :37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: 5 *************** Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 6509-22-N&SB2 Info 1 : NE 2nd Avenue N/G Info 2 : NE 22nd Street ************** Start Date : May 23, 2006 Tue End Date : May 25, 2006 Thu Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 17 15 13 11 56 9 13 8 7 37 1 11 13 10 6 40 9 9 7 7 33 2 6 11 9 6 32 7 7 7 4 25 3 7 5 8 9 29 5 7 11 11 34 4 16 13 15 23 67 16 19 30 41 106 5 27 44 46 59 176 48 82 129 148 407 6 74 67 80 86 307 158 195 217 263 833 7 100 93 119 108 421 245 212 221 234 912 8 118 98 99 99 415 207 178 180 155 721 9 107 99 98 110 414 159 129 118 136 541 10 108 119 138 122 487 124 122 126 131 503 11 144 154 147 129 575 125 142 143 146 557 PM 12 156 150 150 145 600 136 143 125 140 544 1 120 133 145 126 525 138 129 149 140 556 2 138 160 174 168 640 130 127 139 133 529 3 191 192 194 185 752 125 133 135 137 529 4 206 206 197 188 797 157 155 143 149 604 5 180 151 134 122 587 140 129 106 114 489 6 122 92 94 84 391 86 76 76 77 314 7 80 68 62 56 266 56 61 49 48 214 8 67 56 48 46 217 51 45 45 42 183 9 41 44 41 33 159 43 39 40 38 160 10 33 34 31 28 127 31 30 32 24 116 11 34 23 25 19 100 23 22 18 16 79 93 73 57 63 173 583 1140 1333 1136 955 990 1132 1144 1081 1169 1291 1401 1076 705 480 400 319 243 179 TOTALS 48% 8190 52% 9025 17215 AVERAGE 28.4 period 113.8 31.3 period 125.3 239.1 Peak AM Hour is *** 6:45am to 7:45am *** Volume Lane 1 : 398 Lane 2 : 941 Combined: 1340 Directional Split : 30% 70% Peak Hour Factor 0,835 0.894 0.960 Peak / Day Total 0.049 0.104 0.078 Peak PM Hour is *** 4:00pm to 5:00pm *** Volume Lane 1 : 797 Lane 2 : 604 Combined: 1401 Directional Split : 57% 43% Peak Hour Factor 0.967 0.962 0.965 Peak / Day Total . 0.097 0.067 0.061 • O5/26/06 12:41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-285-0777 Page. 1 *** Dual Channel 15 Minute *** Site TD 6509-24-E&WE Info 1 : NE 20th Street W/O Info 2 : NE 2nd Avenue Date : May 23, 2006 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-EB1 Hour 2-EB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 4 13 12 9 38 5 11 1 6 23 61 1 9 5 6 7 27 5 8 5 6 24 51 2 8 12 4 4 28 4 4 7 1 16 44 3 5 5 8 7 25 0 1 6 4 11 35 4 4 10 8 25 47 5 8 9 11 33 80 5 31 37 40 61 169 22 20 36 34 112 281 6 77 67 91 61 296 37 54 55 63 209 505 7 64 85 81 89 319 59 50 53 44 206 525 8 66 57 74 54 251 58 53 52 57 220 471 9 79 66 66 68 279 42 43 56 47 188 467 10 54 79 54 69 256 64 51 38 56 209 465 11 84 87 75 85 331 54 57 68 56 235 566 PM 12 62 73 75 73 284 57 73 68 61 259 543 1 70 65 52 64 251 52 68 59 58 237 488 2 72 81 81 71 305 63 65 88 71 287 592 3 84 79 89 74 326 76 66 74 60 276 602 4 80 77 66 67 290 80 81 53 53 267 557 5 74 70 76 70 290 45 52 41 33 171 461 6 52 47 42 30 171 32 31 31 23 117 288 7 52 31 37 27 147 30 21 23 23 97 244 5 38 28 28 23 117 25 20 17 18 80 197 9 18 12 13 25 68 21 10 13 7 51 119 10 19 28 14 21 82 19 11 18 5 53 135 11 14 10 9 6 39 10 11 5 6 32 71 TOTALS 57% 4436 43% 3413 7849 AVERAGE 46.2 period 184.8 35.6 period 142.2 327.0 Peak AM Hour is *** 11:O0am to 12:00pm *** Volume Lane 1 : 331 Lane 2 : 235 Combined: 566 Directional Split : 58% 42% Peak Hour Factor 0.951 0.864 0.983 Peak / Day Total 0.075 0.069 0.072 Peak PM Hour is *** 2:15pm to 3:15pm *** Volume Lane 1 : 317 Lane 2 : 300 Combined: 617 Directional Split . 51% 49% Peak Hour Factor : 0.943 0.852 0.913 Peak / Day Total 0.071 0.088 0.079 • 05/26/06 12:41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 Page: 2 * * * Dual Channel 15 Minute * * * Site ID : 6509-24-E&WB Info 1 . NE 20th Street W/O Info 2 : NE 2nd Avenue Date : May 24, 2006 Wed Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour -E31 Hour 2®EE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 5 7 5 6 23 3 6 4 3 16 39 1 5 8 7 2 22 1 6 1 4 12 34 2 5 7 5 7 24 3 10 4 3 20 44 3 4 3 7 5 19 4 4 2 5 15 34 4 5 3 13 18 39 9 9 12 12 42 61 5 25 48 51 65 189 16 17 27 41 101 290 6 71 58 76 64 289 42 45 42 71 200 489 7 72 75 79 81 307 52 49 53 61 215 522 8 80 66 71 56 273 55 52 45 56 208 481 9 70 70 74 62 276 53 40 43 43 179 455 10 72 69 60 64 265 50 57 49 66 222 487 11 71 63 78 73 285 60 56 71 52 239 524 PM 12 79 89 60 56 284 60 55 47 50 212 496 1 62 84 88 58 292 68 54 66 69 257 549 2 69 73 75 76 293 71 70 63 69 273 566 3 75 61 74 85 295 87 60 87 82 316 611 4 74 78 65 70 287 80 69 66 59 274 561 5 69 49 49 61 228 54 57 34 50 195 423 6 48 32 50 31 161 35 37 24 24 120 281 7 46 26 27 30 129 25 25 20 25 95 224 8 26 31 26 24 107 18 20 16 20 74 181 9 31 19 24 25 99 12 17 17 16 62 161 10 15 10 22 10 57 14 11 24 12 61 118 11 9 11 14 9 43 11 9 5 2 30 73 TOTALS 55% 4286 45% 3438 7724 AVERAGE 44.6 period 178.6 35.8 period 143.3 321.8 Peak AM Hour is *** 6:45am to 7:45am *** Volume Lane 1 : 310 Lane 2 : 225 Combined: 535 Directional Split . 58% 42% Peak Hour Factor 0,923 0.792 0.863 Peak / Day Total 0.072 0.065 0.069 Peak PM Hour is *** 3:30pm to 4:30pm *** Volume Lane 1 : 311 Lane 2 : 318 Combined: 629 Directional Split : 49% 51% Peak Hour Factor 0.915 0.914 0.942 Peak / Day Total 0.073 0.092 0.081 • 05/26/06 12;41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305.385-0777 Page , 3 *** Dual Channel 15 Minute Site ID . 6509--24-E&W2 Info 1 NE 20th Street W/0 Info 2 : NE end Avenue Lane 1-Normal, Axle, /2 * * Date : May 25, 2006 Thu Factor : 1.00 Lane 2-Normal, Axle, /2 Hour 1-E2i Hour 2-EE Hour Combined Starts 0 '5 30 45 Total 0 15 30 45 Total Total AM 12 11 7 4 6 28 13 4 4 2 23 51 1 11 4 7 2 24 1 5 3 5 14 38 2 7 7 7 7 28 3 3 6 4 16 44 3 3 1 9 9 22 0 3 6 4 13 3 5 4 9 4 26 16 55 5 5 15 13 38 93 5 25 55 55 68 203 14 24 42 32 112 315 6 55 64 69 83 271 28 43 40 56 167 438 7 85 76 71 88 320 72 65 48 60 245 565 6 84 74 67 65 290 64 52 61 74 251 541 9 66 53 66 84 269 57 58 60 52 227 496 10 67 86 82 64 299 50 55 57 55 217 516 11 72 72 75 78 297 46 74 72 .50 242 539 PM 12 66 78 71 68 283 68 64 49 52 233 516 1 67 79 78 76 300 65 58 51 63 237 537 2 67 69 63 77 276 49 80 57 81 267 543 3 71 90 62 61 284 63 67 75 53 258 542 4 73 89 90 73 325 73 82 47 48 250 575 5 81 68 53 42 244 60 42 46 36 184 428 6 53 55 50 52 210 40 26 34 33 133 343 7 38 31 29 24 122 30 20 19 26 95 217 8 24 25 24 20 93 24 24 23 18 89 182 9 21 24 25 15 85 22 18 6 20 66 151 10 21 15 17 12 65 21 9 15 10 55 120 11 8 19 10 5 42 12 8 12 2 34 76 TOTALS 56% 4435 44% 3466 7901. AVERAGE 46.2 period 184.8 36.1 period 144.4 329.2 Peak AM Hour is *** 7:00a.m to 8:00am *** Volume Lane 1 320 Lane 2 : 245 Combined: 565 Directional Split . 57% 43% Peak Hour Factor 0.909 0.651 0.900 Peak / Day Total O.072 0.071 0.072 Peak PM Hour is *** 2:45pm to 3:45pm *** Volume Lane 1 : 300 Lane 2 : 286 Combined: 586 Directional Split : 51% 49% Peak Hour Factor 0.833 0.883 0.927 Peak / Day Total O.068 0.083 0.074 • 05/26/06 12:41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 6701 SW 137th Avenue, Suite 210 Miami. Florida 33183 3 5-385-0777 Page: 4 *************** Dual Channel 15 Minute Final Report (page 1 of 2) ****,ray** r***sex Site ID : 6509-24-E&WB Info 1 . NI 20th Street W/0 Info 2 : NE 2nd Avenue • ALL DAYS COMBINED Start Date : May 23, 2006 Tue End Date : May 25, 2006 Thu Adj. Factor: 1.00 Hour 1-EB1 Hour 2-ES Hour Combined Starts 0 15 30 45 Total 0 1S 30 45 Total Total AM 12 20 27 21 21 89 21 21 9 11 62 151 1 25 17 20 11 73 7 19 9 15 50 123 2 20 26 16 18 80 10 17 17 8 52 132 3 12 9 24 21 66 4 8 14 13 39 105 4 18 17 47 59 141 19 22 36 36 113 254 5 81 140 146 194 561 52 61 105 107 325 886 6 203 189 236 228 856 107 142 137 190 576 1432 7 221 236 231 258 946 183 164 154 165 666 1612 8 230 197 212 175 814 177 157 158 187 679 1493 9 215 189 206 214 824 152 141 159 142 594 1418 10 193 234 196 197 820 164 163 144 177 648 1468 11 227 222 228 236 913 160 187 211 158 716 1629 PM 12 207 240 207 197 851 185 192 164 163 704 1555 1 199 228 218 198 843 185 180 176 190 731 1574 2 208 223 219 224 874 183 215 208 221 827 1701 3 230 230 225 220 905 226 193 236 195 850 1755 4 227 244 221 210 902 233 232 166 160 791 1693 5 224 187 178 173 762 159 151 121 119 550 1312 6 153 134 142 113 542 107 94 89 80 370 912 7 136 88 93 81 398 85 66 62 74 287 685 8 88 84 78 67 317 67 64 56 56 243 560 9 70 55 62 65 252 55 45 36 43 179 431 10 55 53 53 43 204 54 31 57 27 169 373 11 31 40 33 20 124 33 28 25 10 96 220 TOTALS 56% 13157 445 10317 23474 AVERAGE 137.1 period 548.2 107.5 period 429.9 978.1 Peak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 913 Lane 2 : 716 Combined: 1629 Directional Split . 56% 44% Peak Hour Factor 0.967 0.848 0.928 Peak / Day Total 0.069 0.069 0.069 Peak PM Hour is *** 3:30pm to 4:30pm *** Volume Lane 1 : 916 Lane 2 : 896 Combined: 1812 Directional Split : 51% 49% Peak Hour Factor 0.939 0.949 0,952 Peak / Day Total . 0.070 0.087 0.077 • 05/26/06 12:41:37 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385°-0777 Page: 5 Dual Channel 15 Minute Final Report (page 2 Site ID ; 6509-24-E&WB info 1 : NE 20th Street W/O Info 2 : NE 2nd Avenue ************** Star. Date : May 23, 2006 Tue End Date : May 25, 2006 Thu Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-EB1 Hour 2--EE Hour Combined Starts 0 15 30 45 Total. 0 15 30 45 Total Total AM 12 7 9 7 7 30 7 3 4 21 51 1 8 6 7 4 24 2 6 3 5 17 41 2 7 9 5 6 27 3 6 6 3 17 44 3 4 3 8 7 22 1 3 5 4 13 35 4 6 6 16 20 47 6 7 12 12 38 85 5 27 47 49 65 187 17 20 35 36 108 295 6 68 63 79 76 285 36 47 46 63 192 477 7 74 79 77 86 315 61 55 51 55 222 537 8 77 66 71 58 271 59 52 53 62 226 497 9 72 63 69 71 275 51 47 53 47 198 473 10 64 78 65 66 273 55 54 48 59 216 489 11 76 74 76 79 304 53 62 70 53 239 543 PM 12 69 80 69 66 284 62 64 55 54 235 519 1 66 76 73 66 281 62 60 59 63 244 525 2 69 74 73 75 291 61 72 69 74 276 567 3 77 77 75 73 302 75 64 79 65 283 585 4 76 81 74 70 301 78 77 55 53 264 565 5 75 62 59 58 254 53 50 40 40 183 437 6 51 45 47 38 181 36 31 30 27 123 304 7 45 29 31 27 133 28 22 21 25 96 229 8 29 28 26 22 106 22 21 19 19 81 187 9 23 18 21 22 84 18 15 12 14 60 144 10 18 18 18 14 68 18 10 19 9 56 124 11 10 13 11 7 41 11 9 8 3 32 73 TOTALS 56% 4385 44% 3439 7824 AVERAGE 15.2 period 60.9 11.9 period 47.8 108.7 Peak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 305 Lane 2 : 238 Combined: 542 Directional Split : 56% 44% Peak Hour Factor 0.965 0.850 0.928 Peak / Day Total 0.070 0.069 0.069 Peak PM Hour is ***.3:3Cpm to 4:30pm *** Volume Lane 1 : 305 Lane 2 : 299 Combined: 604 Directional Split : 50% 50% Peak Hour Factor 0.941 0.946 0.950 Peak / Day Total0.C70 0.087 0.077 • • APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA • SHORT REPORT General Information Site Information Analyst TAP/DCR Agency or Co. Date Performed 5/31/06 Time Period Intersection Bisc Bivd & NE 22 St - Exist Area Type Ail other areas Jurisdiction Existing Analysis Year Volume and Timing Input Number of Lanes Lane Group Volume (vph) % Heavy Vehicles PHF PretimedtActuated (PIA) Startup Lost Time EB WB NB SB LT TH RT LT TH RT LT TH RT LT 0 1 0 0 1 0 1 2 0 1 L IR LTR !. 7R TH RT 2 0 TR 12 28 25 59 14 32 14 1097 38 27 0 2 0 0 2 0 0 2 0 0 0,83 0.83 0.83 0.77 0.77 0.77 0.87 0.87 0.67 0,96 A A A A A A AP P A 2,0 2.0 2.0 2.0 2.0 711 19 2 0 0.96 0.96 P 2.0 Extension of Effective Green Arrival Type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/Hour Bus Stops/Hour Minimum Pedestrian Time Phasing Timing EW Perm G = 16.0 E'7= 4 2.0 2.0 2.0 2.0 2.0 2.0 G= Y= 3 3 3 3 3,0 3.0 3.0 3.0 3.0 0 0 11 0 0 17 0 0 2 0 12.0 12.0 12.0 12.0 12.0 N 0 NNONN 0 N N 02 3.2 3.2 3.2 3 3.0 0 1 12.0 0 3.2 G= Y= 03 G= Y= 04 NS Penn G = 91.0 Y= 4 G= Y= 06 G= Y= 07 G= OS Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination EB WB Cycle Len!th C = 115.0 NB SS Adjusted Flow Rate 65 114 16 1302 28 760 Lane Group Capacity v/c Ratio Green Ratio Uniform Delay d7 Delay Factor k Incremental Delay d2 PF Factor Control Delay Lane Group LOS Approach Delay 238 194 530 2795 282 2797 0.27 0.59 0.03 0.47 0,10 0.27 0,14 0.14 0.79 0.79 0,79 0,79 44.3 46.4 2.6 4.0 2.7 3.2 0.11 0,18 0,11 0.50 0.11 0.50 0.6 4.6 0.0 0.6 0.2 0.2 1.000 44.9 1.000 51.0 1.000 2.6 1.000 4.5 1.000 2.9 1.000 0 A A A 3.4 A 44.9 Approach LOS 0 Intersection Delay 7.6 51.0 4.5 3.4 0 Intersection LOS A A A :opyright 2005 University of Florida, Aii Rights Reserved • HCS+rM Version 5.2 Generated: 612/2008 9:24 AM SHORT REPORT Genera hiformaUon Site n or at on Analyst agency or Co. ate Performed Time Period TA F/D CR Rev 9-06 9/15/06 Intersection Area Type Jurisdiction Analysis Year Bisc Blvd & NE 22 St - Fut w/o Alf other areas Future Without Project Volume and Timing Input Number of Lanes Lane Group Volume (vph) EB WB NB SB LT TH. 0 1 L TR 18 59 RT LT 0 31 68 TH RT 1 0 L TR 27 35 LT TH RT LT 1 TR 0 18 1893 51 30 % Heavy Vehicles PHF 0 2 0.83 0.83 0 0 0.83 0.77 2 0 0.77 0,77 0 2 0 0 "MY 0.87 0,87 0.87 0.96 Pretimed/Actuated (P/A) A A A A A A A PP A TH RT 2 0 TR 1526 27 2 0 0.96 0.96 P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 12 0 17 0 0 3 0 0 5 Lane Width 12.0 12.0 12.0 12,0 12.0 12.0 Parking/Grade/Parking Parking/Hour N 0 N N 0 N N 0 IV •us Stops/Hour Minimum Pedestrian Time 0 3.2 0 3.2 0 0 0 3.2 0 3.2 Phasing Timing EW Perm G= 16.0 G 02 G= 03 G = 04 NS Perm G= 91.0 G 06 G= 07 G = 08 Y = 4 Y Duration of Analysis (hrs) = 0.25 Y = Y = Y = 4 Lane Group Capacity, Control Delay, and LOS Determination EB WB Y = Y = Cycle Length C = 115.0 NB SB Adjusted Flow Rate 116 146 21 2231 31 1613 Lane Group Capacity 236 160 189 2797 68 2801 v/c Ratio Green Ratio Uniform Delay d1 Delay Factor k 0.49 0.91 0.11 0 80 0.46 0.58 0.14 0.14 0.79 0.79 0.79 0.79 45.7 48 8 2.7 6.8 3.9 4.6 0.11 0 43 0.11 0.50 0.11 0.50 Incremental Delay d2 1.6 46.5 0.3 2.5 4.8 0.9 PF Factor Control Delay Lane Group LOS alepproach Delay Approach LOS 1.000 1.000 1.000 1.000 1.000 1.000 47 4 D 47.4 0 95.3 95.3 3.0 A 9.3 A 9,2 A 8.7 A 5.5 A 5.5 A intersection Delay 11.8 Intersection LOS Copyright © 2005 University of Fiprida, Al Rights Reserved HCS+TM Version 5.2 Generated: 9/28/2005 10:14 AM SHORT REPORT General Inform ion Site Information Analyst TA JP/DCR gency or Co. Rev 9-06 WJate Performed 9/27/06 Time Period Intersection Area Type Jurisdiction Analysis Year Bisc Blvd & NE 22 St Fut w All other areas Future With Project Volume and Timing input Number of Lanes Lane Group Volume (vph) % Heavy Vehicles PHF Pretirned/Actuated (PIA) Startup Lost Time Extension of Effective Green Arrival Type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/Hour us Stops/Hour Minimum Pedestrian Time EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH 0 0 0 1 0 1 2 0 1 2 RT 0 LTR LTR L TR TR Nark 115 61 212 68 29 35 72 1893 51 30 1526 0 2 0 0 2 0 0 2 0 0 2 66 0 0.83 0.83 0.83 0.77 0.77 0,77 0,87 0.87 0.87 0.96 0,96 0.96 A A A A A A A P P A 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 3 3 3 3 3 3 3.0 3,0 3.0 3.0 3.0 3.0 0 0 70 0 0 17 0 0 3 0 0 11 12.0 12.0 12.0 12.0 12.0 12.0 0 N N 0 N N 0 3.2 0 3.2 0 0 3.2 N N 0 0 0 3.2 Phasing Timing EW Perm 02 03 04 NS Perm 06 07 08 G= /6 0 Y= 4 G= Y G = Y = G = Y = G = 91.0 Y= 4 G= Y= G= Y G = Y = Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination ES WB Cycle Length C = 115.0 NB SB Adjusted Flow Rate 383 149 83 2231 31 1647 Lane Group Capacity 200 129 180 2797 68 2794 vie, Ratio 1.91 1.16 0.46 0.80 0.46 0.59 Green Ratio 0.14 0.14 0.79 0.79 0.79 0.79 Uniform Delay d, 49.5 49.5 3.9 6.8 3.9 4.7 Delay Factor k 0.50 0.50 0.11 0.50 0.11 0.50 Incremental Delay d2 429.8 126.9 1.9 2 5 4.8 0.9 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 479.3 176.4 5.8 9.3 8.7 5 6 Lane Group LOS pproach Delay Approach LOS Intersection Delay F 479 3 F F A A 176.4 9.1 F 53.2 Intersection LOS A A 5.7 A Copyright C 2005 University of Florida, Ail Rghts Reserved HCSI-Tm Version 5.2 Generated: 9/25/2006 10:19 AM SHORT REPORT General nformation Sfte Information gency or Co. W.Date Performed Time Period TAP/DCR Rev 9-06 9/27/06 Intersection Area Type Jurisdiction Analysis Year Bisc Blvd & NE 22 St - Fut w÷i All other areas Future With Project & Int Imp Volume and Timing Input Number of Lanes Lane Group Volume (vph) % Heavy Vehicles PHF Pretirned/Actuated (PIA) Startup Lost Time LT 1 115 0 0.83 EB TH 1 TR 6/ 2 0.83 A A 2.0 2.0 3 2.0 Extension of Effective Green 2.0 3 Arrival Type Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking SParking/Hour Bus Stops/Hour Minimum Pedestrian Time 0 12.0 N 12.0 0 0 3.2 RT LT 0 1 212 68 0 0 0.83 0.77 A A 2.0 2.0 3 3,0 85 0 12,0 N N WB TH 1 TR NIB RT LT TH 0 2 L TR RT 0 LT 1 L SB TH 2 TR RT 0 29 2 0.77 A 35 72 1893 0 0 2 0.77 0.87 0.87 A A 5/ 0 0.87 30 0 0.96 A 1526 2 0.96 66 0 0.96 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3 3 3.0 3.0 3.0 3.0 3.0 17 0 0 3 0 0 11 12.0 0 0 3.2 12.0 12.0 N N 0 0 0 3.2 12.0 0 12.0 0 0 3.2 Phasing Timing EW Perm 02 03 04 NS Perm 06 07 08 G = 32 0 G = G= G = G = 75.0 G = G = G= Y= 4 Y = Y= Y = = 4 Y = Y = Y Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination EB WB Cycle Length C = 115.0 NB SB Adjusted Flow Rate 139 226 88 6/ 83 2231 31 1647 Lane Group Capacity 379 472 246 493 104 2305 66 2303 v/c Ratio 0.37 0.48 0.36 0 12 0.80 0.97 0.47 0.72 Green Ratio 0.28 0.28 0.28 0.28 0.65 0.65 0.65 0.65 Uniform Delay d1 33 4 34 6 33.3 31.0 14,5 18.9 10.0 13.0 Delay Factor k 0.11 0,11 0.11 0 11 0.34 0.50 0.11 0.50 Incremental Delay d2 0.6 0 8 0.9 0.1 34.1 12.6 5.2 1.9 P F Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Controi Delay Lane Group LOS Approach Delay Approach LOS 34.0 35.3 34.8 34.2 31.1 32.9 48.6 0 31.4 32.1 15.2 15.0 B 8 15.0 B Intersection Delay 25.9 Intersection LOS Copyright 2005 University of Florida, Al Rights Reserved HCS*Tm Version 5.2 Generated: 9/28/2006 10:24 AM TWO-WAY STOP CONTROL SUMMARY General information Site Information nalyst gency/Co. Date Performed nalysis Time Period TAP/DCR 08/31/2006 PM Peak Intersection Bisc Blv & NE 23 St - Exist jurisdiction (Revised per City TE Comment) Analysis Year Existing Project Description East/West Street: NE 23rd Street North/South Street: Biscayne Boulevard Intersection Orientation: North -South ehicle Volumes and Adjustments Study Period (hrs): 0.25 Major Street Northbound Movement oiume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type 1 L 19 0.94 15 2 2 T 1101 0.94 11 3 l 4 R 27 26 0,94 I 0.95 42 1 11 Undivided 2 Southbound 5 T 720 0.95 4 6 R 33 0.95 41 RT Channeiized Lanes Configuration Upstream Signal Minor Street Movement 1 0 0 TR 1 2 0 0 0 TR Volume (vehih) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 7 L 11 0.71 27 0 Eastbound 8 10 L Westbound 11 T 12 R 8 0.71 757 0 0 1 1 LTR 30 0.71 34 0 0 0 8 0.70 20 0 0 3 0.70 1171 0 0 1 1 LTR 29 0.70 28 0 0 0 Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 Lane Configuration L v (veh/h) 20 C (m) (vehih) 825 yip 0.02 95% queue length 0.07 Control Delay (s/veh) 9,5 OS A pproach Delay (s/veh) pproach LOS Copyright © 2005 University of Florida, All Rights Reserved 4 7 8 9 10 11 12 27 578 0.05 0.15 11.5 LTR 56 183 0.31 1.23 39.1 E 39.1 E HCS+TM Version 5.2 LTR 68 165 0.41 ars 1,83 44.5 E 44.5 E Generated: 9/27/2005 1:23 PM TWO-WAY STOP CONTROL SUMMARY General Information nalyst gencylCo. TAPlDCR Date Performed nalysis Time Period 9/15/2006 PM Peak Site Information Intersection Jurisdiction BfscBly&NE23 St - Futwlo Rev 9-06 Analysis Year Future Without Project Project Description East/West Street: NE 23rd Street intersection Orientation: North -South North/South Street: Biscayne Boulevard Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 T 3 4 L Southbound 5 T 6 Volume (veh/h) 22 1897 34 45 1541 39 Peak -Hour Factor, PHF 0.94 0.94 0.94 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh/h) 18 12 46 12 7 58 Percent Heavy Vehicles 2 2 Median Type Undivided RT Channelized 0 Lanes 1 2 1 2 Configuration T TR T TR Upstream Signal Minor Street _ Movement 7 L olume (vehlh) 13 Peak -Hour Factor, PHF 0.71 Hourly Flow Rate, HFR 47 (veh/h) Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage 0 0 Eastbound 8 9 10 L 0 Westbound 11 T 12 R 9 0.71 1622 0 0 33 0.71 41 0 9 0.70 23 0 5 0.70 2018 0 0 1 41 0.70 36 0 RT Channelized Lanes Configuration 1Delay, Queue Length, and Approach 1 LTR 0 0 0 1 LTR 0 0 Level of Service Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (veh/h) 23 47 77 76 C (m) (veh/h) 383 269 vlc 0.06 0.17 95% queue length 0.19 Control Delay (slveh) 15.0 LOS 8 pproach Delay (slveh) Approach LOS 0.62 21.2 Copyright C 2005 University of Florida, All Rights Reserved HCS T" Version 5.2 Generated: 9/28/2006 9:23 AM TWO-WAY STOP CONTROL SUMMARY General Information nalyst gencylCo. Date Performed nalysis Time Period Project Description East/West Street: NE 23rd Street Intersection Orientation: North -South TAP /DCR 9/27/2006 PM Peak Vehicle Volumes and Adjustments Major Street Northbound Movement olume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement olume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (vehih) Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1 L 22 0.94 57 2 1 7 41 0.71 47 Delay, Queue Length, and Level pproach Movement Lane Configuration v (vehih) C (m) (vehih) vlc 95% queue length Controi Delay (slveh) LOS pproach Delay (s/veh) pproach LOS 2 T 1994 0.94 12 2 T 0 Eastbound 8 9 0.71 1663 0 0 1 LTR Southbound 0 0 of Service Northbound 23 368 0.06 0.20 15.4 Copyright © 2005 University of F#pride, Al! Rights Reserved 4 47 245 0.19 0.69 23.1 Site Information Intersection Bisc Blv & NE 23 St - Put vv Jurisdiction Rev 9-06 Analysis Year Future With Project North/South Street: Biscayne Boulevard Study Period-(hrs): 0.25 3 4 R 34 45 0.94 0.95 46 12 0 0 TR 9 33 0.71 45 0 0 0 2 Undivided 1 10 9 0.70 23 0 0 Westbound 7 8 LTR 77 ;GCS+TM Version 5.2 9 Southbound 5 T 1580 0,95 7 2 0 Westbound 11 5 0,70 2121 0 0 LTR 10 0 TR 12 41 0.70 36 0 0 0 Eastbound 11 LTR 115 12 Generated: 9126/2006 9:26 AM TWO-WAY STOP CONTROL SUMMARY General information Site Information iAnalyst gency/Co. ©ate Performed 6nalysis Time Period TAP /DCR 5/31/2006 PM Peak intersection Jurisdiction NE2Ave &NE22 St - Existing Analysis Year Existing Project Description East/West Street: NE 22nd Street North/South Street NE 2nd Avenue 'Intersection Orientation: North -South Vehicle Volumes and Adjustments Study Period (nrs); 0.25 Major Street Northbound Movement oi�V ume (vehrh) 7 2 T 754 3 R 16 4 L Southbound 5 T 609 6 9 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.89 0.89 0.89 Hourly Flow Rate, HFR (veh/h) 9 Percent Heavy Vehicles 2 Median Type RT Channelized 22 66 2 6 55 0 Undivided 0 Lanes 0 Configuration LT Upstream Signal 2 0 0 TR 0 LT 2 0 0 TR Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 T L T R Volume vehlh) Peak -Hour Factor, PHF 4 0 0.44 0.44 10 0.44 52 0.79 5 0.79 44 0.79 Hourly Flow Rate, HFR (vehfh) 20 684 10 7 848 17 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) Flared Approach 0 Storage 1 RT Channelized 0 Lanes 0 0 0 1 0 Configuration LTR LTR Delay, Queue Length,_and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 ;Lane Configuration v (vehlh) E (m) (veh/h.) LT 7 LT 20 LTR 126 LTR 31 897 774 200 434 vlc 0.01 0.03 0.63 0.07 95% queue length 0.02 0.08 3.66 0.23 Control Delay (siveh) 9.0 9,8 49,4 18.0 LOS A A C Approach Delay (s/veh) Approach LOS 49.4 18.0 E 0 :opyright 0 2005 University of Florida, Ai[ Rights Reserved • riC5 'M Version 5.2 Generated: Gi912006 5:0C PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst TAP /©CR _Dency/Co. Date Performed 9/15/2006 Anasis Time Period PM Peak Project Description East/West Street: NE 22nd Street intersection Orientation: North -South chicle Volumes and Adjustments Major Street Movement olume (vehlh) Peak -Hour Factor. PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street ovement 1 Northbound 2 T 21 1080 0.90 0.90 9 9 2 0 LT 2 0 Eastbound Intersection NE2Ave &NE22St Fut w/o Jurisdiction Rev 9-06 aIysis Year Future Without Projec North/South Street: NE 2nd Avenue Study Period (hrs): 0.25 3 46 0.90 25 0 TR Undivided 4 24 0.89 93 2 0 LT Southbound 5 T 833 0.89 6 2 0 Westbound 6 R 10 0.89 65 0 0 TR Volume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized anes Configu ration 7 L 4 8 4 11 10 74 11 T 5 12 R 52 0.44 26 0 0.44 935 0 0 1 0.44 11 0 0 41, 0.79 23 0 0.79 1200 0 0 1 0.79 51 0 0 0 1 LTR 0 0 1 LTR 0 Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement Lane Configuration 1 4 LT LT 7 8 9 LTR 10 11 LTR 12 v (veh/h) 23 26 164 43 C (m) (veh/h) vlc 721 552 0.03 0.05 60 2.73 98 0.44 95% queue length 0.10 0.15 16.69 1.85 Control Delay (slveh) 10.2 11.8 930.3 69.0 0S pproach Delay (siveh) Approach LOS 8 .8 F 930.3 F F 69.0 F Copynght @ 2005 Jniversity of F!ond2. Ali Rights Reserved HCS+TM Version 5.2 Generated: 9/28/2006 9:29 AM TWO-WAY STOP CONTROL SUMMARY General (norrrtation nalyst gency/Co. Date Performed nalysis Time Period TAP [OCR 9/27/2006 .PM Peak Site information intersection Jurisdiction NE 2 Ave & NE 22 St - Fut w Rev 9-06 Analysis Year Future With Project Project Description East West Street: NE 22nd Street Intersection Orientation: North -South North/South Street: NE 2nd Avenue Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Movement 1 L Volume (veh/h) 21 Peak -Hour Factor, PHF 0.90 Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles 2 Median Type RT Channelized Lanes 0 Configuration LT Upstream Signal Minor Street Movement olume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (vehih) Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 7 L 4 0.44 50 0 2 T 1087 3 4 R L 55 45 Southbound 5 T 834 6 R 10 0.90 9 0.90 0,89 25 265 0.89 0.89 201 2 0 Eastbound 8 4 0.44 937 0 0 0 0 TR 9 11 0.44 11 0 2 Undivided 0 LT 10 L 210 0.79 23 2 0 Westbound 11 T 5 0.79 1207 0 0 0 TR 12 R 159 0.79 61 0 0 1 1 LTR 0 0 0 1 1 LTR 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration v (vehTh) C (m) (vehih) Northbound 1 LT 23 720 Southbound 4 7 Westbound 8 9 10 Eastbound 11 12 VI LT 50 544 LTR 472 51 LTR 43 66 vlc ' 0.03 95% queue length 0.10 Control Delay (siveh) 10.2 LOS 8 pproach Delay (sfveh) pproach LOS Copyright © 2005 University of Florida. All Rights Reserved 0.09 9.25 0.65 0.30 12.3 8 55.80 3868 F 3868 F HCS+T: M Version 5.2 ♦ 2.83 129.9 F 129.9 Generated: 9/28/2006 9:33 AM General Information TWO-WAY STOP CONTROL SUMMARY Site Information • • • 'Analyst Agency/Co. pate Performed „TAP/DCR 5/31/2006 iAnalysis Time Period PM Peak Project Description intersection NE 2 Ave & NE 23 St - Existing Jurisdiction Analysis Year , Existing East/West Street NE 23rd Street North/South Street: NE 2nd Avenue Intersection Orientation: North -South Study Period (firs): 0.25 Vehicle Volumes and Adjustments Major Street ovement } 'Volume (veh/h) 1 11 Northbound 2 3 4 Southbound 5 T 770 53 L 19 T 590 6 Peak -Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR (ve hfh) Percent Heavy Vehicles 10 2 2 18 49 2 0 20 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal 0 0 Minor Street Movement Eastbound Westbound 7 8 10 11 12 R L T R Volume (vehih) Peak -Hour Factor, PHF Hourly Flow Rate, HFR veh/h) Percent Heavy Vehicles 8 0.75 20 0 2 0.75 627 0 14 34 0,75 0.69 6 11 0 0 0 0.69 619 14 0.69 56 0 Percent Grade (%) 0 0 Flared Approach Storage 1 1 IRT Channelized Lanes 0 1 0 0 0 1 0 0 Configuration Delay, Queue Length, and Level of Service Approach Movement Lane Configuration L TR Northbound Southbound 1 LT 4 LT 7 Westbound 8 L TR 9 LTR 10 Eastbound 11 L TR 12 v (veh/h) 11 20 69 30 G (m) (vehlh) 946 767 174 368 v/c 0.01 0.03 0.40 0.06 95% queue length 0.04 0.08 1,74 0.26 Control Delay (s/veh) 8.9 9.8 38.7 18.9 LOS A A C Approach Delay (s/veh) Approach LOS 38.7 18.9 C opyright C 2005 University of Florida, All Knights Reserved HCS+'rl Version 5.2 Generated: 6/1/2006 5:02 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information na gency/Co. Date Performed alysis Time Period TAP/DCR 9/15/2006 PM Peak Intersection NE 2 Ave & NE 23 St - Fut w/o Jurisdiction Rev 9-06 Analysis Year Future Without Project Project Description East/West Street: NE 23rd Street Intersection Orientation: North -South North/South Street: NE 2nd Avenue Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Northbound 1 2 3 4 Southbound 6 L T olume (vehlh) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street 12 1089 0.94 0.94 12 2 2 0 LT 2 0 Eastbound 59 0.94 20 0 TR Undivided 23 0.94 59 2 0 LT 812 0,94 0 2 0 Westbound 7 0.94 24 0 0 TR Movement 7 8 9 10 11 12 T R plume (veh/h) 9 2 15 41 0 17 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.69 0.69 0.69 Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles 24 0 863 0 7 0 12 0 1158 0 62 0 Percent Grade (%) 0 Flared Approach Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR LTR v (veh/h) 12 24 83 34 C (m) (veh/h) 770 567 75 165 vlc 0.02 0.04 1.11 0.21 95% queue length Control Delay (slveh) 0.05 9.7 J 0.13 6.10 11.6 233,5 0.74 36.0 OS pproach Delay (slveh) ,Approach LOS A 8 F E 233.5 36.0 F E Copyright 0 2005 University of Florida, Alf Rights Rese-ved H'S+TM Version 5.2 Generated: 9F28/2006 9:36 AM TWO-WAY STOP CONTROL SUMMARY General information naiyst gency!Co. TAP/DCR Date Performed 9/27/2006 Analysis Time Period PM Peak Site Information Intersection Jurisdiction NE 2 Ave & NE 23 St - Fut w Rev 9-06 Analysis Year Future With Project Project Description East/West Street: NE 23rd Street North!South Street: NE. 2nd Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 T 3 R 4 L Southbound 5 T R Volume (veh/h) 12 1147 88 23 840 7 Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) 0.94 0.94 0.94 0.94 0.94 0.94 12 2 20 66 0 24 Percent Heavy Vehicles 2 2 Median Type Undivided RT Channelized 0 0 Lanes Configuration Upstream Signal Minor Street Movement olume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 0 LT 7 L 9 0.75 24 0 2 Eastbound 8 2 0.75 893 0 LTR 0 TR 9 15 0.75 7 0 0 0 LT 10 46 0,69 12 0 0 2 0 Westbound 11 T 0 0.69 1220 0 0 1 1 LTR TR 12 R 17 0.69 93 0 0 0 Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement Lane Configuration 1 4 LT LT 7 8 LTR 9 10 11 L TR 12 v (vehih) C (m) (vehih) 12 24 751 523 90 62 34 146 v!c 0.02 0.05 1.45 0.23 95% queue length 0.05 0.14 7.82 0.86 Control Delay (s!veh) LOS 9.9 12.2 A B •pproach Delay (s/veh) Approach LOS Copyright © 2005 University'of Florida, Ai, Rights Reserved 384.3 F 40.7 E 384.3 40.7 F E HCS+= M Version 5,2 Generated: 9/28t2006 9:38 AM General frsformation TWO-WAY STOP CONTROL SUMMARY Site lnformatio • • • Analyst ,Agency/Co. Date Performed TAP/OCR 5/31/2006 Intersection Jurisdiction Analysis Year NE 2 Ct & NE 23 St - Exist Existing Analysis Time Period Project Description PM Peak East/West Street: NE 23rd Street North/South Street: NE 2nd Court Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Eastbound 2 3 4 !Volume (vehih) L 30 Peak -Hour Factor, PHF 0.76 Hourly Flow Rate, HFR (vehih) 39 Percent Heavy Vehicles 0 T 42 0.76 55 0 0.76 0 0 0.77 0 0 Westbound 5 25 0.77 32 6 R 21 0,77 27 Median Tie RT Channekized 0 Undivided 0 Lanes 0 0 0 1 0 Configuration LTR Upstream Signal Minor Street Movement LTR 0 0 7 Northbound 8 9 10 Southbound 11 12 L T R Volume (vehih) Peak -Hour Factor, PHF 0.75 0.75 11 0.75 0.75 0 0.75 23 0.75 Hourly Flow Rate, HFR vent) j`Percent Heavy Vehicles Percent Grade (%) 0 2 0 0 0 14 0 2 0 0 0 30 0 Flared Approach N Storage 0 RT Channefized 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach Eastbound Movement Lane Configuration v (veh/h) (rn) (veh/h) v/c 95% queue length Control Delay (stveh) 1 LTR 39 1558 0.03 0.08 7,4 Westbound 4 LTR 1563 0.00 0.00 7.3 7 Northbound 8 9 10 Southbound 11 LTR 44 939 0.05 0,15 9.0 12 LOS A A A Approach Delay (s/veh) 9.0 Approach LOS A .opyrig.ht fl 2005 Un#versity of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 5/1/2005 5:04 PM TWO-WAY STOP CONTROL SUMMARY General Information Analyst gency/Co. TAP /QCR Date Performed 9/15/2006 Analysis Time Period PM Peak Site Information Intersection NE 2 Ct & NE 23 St - Fut w/o Jurisdiction Rev 9-06 Analysis Year Future Without Project Project Description East/West Street: NE 23rd Street North/South Street: NE 2nd Court Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Movement 1 2 Volume (veh/h) Peak -Hour Factor, PHF L T 35 47 0.76 0.76 3 0 0.76 INV 4 0 0.77 Westbound 5 31 0.77 6 R 25 0.77 Hourly Flow Rate, HFR (veh/h) 46 61 0 0 40 32 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 0 Configuration LTR LTR Upstream Signal Minor Street Movement 7 0 Northbound 8 10 0 Southbound 11 12 L L T R olume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 0.75 0 2 0 0.75 0 0 0 0 0.75 0 0 0 0 12 0,75 16 2 0 0 0.75 0 0 0 1 LTR 27 0.75 36 0 0 0 Delay, Queue Lenw th, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR v (veh/h) 46 0 52 C (m) (veh/h) v/c 1541 0.03 1555 0.00 NM 919 0.06 95% queue length 0.09 0.00 0.18 Control Delay (s/veh) LOS rApproach LOS pproach Delay (slveh) 7.4 A Coo/right © 2005 University of Florida, All Rights Reserved 7.3 A HCS+TPA Version 5.2 9.2 A 9.2 A Generated: 9/2a/2005 9:42 AM TWO-WAY STOP CONTROL SUMMARY General Information alyst encylCo. Date Performed nalysis Time Period Project Description East/West Street: NE 23rd Street TAP / DCR PA4 Peak Intersection Orientation: East-West Site Information Intersection NE 2 Ct & NE 23 St - Fut w Jurisdiction Rev 9-06 Analysis Year Future With Project North/South Street: NE 2nd Court Study Period (hrs): 0.25 Vehicle Volumes and Adjustmen Major Street Movement 1 L olume (veh/h) 35 Peak -Hour Factor, PHF 0.76 Hourly How Rate, HFR 46 (veh/h) Percent Heavy Vehicles 0 Median Type RT Channeiized Lanes 0 Configuration LTR Upstream Signal Minor Street Movement olume (veh!h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 7 L 0.75 0 2 0 T Delay, Queue Length, and Level of Service pproach Eastbound Movement 1 Lane Configuration LTR v (vehlh) 46 C (m) (veh/h) 1535 vic 0.03 95% queue length 0.09 Control Delay (s/veh) 7.4 LOS A pproach Delay (s/veh) pproach LOS Copyright © 2005 University of F!oris, Al Rights Reserved Eastbound 2 T 75 0.76 98 0 Northbound 8 0.75 0 0 0 0 0 Westbound 4 LTR 0 1508 0.00 0.00 7.4 A 7 3 0 0.76 0 0 9 0.75 0 0 0 0 Undivided 4 L 0 0.77 0 0 LTR 10 L 12 0.75 16 2 0 Westbound 5 T 35 0.77 45 1 0 Southbound 11 T 0 0.75 0 0 0 0 1 LTR 6 25 0.77 32 0 0 12 R 27 0.75 36 0 0 0 Northbound Southbound 8 HCS+TM Version 5.2 9 10 11 LTR 52 897 0.06 0.18 9.3 A 9.3 A 12 Generates: 9/28/200e 9:45 AM 9/27/2006 TWO-WAY STOP CONTROL SUMMARY Genera Information Site Information snalyst Agency/Co. pate Performed Analy_sis Time Period TAP / DCR 9/27/2006 PM Peak Intersection Jurisdiction Analysis Year NE 22 St & Site East Dwy Put w Rev 9-06 Future With Project Project Description East/West Street: NE 22nd Street North/South Street: Site Main/East/Garage Driveway Intersection Orientation: East-West Study Period (hrs): 0,25 Vehicle Volumes and Adjustments Major Street Movement Eastbound 2 3 4 Westbound 5 6 T T Volume (veh/h) 28 Peak -Hour Factor, PHF 0.83 93 0.83 0.83 0.79 163 0,79 63 0,79 Hourly Flow Rate, HFR (vehlh) 33 112 0 0 206 79 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 0 Configuration - LT Upstream Signal Minor Street vement 0 Northbound 0 0 Southbound 0 TR olume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate. HFR (veh/h) Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 7 L 0.75 0 2 0 8 0.75 0 9 0,75 0 10 L 261 0.75 348 11 0.75 0 12 R 206 0.75 274 0 0 0 0 0 0 2 0 0 0 1 6 0 L 0 0 1 Delay, Queue Length, and Level of Service pproach Movement Eastbound Westbound Northbound Southbound 4 7 8 9 10 11 12 ne Configuration v (veh/h) C (m) (veh/h) vie 95% queue length Control Delay (s/veh) OS pproach Delay (slveh) pproach LOS LT 33 1289 0.03 0.08 7.9 L 348 572 0.61 4.07 20.6 R 274 798 0.34 1.53 11.9 A Copyright © 2005 University of Ri;oride, Ail Rights Reserved 5 16.7 C HCS+TM Version 5.2 Generated: 9/28/2005 9:49 AM General Information afyst Agency/Co. Date Performed Analysis Time Period TWO-WAY STOP CONTROL SUMMARY `TAP / OCR 9/27/2006 PM Peak Project Description East/West Street: NE 22nd Street intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Movement oiume (vehlh) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles edian Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement Volume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (vehlh) Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1 L 2 0, 83 2 0 0 LT 7 0.65 0 2 0 Delay, Queue Len2th1 and Level of Service Approach Eastbound 2 102 0.83 122 1 Northbound 8 0,65 0 0 0 0 Eastbound Westbound Site Information Intersection Jurisdiction Analysis Year NE 22 St & Site West Dwy Fut VJ Rev 9-06 Future With Project North/South Street: Site West Driveway Study Period (hrs): 0.25 0.83 0 0 0 9 0.65 0 0 0 0 Undivided Northbound 4 L 0.79 0 0 10 L 19 0, 65 29 2 0 Westbound 358 0, 79 453 Southbound 11 T 0 0.65 0 0 0 0 LTR 6 11 0.79. 13 0 0 TR 12 R 16 0.65 Southbound 24 0 0 0 Movement • Lane Configuration 4 7 8 9 10 11 LTR 12 v (vehlh) 2 C (m) (vehih) 1106 • 53 524 vlc 0.00 0.10 95% queue length 0.01 Control Delay (slveh) 8,3 •25 • 0.34 12.6 B pproach Delay (siveh) Approach LOS 12.6 B Copyright © 2005 University of Florida. All Rights Reserves ) CS+ M Verson 5.2 Generated: 9t25/2006 9:58 AM TWO-WAY STOP CONTROL SUMMARY General information Site Information Analyst gencyiCo. TAP/DCR Date Performed 9/27/2006 Analysis Time Period PM Peak Intersection Jurisdiction NE 2 Ave .8 Site Dwy - Fut w Rev 9-06 Analysis Year Future With Project Project Description East/West Street: Site One -Way Entry Driveway North/South Street: NE 2nd Avenue flntersection Orientation: North -South Vehicle Volumes and Adjustments Major Street Movement Study Period (hrs): 0.25 Northbound 2 3 T R Southbound 4 5 L T 6 volume (vehih) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (vehih) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1.00 0 2 0 7 1223 0.94 0 2 T 0 Eastbound 8 27 0.94 0 0 0 TR 9 Undivided 11 889 0.89 0.89 0 0 0 0 LT 10 2 T 0 Westbound 11 0.89 0 0 12 L olume (veh/h) L Peak -Hour Factor, PHF 1.00 Hourly Flow Rate, HFR (vehih) 12 1.00 998 1.00 1.00 0 0 1.00 1301 1.00 28 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach Storage 1 1 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and pproach Movement Lane Configuration v (vehih) C (m) (vehih) v/c Level of Service Northbound Southbound Westbound Eastbound 4 7 8 9 10 11 12 LT 12 526 0.02 95% queue length Control Delay (s/veh) LOS pproach Delay (s/veh) pproach LOS Copyright 2005 Unkvers€ty of Florida, Ail Rights Reserved 0.07 12.0 8 HCS+Try Version 5.2 Generated 9/28/2006 10:02 AM TIME PT OFF NSG G Y EWP Y MIN 20 15 0 1]. 30 66 1 4 15 4 15 21 0 30 1 4 15 4 115 23 0 30 1 4 15 4 315 24 024 4 15 4 345 23 0 30 1 4 15 4 500 190 30 1 4 15 4 545 1 3C 66 1 4 15 4 615 2 29 65 1 4 16 4 745 12 48 61 1 4 20 4 845 16 39 85 1 4 16 4 1200 17 48 85 1 4 16 4 1345 10 48 65 1 4 15 4 1545 9 102 90 1 4 16 4 1630 18 38 50 1 4 16 4 1900 1 30 65 1 4 15 4 • • S Y M CYO 90EARLY NI 6 54NITE M2 6 54LATE NIG 7 48RECALL T 6 54LATE NIG 6 5 4 DAWN M2 90AVG M2 0 90PRE AM M 80Ay1 PEAK{ 110M2p MORN 11©NOONM2 �� 11OA T I 0 115PRE PM P. 115PM PEAK 90AVG M2 0 • APPENDIX D ITE TRIP GENERATION • • • • • 2222 Biscayne MOSP (Rev 9-06) Summary of Trip Generation Calculation For 443,682 Th.Gr.S~ Ft. of General Office 3ui_dinc September 26, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 9.47 0.00 1,00 4202 7-9 AM Peak Hour Enter 1.23 0.00 1.00 544 7-9 AM Peak Hour Exit 0.17 0.00 1,00 74 7-9 AM Peak Hour Total 1.39 0.00 1.00 618 4-6 PM Peak Hour Enter 0,22 0.00 1.00 98 4-6 PM Peak Hour Exit 1,06 0,00 1,00 476 4-6 PM Peak Hour Total 1.30 0.00 1.00 576 AM Pk sir, Generator, Enter 1.23 0.00 _.00 544 AM Pk Hr, Generator, Exit 0.17 0.00 1.00 74 AM Pk Hr, Generator, Total 1.39 0.00 1.00 618 PM Pk 1r, Generator, Enter 0.22 0.00 1.00 96 PM Pk Hr, Generator, Exit 1.08 0.00 1.00 478 PM Pk Hr, Generator, Total 1.30 0.00 1.00 576 Saturday 2-Way Volume 2.18 0.00 1.00 968 Saturday Peak Hour Enter 0.15 0.00 1.00 67 Saturday Peak Hour Exit 0.13 0.00 1.00 57 Saturday Peak Hour Total 0.28 0.00 1.00 124 Sunday 2-Way Volume 0,58 0,00 1.00 258 Sunday Peak Hour Enter 0.04 0.00 1.00 19 Sunday Peak Hour Exit 0.03 0.00 1.00 14 Sunday Peak Hour Total 0.07 0,00 1.00 33 Hote: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: LN(T) = .77LN(X) + 3.65, R^2 = 0.8 7-9 AM Peak Hr, Total: LN(T) = .8LN(X) + 1.55 Rn2 = 0.83 , 0.88 Enter, 0.12 Exit 4-6 3M Peak Hr. Total. T = 1.12(X) + 78.81 R'2 = 0.82 , 0.17 Enter, 0.83 Exit AM Gen Pk Hr. Total: LN(T) = .8LN(X) + 1.55 R'2 = 0.83 , 0.88 Enter, 0.12 Exit PM_ Gen Pk Hr. Total: T = 1.12X) + 78.81 R^2 = 0.62 , 0,17 Enter, 0.83 Exit Sat. 2-Way Volume: T = 2. ,4 (X) + 18.47, R^2 = 0.66 Sat. Pk Hr. Total: LN(T) = ,81LN(X) + -.12 RA2 - 0.59 , 0.54 Enter, 0.46 Exit Sun. 2-Way Volume: LN)T) _ .86LN(X) + .31, R^2 - 0.5 Sun, Pk Hr. Total: LN(T) = .61LN)X) + -.23 R^2 = 0.56 , 0.58 Enter, 0.42 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • 2222 ...,....:ca M7S9 (Rev 9-06) Summary of Trip Generation Calculation For 3.856 , O . L,.A. of Specialty RetailCenter September 26, 2006 Average Standard Ad ustment Driveway Rate Deviation Factor Volume Avo. 'Weekday 2-Vay Volume 44.32 15.52 1.00 171 7--9 AM Peak~ Hour Enter 0.00 0.00 1.00 0 7-9 A5 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 FM Peak Hour Enter 1 . 19 0.00 1.00 5 4-6 PM Peak Hour Exit 1.52 0.00 1.O0 6 4-6 PM Peak Hour Total 2.71 1,83 1.00 10 AM Pk Hr, Generator, Enter 3.28 0.00. 1.00 13 AM Pk Hr, Generator, Exit 3.56 0.00 1,00 14 AM Pk Hr, Generator, Total 6.84 3.55 1.00 26 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 11 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 9 PM Pk Hr, Generator, Total 5.02 2.31 1.00 19 Saturday 2-Way Volume 42.04 13.97 1.00 162 Saturday Peak Hour Enter 0,00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 _.00 0 Saturday Peak Hour Total 0,00 0.00 -.00 0 Sunday 2-Way Volume 20,43 10.27 1.00 79 Sunday Peak Hour Enter 0.0O 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 2222 Biscayne M JSP Rev 9-06 Summary of Trip Generation Calculation For 3. 081 h. Gr. Sq. Ft . of 4a k-in Bank September 26, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way volute 156.48 0.00 1.00 482 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 :lour Total 4 . 07 0.00 1.00 13 4-6 PM Peak Hour Enter 0.00 0,00 1.00 0 4-e PM Peak Hour Exit 0.00 0.00 1.00 0 4-6 PM Peak Hour Total 33.15 0.00 1.00 102 AM Pk Hr, Generator, Enter 10,75 0.00 1.00 33 AM Pk air, Generator, Exit 10.75 0,00 1.00 33 AM Pk Hr, Generator, Total 21.49 0.00 1.00 66 PM Pk Hr, Generator, Enter 21.01 0.00 1.00 65 PM Pk Hr, Generator, Exit 21.01 0.00 1.00 65 PM Pk Hr, Generator, Total 42.02 0.00 1.00 129 Saturday 2-Way Volume 1?,70 0.00 1,00 42 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 4,81 0.00 1.00 15 Sunday 2-Way Volume 8.33 0.00 1.00 26 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 1.85 0.00 1.00 6 Note: A zero indicates no data available. Source: Institute of Transportation Engineers _rip Generation, 7th Edition, 2003. TRIP GENERATION BY MICRCTRANS • 2222 Biscayne MUSP Rev 9-06) Summary of Trip Generation Calculation For 3.081 Tyre, Gr. SSq Y _ . of Drive-in Bank September 26, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg Weekday 2-Way Volume 246.49 140.03 1.00 759 7-9 AID Peak your Enter 6.91 0.00 1.00 21 7-9 AM Peak Hour Exit 5.43 0.00 1.00 17 7-9 AM Peak Hour Total 12.34 10.68 1.00 38 4-6 PM Peak Hour Enter 22.87 0.00 1.00 70 4-6 PM Peak Hour Exit 22.87 0.00 1.00 70 4-6 PM Peak Hour Total 45.74 43.52 1.00 141 AM Pk Hr, Generator, Enter 16.31 0.00 1.00 50 AM Pk Hr, Generator, Exit 15.68 0.00 1.00 48 AM Pk Hr, Generator, Total 31.99 21.57 1.00 99 PM Pk Hr, Generator, Enter 27.26 0.00 1.00 84 Pik Pk Hr, Generator, Exit 26.20 0.00 1.00 81 PM Pk Hr, Generator, Total 53.46 46.64 1.00 165 Saturday 2-Way Volume 71.21 51.24 1.00 219 Saturday Peak Hour Enter 18.91 0.00 1.00 58 Saturday Peak Hour Exit 18.17 0.00 1.00 56 Saturday Peak Hour Total 37.08 62.42 1.00 114 Sunday 2-Way Volume 22.15 14.45 1.00 68 Sunday Peak Hour Enter 1.95 0.00 1.00 6 Sunday Peak Hour Exit 2.03 0.00 1.00 6 Sunday Peak Hour Total 3.98 2,73 1.00 12 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • 2222 Biscayne MCSP (Rev 9-06) Summary of Pass -By Trips For 3.081 Th, Gr. Sci Et . of Drive-in Bank 4110 S tember 26, 2006 • • Driveway Pass -By Volume Added to Volume Trips Adjacent Streets Averaae Weekday " AM Peak Hour Enter 21 0 21 7-9 AM Peak Hour Exit 17 0 17 7-9 AM Peak Hour Total 38 0 38 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total Saturday Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour TotaC 70 33 37 70 33 37 141 66 75 58 0 58 56 0 56 114 0 114 Note: A zero indicates no data available. Source: institute of Transportation Engineers Trip Generation Handbook, March 2001 TRIP GENERATION BY MICROTRANS • • Summary of Trip Generation Calculation For 8.993 Th.Gr,Sq,Et. of High Turnover (Sit Down) Restaurant September 26, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-war,% Volume 127.15 41.77 1.00 1143 7-9 AM Peak Hour Enter 5.99 0.00 1,00 54 7-9 AM Peak Hour Exit 5.53 0.00 1.00 50 7-9 AM Peak Hour Total 11.52 6.75 1.00 104 4-6 PM Peak Hour Enter 6.66 0.00 1.00 60 4-6 PM Peak Hour Exit 4.26 0.00 1.00 38 4-6 PM Peak Hour Total 10.92 9.39 1.00 98 AM Pk Hr, Generator, Enter 7.04 0.00 1.00 63 AM Pk Hr, Generator, Exit 6.49 0.00 1.00 58 AM Pk Hr, Generator, Total 13.53 10.05 1.00 122 PM Pk Hr, Generator, Enter 10.34 0.00 1.00 93 PM Pk Hr, Generator, Exit 8.46 0.00 1.00 76 PM Pk Hr, Generator, Total 18.80 13.82 1.00 169 Saturday 2-Way Volume 158.37 0.00 1,00 1 424 Saturday Peak Hour Enter 12.60 0.00 1,00 113 Saturday Peak Hour Exit 7.40 0.00 1.00 67 Saturday Peak Hour Total 20.00 16.54 1.00 180 Sunday 2-Way Volume 131.84 0.00 1.00 1186 Sunday Peak Hour Enter 10.15 0.00 1.00 91 Sunday Peak Hour Exit 8.31 0.00 1.00 75 Sunday Peak Hour Total 18.46 13.74 1.00 166 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • Summary of Pass -By Trips Tor 8.993 Th,Gr.Sq.Ft. of September 26, 2006 urnover (Sit -Damn) Restaurant Driveway Volume Pass -Sy Trips Volume Added to Adjacent Streets Average Weekday 7-9 A Peak Hour Enter 54 0 54 7-9 AM Peak Hour Exit 50 0 50 7-9 AM Peak Hour Total 104 0 104 4-6 PM Peak Hour Eater 60 26 34 4-6 PM Peak Hour Exit 36 16 22 4-6 PM Peak Hour Total 98 42 56 Saturday Saturday Peak Hour Enter 113 0 113 Saturday Peak Hour Exit 67 0 67 Saturday Peak Hour Total 180 0 180 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation Handbook, March, 2001 TRIP GENERATION BY MIC T NS MiX i la NW r ILA N211 I�.J 111 WM Nl ILA NA r U ■e SA III Trip Cienerat on Handbook, 2nd Edition Chapter 5 ■ ITE 65 Table 5,20 Pass -By Trips and Diverted Linked Trips Weekday, p.m. Peak Period Land Use 912—Drive-in Bank SIZE DIVERTED ADJ. STEEL (1,000 SO. WEEKDAY NO. OF TIME PRIMARY NON PASS- LINKED PASS -BY PEAK I-10Ufl FL GFA) LOCATION SURVEY DATE INTERVIEWS PEHK.)D TRIP (%) BY TRIP (%) TRIP (%) TF-UP ph) VOLUME SOrJRCE 16.0 Overland Park, KS Dec. 1988 20 4:30-5:30 p.rn. 55 30 15 n/a nla .3 Louisville area, KY Jul. 1993 n/a 4:00-6:00 p.m. 22 — 30 48 2,570 Barton-Aschrlan Assoc. 3.4 Louisville area, KY Jul. 1993 n/a 4:00-6:00 p.m. 22 14 64 2,266 Barton-Aschrnan Assoc, 3.4 Louisville area. KY Jul. 1993 75 4:00-6:00 p.m. 11 — 32 57 1,955 Bark i-Aschrnan Assoc. 3.5 Louisville area, KY Jun. 1993 53 4:00--6:00 p.m. 32 — 21 47 2,785 Barton-Aschman ASSOC, 6.4 Louisville area, KY Jun. 1993 66 4:00-6:00 p_m. 20 — 27 53 2,610 Barton-Asschrnan Assoc. Average Pass --By Trip Percentage: 47 Table 5.21 Pass -By Trips and Diverted Linked Trips Weekday, p.m. Peak Period Land Use 931 Quality Restaurant SIZE OIV[ l I ED ADJ. STREET (1,000 SO. WEEKDAY NO. OF TIME PRIMARY NON -PASS- ONKEL) PASS -BY PEEK HOUR SEATS FT GtA) LOCATION SURVEY DATE INTERVIEWS PERIOD TRIP (%) BY TF11P (%) TRIP (%) TRIP 196) VOWME SOURCE. 240 12 Louisville area. KY Jul. 1993 38 4:00-6:00 p.rn. 36 ---- 38 26 4,14,5 Barton-AschIBart Assoc. n/a 8 Orlando, FL 1992 168 4:00-8:00 p.m. 55 — 45 n/a TPD Inc. n/a 8.8 Orlando, FL 1992 84 2:00-6:00 p.m. 40 - 16 44 n/a TPD Inc. n/a 6-5 Orlando, FL 1995 173 2:00 -6:00 p.m. — 38 62 n/a TPD Inc. Average Pass -By Trip Percentage: 44 ■ 1 1 1 1 1 1 1 1 a a a a a a 1 a a APPENDIX C Summa of Literature o Multi Use Developments This appendix includes material that is strictly far informational proposes. it provides no recom- mended practices, procedures, or guidelines. 011 Background Presented below are summaries of key quantitative and qualitative Endings from known databases on trip characteristics at multi -use sites. For each study, data are pre- sented (as available) on the mix arid size of land uses 'within the site, the level of internalization of trips within the site, overall trip genera- tion characteristics and the level of pass -by trips. In most cases, the analyses use 11't-defined indepen- dent variables. In several cases, new variables are introduced. 1, Districtwide Trip Generation Study, Florida Department of Transportation, District IV, March 1995 The Florida Department of Transportation (FDOT) sponsored this study for two reasons: first, to develop a database that could help identify internal capture rates for multi -use development sites; and second, to develop a database from which pass -by capture rates could be established. A summary of the characteristics of the six surveyed multi -use sites is presented in Table C.I. The sites range in area from, 26 to 253 acres (with four of the sites being 72 acres or less). The office/com- mercial square footage ranges between 250,000 and 1.3 million sq. ft. (with three of the sites hav- ing less than 300,000 sq. ft.). Internal Trips The proportion of daily tips gen- erated within the surveyed multi- use sites that were internal to the sites are listed in Table C.2, The internal capture rates ranged between 28 and 41 percent, with an average of 36 percent across the six sites. Table C.1 Characteristics of Multi -Use Sites Surveyed by FOOT MULTI -USE SITE SITE SIZE (ACRES) OFFICE COMMERCIAL (SQ. Fr.) (SO. FT,) HOTEL (ROOMS) RESIDENTIAL iUN TS) Crocker Center 26 209,000 87,000 256 Mizner Park 30 88,000 153,000 0 136 Gaileria Area 165 137,000 1,150, 000 229 722 Country isles 61 59,000 193,000 0 368 Village Commons 72 293,000 231,000 0 317 Boca Del Mar 253 303,000 198,000 0 1,144 Trip Generation Handbook, 2nd Edition A pendix C ■ 1TE 129 Table C.2 Daily Internal Capture Rates at FOOT Sites Multi -Use Development Sits Internal Capture Rate (percentage) Crocker Center 41 Mizner Park 40 Galleria Area 38 Country Isles 33 Village Commons 28 Boca Der Mar 33 Overall Average 36 Table C=3 Internal Trip Capture Rates (Percentages) by Type of Trip Maker at FOOT Sites Trip -Maker Crocker Center Mizner Park Galleria Area Average Users 37 38 36 37 Workers 46 4g 46 47 Total 41 40 38 40 Three of the multi -use sites were further evaluated to determine the internal capture rates for different types of trip makers, As listed in Table C.3, the internal capture rates for trips made by site workers are typically higher than rates found for visitors to the site (i.e., users of the multi -use site services) The rates by trip makers are remarkably consistent across all three sites. On average, 37 percent of user trips are internal and 47 percent of worker trips are internal to the multi -use site. Finally, three of the multi -use sites were further evaluated to deter- mine the internal capture rates of individual land uses. Table C.4 lists the reported internal capture rates by land use/trip purpose. In general, the higher internal cap- ture rates were reported for trips to and from banks and sit-down restaurants. L L 13O lTE ■ Trip Generation Handbook, 2nd Edition Apperdrx C r • APPENDIX E FDOT SEASONAL FACTORS • • Print Date: Jun./0112006 Florida Department of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report MIAMI-DARE NORTH ! 1€DCF = 0.97 Category: 8700 • • • Week Dates SF 1 01/01/2004 - 01/03/2004 1.00 2 01 /04/2004 - 01 /10/2004 1.00 3 01/11/2004 - 01/17/2004 0.99 4 01/18/2004 - 01/24/2004 0.99 5 01/25/2004 - 01/31/2004 0.99 * 6 02/01/2004 - 02/07/2004 0.98 * 7 02/08/2004 - 02/14/2004 0.98 * 8 02/15/2004 - 02/21/2004 0.97 * 9 02/22/2004 - 02/28/2004 0.97 * 10 02/29/2004 - 03/06/2004 0.97 * 11 03/07/2004 - 03/13/2004 0.97 * 12 03/14/2004 - 03/20/2004 0.96 * 13 03/21/2004 - 03/27/2004 0.97 * 14 03/28/2004 - 04/03/2004 0.97 * 15 04/04/2004 - 04/10/2004 0.98 * 16 04/ I 1/2004 - 04/17/2004 0.98 * 17 04/18/2004 - 04/24/2004 0.98 * 18 04/25/2004 - 05/01/2004 0.98 19 05/02/2004 - 05/08/2004 0.99 20 05/09/2004 - 05/15/2004 0.99 21 05/16/2004 - 05/22/2004 0.99 22 05/23/2004 - 05/29/2004 0.99 23 05/30/2004 - 06/05/2004 0.99 24 06/06/2004 - 06/12/2004 1.00 25 06/13/2004 - 06/19/2004 1.00 26 06/20/2004 - 06/26/2004 1.01 27 06/27/2004 - 07/03/2004 1.02 28 07/04/2004 - 07/10/2004 1.03 29 07/1 i/2004 - 07/17/2004 1.04 30 07/18/2004 - 07/24/2004 1.04 31 07/25/2004 - 07/31/2004 1.03 32 08/01/2004 - 08/07/2004 1.03 33 08/08/2004 - 08/14/2004 1.02 34 08/15/2004 - 08/21/2004 1.02 35 08/22/2004 - 08/28/2004 1.03 36 08/29/2004 - 09/04/2004 I.04 37 09/05/2004 - 09/11/2004 1.05 38 09/12/2004 - 09/18/2004 1.06 39 09/19/2004 - 09/25/2004 1.05 40 09/26/2004 - 10/02/2004 1.03 41 10/03/2004 - 10/09/2004 1.01 42 10/ 10/2004 - 10/ 16/2004 1.00 43 10/17/2004 - 10/23/2004 1.00 44 10/24/2004 - 10/30/2004 1.00 45 10/31/2004 - 11/06/2004 1.01 46 11/07/2004 - 11/13/2004 1.01 47 11/14/2004 - 11/20/2004 1.01 48 11/21/2004 - 11/27/2004 1.01 49 11/28/2004 - 12/04/2004 1.01 50 12/05/2004 - 12/11/2004 1.00 51 12/12/2004 - 12/18/2004 1.00 52 12/19/2004 - 12/25/2004 1.00 53 12/26/2004 - 12/31/2004 0.99 PSCF 1.03 1.03 1.02 1.02 1.02 1.01 1.01 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.01 1.01 1.01 1.01 1.02 1.02 1.02 1.02 1.02 1.03 1.03 1,04 1.05 1.06 1.07 1.07 1.06 1.06 1.05 1.05 1.06 1.07 1.08 1.09 1.08 1.06 1.04 1.03 1.03 1.03 1.04 1.04 1.04 1,04 1.04 1.03 1.03 1.03 1.02 Note: "*" indicates peak season week Page • • • APPENDIX F FDOT LOS TABLES MUATS INFORMATION TABLE 4 - 4 GENERALIZED PEAK HOUR 0-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Level of Service Lanes Divided A B C ID E 2 Undivided 180 620 1,210 1,720 2,370 4 Divided 1,940 3,140 4,540 5,870 6,670 6 Divided 2,900 4,700 6,800 8,810 10.010 4 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A 3 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 it (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided 3 C D 2 Undivided 180 1,070 1,460 4 Divided 6 Divided 8 Divided A ** *• 4* "4 390 620 800 2,470 3,110 3,830 4,680 5,060 6,060 3 1,610 44* "•" 3 1,550 3,270 4,920 6,360 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) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** s* 4* 3 44 *• •* ** Level of Service C D 500 1,180 1,850 2,450 1,200 2,750 4,240 5,580 E 1,470 3,120 4,690 6,060 Class IV (more than 4.5 signalized intersections per roils and within primary city central business distrint of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided •• ** 4* Level of Service 3 C D 4* P4 490 1,310 1,170 2,880 1,810 4,350 2,460 5,690 E 1,420 3.010 4,520 5,910 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided NON -STATE ROADWAY$ Major City/County Roadways Level of Service A 3 C D ** 44 di* *4 870 1,390 2,030 2,950 3,170 4,450 Other Signalized Roadways (signalized intersection analysis) Level of Service - A B C D ** •• 450 950 ** "• 1,050 2,070 I,480 3.120 4.690 E 1,200 2,400 Interchange spacing > 2 mi, apar Lanes 4 6 8 10 12 A 2,310 3,580 4,840 6,110 7,360 FREEWAYS Level of Service 3 C D E 3,840 5,350 6,510 7,240 5,930 8,270 10,050 11,180 8,020 10,110 12,200 Interchange spacing < 2 mi. apart Lanes 4 6 8 10 12 A 2,050 3,240 4,420 5,600 6,780 11,180 13,600 14,110 17,160 17,020 20,710 Level of Service 3,350 4,840 5,250 7,600 7.160 10,360 9,070 13,130 10,980 15,890 D 6.250 9,840 I3,420 16,980 20,550 15,130 19,050 23,000 E 7,110 11,180 15,240 19,310 23,360 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 two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0-49% 50-84% 85- 100% A 44 4* 300 3 f,p 240 680 Level of Service C 310 390 >680 D 1,310 >390 *** 044 .gib PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries a 40 mph posted speed and traffic conditions, not number of pedestrians using the facility.) (Ivluitiply 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 0 E 0-49% *• ** ** 600 1,480 50-84% •* •* " 940 1,800 85-100% "" 210 1,080 >1,080 *** BLS MODE (Scheduled Fixed Route) (Buses per hour) (Note: SUM per hour shown are only for the peak hour in she elnale direction or itiyhor tra is flaw,j Sidewalk Coverage 0-84% 85- 100% A * >6 Q 75 >4 Level of Scrvies C ?3 >3 >2 >2 Source; Florida Depart trern: of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 ht o:/rwvrvi I.myflorida,corriglass.trig/systems/stn/lasidefault.htm 02/22/02 Lanes 2 2 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Median Left Turns Lanes Adjustment Factors Divided Yes Undivided No •20% Undivided Yes -5% Undivided No -2S% ONE-WAY FACILITIES Decrease corresponding two-directicnal volumes in this table by 40% to obtain the equivalent ace directional volume for one-way facilities. *This is table doss not eeneLitsttG a 91attdard slid should b9 Wed only for geherd planning eppl'lcatiom. The computer models front which this table is derived should be used far more specific planning appileat5ons. The table end deriving computer models should not be used for corridor or intersection design, where mere refined technique -a exist. Values shown are hourly two-way volumes for levels of eervicc and are for the auttfmobiidrrraek modes unless speci icalty stated, Leval of service letter grade thtttihelds arc probably net comparable across modes and, therefore, cross modal comparisons should be made with caution. Furthermore, eembinieg levels of ser+'tce of different modes into one overall roadway level of service is not recommended. To convert to moo: average doily traffic volumes. these yawing; most be divided by as appropriate i{ factor. The i Mee input value default, and tovel cf servile criteria appear ea the following page. Caleulatians are based on planning applications of the Highway Capacity Manual, Bicycle LCS Model, Pedestrian LO5 Model andTransit Capaciy and Quality of Sonnet Manual, respectively far the. automobile/melt, bityelo, pedestrian and bus triodes. •+Cannot be achieved using table input value defaults. ...Not applicable for Mat level of service letter grade. For euternobildntsek nodes, volumes greater than level of service 0 become P because intersection capacities have been reached For bicycle and pedestrian modes, the level Of SZroq41 icier grade (including Fi is net achievable, because there is no maximum vehicle volume threshold using dilate input value defaults. 9 i Miami -Dade Interim 2005 Cast Feasible Plan • • DIRECTIONAL, DISTRIBUJTI©N SUMMARY ORIGIN CARDINAL DIRECTIONS ! TOTAL ZONE NNE ENE ESE SSE SSW WSW WNW NNW 496 TRIPS 129 41 46 111 144 155 117 89 832 PERCENT 15.50 4.93 5,53 13.34 17.31 18.63 14.06 10.70 497 TRIPS 151 64 55 123 193 198 146 136 1076 PERCENT 14.96 5.95 5.11 11.43 17,94 18.40 13.57 12,64 498 TRIPS 638 658 345 853 1426 924 576 607 6027 PERCENT 10.59 10,92 5.72 14.15 23.66 15.33 .9.56 10.07 499 TRIPS 225 93 79 191 331 303 202 247 1671 PERCENT 13,46 5.57 4.73 11.43 19.81 18.13 12.09 14.78 500 TRIPS 678 183 300 780 850 1284 624 649 5348 PERCENT 12.68 3.42 5.61 14.58 15,89 24,01 11.67 12.14 501 TRIPS 389 164 142 317 355 633 366 402 2788 PERCENT 13.95 5.88 5.09 11.37 12.73 22.70 13.85 14.42 502 TRIPS 344 150 116 244 291 613 325 366 2469 PERCENT 13.93 6.08 4.70 9.88 11.79 24.83 13.16 15.63 503 TRIPS 1343 521. 570 957 1490 2194 1403 1706 10184 PERCENT 13.19 5.12 5.60 9.40 14.63 21.54 13,78 16,75 504 TRIPS 617 222 274 229 1153 1292 716 894 5397 PERCENT 11.43 4,11 5.08 4.24 21.36 23,94 13.27 16.56 505 TRIPS 934 380 570 400 2148 2499 1567 1502 10000 PERCENT 9.34 3,80 5.70 4.00 21.48 24.99 15.67 15.02 506 TRIPS 732 277 254 434 719 1304 893 909 5522 PERCENT 13.26 5,02 4.60 7.56 13,02 23.61 16,17 16.46 507 TRIPS 593 309 290 197 1085 1232 1107 927 5740 PERCENT 10.33 5.38 5.05 3.43 18.90 21.46 19.29 16.15 508 TRIPS 45 101 79 10 53 235 146 74 746 PERCENT 6.03 13.54 10.59 1.34 7.10 31.90 19.57 9.92 509 TRIPS 339 134 88 47 559 847 705 631 3380 PERCENT 10.03 3.96 2.60 '1.39 17.43 25.06 20.86 18.67 510 TRIPS 15 23 10 3 17 73 54 44 242 PERCENT 7,44 9.50 4.13 1.24 7,02 30.17 22.31 18.18 34 - 1/18/05 2005 MUATS Miami -Dade Transportation Plan (to the Year 2030) Directional Trip istributio Re ort January 2005 R.� Tay • Prepared by: g Gannett Fleming In association with: PACO Group Public Financial Management Media Relations Group II II ID APPENDIX G COVIMITTED DEVELOPMENT WORKSHEETS & DATA Rey 9-36 COMMITTED DEVELOPMENT PM PEAK HOUR VOLUME LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION iNTERSECT10N AND APPROACH # 1 ° #2 #3 #4 #5 #6 Biscayne Boulevard & NE 22nd Street 1E5 LEFT 0 0 0 0 0 0 0 0 EB THRU 0 0 0 0 0 0 0 0 E5 RIGHT 0 0 0 0 0 0 2 0 IWB LEFT 0 0 0 0 0 0 0 0 IWB THRU 0 0 0 0 0 0 0 0 {WE RIGHT 0 0 0 0 0 0 0 0 NB LEFT 0 0 0 0 0 0 2 0 NB THRU0 11 55 13 13 65 28 0 NB RIGHT 0 0 0 0 0 0 0 0 'SB LEFT 0 0 0 0 0 0 0 0 SB THRU 0 5 73 25 6 72 23 0 SB RIGHT 4 0 0 0 0 0 0 0 Biscayne Boulevard & NE 23rd Street EB LEFT 0 0 0 0 0 0 0 0 IEB THRU 0 0 0 0 0 0 0 0 IEB RIGHT 0 0 0 0 0 0 0 0 !WB LEFT 0 0 0 0 0 0 0 0 WBTHRU 0 0 0 0 0 0 0 0 '.WB RIGHT 0 0 0 0 0 0 0 0 INB LEFT. 0 0 0 0 0 0 0 0 NB THRU 0 11 55 13 13 65 28 0 NB RIGHT 0 0 0 0 0 0 0 0 SB LEFT 0 0 0 0 0 0 0 0 ISB THRU 0 5 73 25 6 72 23 0 SB RIGHT 0 0 0 0 0 0 0 0 NE 2nd Avenue & NE 22nd Street ^EB LEFT 0 0 0 0 0 0 0 0 iEB THRU 0 0 0 0 0 0 0 0 )ES RIGHT 0 0 0 0 0 0 0 0 WB LEFT 0 0 0 0 0 0 0 0 WB THRU 0 0 0 0 0 0 0 0 WB RIGHT 0 0 0 0 0 0 2 0 NB LEFT 0 0 0 0 0 0 0 0 NB THRU 0 0 2 0 0 0 0 0 'NB RIGHT 0 0 0 0 0 0 0 0 SB LEFT 0 0 0 0 0 0 4 0 ;BB THRU 0 0 3 1 0 0 0 0 1SB RIGHT 0 0 0 0 0 0 0 0 NE 2nd Avenue & NE 23rd Street _ EB LEFT 0 0 0 0 0 0 0 0 IEB THRU 0 0 0 0 0 0 0 0 EB RIGHT 0 0 0 0 0 0 0 0 rwa LEF? 0 0 0 0 ' 0 0 0 0 WB THRU 0 0 0 0 0 0 0 0 WB RIGHT 0 0 0 0 0 0 0 0 NB LEFT 0 0 0 0 0 0 0 0 NB THRU 0 0 2 0 0 0 2 0 NB RIGHT 0 0 0 0 0 0 0 0 SB LEFT 0 0 0 0 0 0 2 0 !SE THRU 0 0 3 1 0 0 2 0 85 RIGHT 0 0 0 0 0 0 0 0 NE 2nd Court & NE 23rd Street IEB LEFT IEB THRU IWB THRU IWB RIGHT 5B LEFT SB RIGHT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 Committed ©evespoment Location Kev #1 Blue Condominium #2 Onyx On The Bay #3 Quantum On The Bay Rosabeil Lofts #5 Star Lofts (Bay 25) #6 The 1800 Club #7 2121 Biscayne #8 1400 Biscayne Boulevard ° Project traffic included in TMCs for thIs project (Completed). " Traffic study data did not include discrete intersection movements for project. Rev G-Oa COMMITTED DEVELOPMENT PM PEAK HOUR VOLUME LOCA 1oN LOCATION LOCATION LOCATION LOCATION L0CATfON LOCATION LOCATION INTERSECTION AND APPROACH #9 #10 #11 # 12 #13 #14 #15 #16 Biscayne Boulevard & NE 22nd Street EB LEFT 0 0 0 0 0 0 5 0 EB THRU 0 0 0 0 0 0 15 0 'EB RIGHT 0 2 0 0 0 0 0 9 WB LEFT 0 0 0 0 0 0 3 0 WE THRU 0 0 0 0 4 0 6 0 WB RIGHT 0 0 0 0 0 0 0 0 NB LEFT 0 1 0 0 0 0 0 0 'NB THRU 151 7 16 6 7 132 11 14 'NB RIGHT 0 0 0 0 0 0 6 0 SB LEFT 0 0 0 0 0 0 0 0 SB THRU 141 6 13 10 5 201 7 4 ISB RIGHT 0 0 0 0 0 0 2 4 8iscagne Boulevard & NE 23rd Street EB LEFT 0 1 0 0 0 0 0 0 EB THRU 0 0 0 0 0 0 0 0 ':.EB RIGHT 0 0 0 0 0 0 0 9 WS LEFT 0 0 0 0 0 0 0 0 IWS THRU 0 0 0 0 0 0 0 0 IWB RIGHT 0 0 0 0 0 0 0 0 NB LEFT 0 1 0 0 0 0 0 0 INS THRU 151 8 16 6 7 132 11 17 NB RIGHT 0 0 0 0 0 0 0 0 SB LEFT 0 0 0 0 0 0 0 0 ISE THRU 141 8 13 10 5 201 9 8 S8 RIGHT 0 9 0 0 0 0 0 0 NE 2nd Avenue & NE 22nd Street ES LEFT 0 0 0 0 0 0 0 0 EB THRU 0 0 0 0 0 0 0 4 EB RIGHT 0 0 0 0 0 0 0 0 1N6 LEFT 0 2 0 0 0 0 11 0 =WBTHRU 0 0 0 0 0 0 0 0 WB RIGHT 0 0 0 0 0 0 0 0 NB LEFT 0 0 0 0 0 0 0 0 NB THRU 64 7 0 3 2 0 0 8 NB RIGHT 0 1 0 0 0 0 20 a 'SS LEFT 0 0 0 0 0 0 0 0 SB THRU 56 6 0 4 0 0 0 4 SB RIGHT 0 0 9 0 0 0 0 0 NE 2nd Avenue & NE 23rd Street 'ES LEFT 0 4 0 0 0 0 0 0 ES THRU 0 0 0 0 0 0 0 0 EB RIGHT 0 0 0 0 0 0 0 0 WB LEFT YVE THRU WB RIGHT NB LEFT 0 0 0 0 0 0 0 0 NB THRU 69 6 0 3 2 0 0 8 NB RIGHT 0 1 0 0 0 0 C 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 S8 LEFT SE THRU SB RIGHT NE 2nd Court & NE 23rd Street EB LEFT EB THRU WE THRU WE RIGHT ,SB LEFT SB RIGHT 0 0 0 0 0 0 0 0 56 6 0 4 0 0 0 4 0 0 0 0 0 0 0 0 O 2 O 9 0 0 0 0 0 0 0 4 0 0 0 0 0 A 0 0 0 0 0 0 2 0 0 0 0 0 0 0 9 0 2 0 0 0 0 0 0 0 0 0 0 0 0 Committed Development Location Key #9 8ayview Market #10 Biscayne Park #11 District Lofts (Biscayne Condos) # 12 Ellipse # 13 Lima #14 Miramar Centre Phase II & Ili #15 Mondrian Miami (Gallery Art Condo) #16 Onyx 2 Rev 9-06 COMMITTED DEVELOPMENT PM PEAK HOUR VOLUME LOCATION LOCATION LOCATION LOCATION LOCATION LOCATON LOCATION INTERSECTION AND APPROACH #17 #18 #19 420 #21."n #22 #23 Biscayne Boulevard & NE 22nd Street EB LEFT 0 0 0 0 0 0 0 EB THRU 0 0 0 0 0 13 0 E8 RIGHT 0 0 0 0 0 0 0 WBLEFT 0 0 0 0 0 0 0 WB THRU 0 0 0 0 0 6 0 WE RIGHT 0 0 0 0 0 0 0 NB LEFT 0 0 0 0 0 0 0 NB THRU 44 35 3 13 0 4 5 NB RIGHT 0 0 0 0 0 3 0 SB LEFT 0 0 0 0 0 0 0 SB THRU 39 34 2 9 0 0 4 SS RIGHT 0 0 0 0 0 0 0 Biscayne Boulevard & NE 23rd Street EB LEFT 0 0 0 0 0 0 0 1E8 THRU 0 0 0 0 0 0 0 EB RIGHT 0 0 0 0 0 0 0 WE LEFT 0 0 0 0 0 0 0 WB THRU 0 0 0 0 0 2 0 ,'WB RIGHT 0 0 0 0 0 9 0 ;NB LEFT 0 0 0 0 0 0 0 NB THRU 44 35 3 13 0 0 5 NB RIGHT 0 0 0 0 0 4 0 SB LEFT 0 0 0 0 0 17 0 SB THRU 39 34 2 9 0 0 4 SE RIGHT 0 0 0 0 0 0 3 NE 2nd Avenue & NE 22nd Street ES LEFT 0 0 0 0 0 0 0 EB THRU 0 0 0 0 0 0 0 EB RIGHT 0 0 0 0 0 0 0 WB LEFT 0 0 0 0 0 4 0 WB THRU 0 0 0 0 0 0 0 WB RIGHT 0 0 0 0 0 2 0 WE LEFT 0 0 0 0 0 13 0 NB THRU 10 11 4 1 0 0 7 1NB RIGHT 0 0 0 0 0 0 0 SB LEFT 0 0 0 0 0 0 0 S8 THRU 9 0 4 0 0 0 5 [SB RIGHT 0 0 0 0 0 0 0 NE 2nd Avenue & NE 23rd Street EB LEFT EB THRU EB RIGHT WE LEFT 1V'JB THRU I.WB RIGHT NB LEFT NB THRU NB RIGHT SB LEFT SB THRU 5B R#GHT NE 2nd Court & NE 23rd Street IEB LEFT !EB THRU yWB THRU IWB RIGHT SB LEFT ISB RIGHT 0 0 0 0 0 0 0 O . 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0. 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 10 11 4 1 0 2 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 4 0 0 0 5 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 Committed Develcoment Location Key: #17 Paramount Bay Edgewater Sq.) #18 Park Lane Tower #19 Platinum On The Bay #20 Portico #21 Silverton #22 Sohe #23 Soleil (3100 Biscayne) "` No project traffic intersecting study intersections. ..., Project traffic indeterminate; nominal volumes added, Rev 9-06 COMMITTED DEVELOPMENT PM PEAK HOUR VOLUME LOCATION LOCATION LOCATION LOCATION LOCATION LOOAT;ON TOTAL INTERSECTION AND APPROACH #24°"°" 425 #26 #27 #28""" #25""` VOLUME Biscayne Boulevard & NE 22nd Street ES LEFT 0 ]ES THRU ES RIGHT 0 .WE LEFT 0 WB THRU ^v IWO RIGHT 0 NB LEFT 0 0 INS THRU 5 0 NB RIGHT 0 0 TSB LEFT 0 0 SS THRU 5 23 SS RIGHT 0 0 0 0 0 0 0 0 0 0 C 0 0 0 5 0 0 0 28 0 0 0 4 0 0 0 3 0 0 0 12 0 0 0 0 2 8 0 5 0 0 0 3 7 5 41 693 0 0 0 9 0 0 0 0 2 5 27 748 0 0 0 6 Biscayne Boulevard & NE 23rd Street DEB LEFT 0 0 0 0 0 0 1 1ES THRU 0 0 0 0 0 0 0 '-ES RIGHT 0 0 0 0 0 0 0 i-WE LEFT 0 0 0 0 0 0 0 WB THRU 0 0 0 0 0 0 2 !WB RIGHT 0 0 0 0 0 0 9 !NB LEFT 0 0 0 0 0 0 1 NB THRU 5 0 2 7 5 41 693 .NB RIGHT 0 0 0 0 0 0 4 'SS LEFT 0 0 0 0 0 0 17 SB THRU 5 23 5 2 5 27 754 SS RIGHT 0 0 0 0 0 0 3 NE 2nd Avenue & NE 22nd Street BB LEFT 0 0 0 0 0 0 0 :ES THRU 0 0 0 0 0 0 4 :ES RIGHT 0 0 0 0 0 0 0 !WSLEFT 0 0 0 0 0 0 17 'WS THRU 0 0 0 0 0 0 0 WS RIGHT 0 0 0 0 0 0 4 NB LEFT 0 0 0 0 0 0 13 NB THRU 2 30 0 0 2 95 244 NB RIGHT 0 0 0 0 0 0 29 'SE LEFT 0 0 0 0 0 0 4 :SE THRU 2 8 0 0 2 63 167 SB RIGHT 0 0 0 0 0 C 0 NE 2nd Avenue & NE 23rd Street ES LEFT EB THRU E6 RIGHT WB LEFT WE THRU WB RIGHT 0 0 0 0 0 2 NE LEFT 0 NS THRU 2 N5 RIGHT 0 !SS LEFT 0 SB THRU 0 !SS RIGHT 0 NE 2nd Court & NE 23rd Street _____-_,.- ES LEFT 0 ES THRU 0 0 WB THRU 0 0 WB RIGHT 0 0 •SB LEFT 0 0 SS RIGHT 0 0 0 0 0 0 0 30 0 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 c 0 0 0 0 0 0 0 0 0 0 0 0 o c 0 0 0 0 0 4 0 0 0 0 0 0 0 2 0 0 0 0 0 2 95 247 0 0 0 1 0 0 0 2 0 2 63 167 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 4 0 0 0 2 • 0 0 0 0 0 0 0 2 Committed Devetaom6nt Location Key: #24 The Boulevard (Avant Towers) #25 The Chelsea #26 The Platinum: Condo #27 Vista Biscayne #28 Performing Arts Center #29 Midtown Miami (See footnote "**' below) `""° Project traffic indeterminate; nominal volumes added. 1"" Midtown Miami traffic is summary of available individual tract data listed separately • • PM PEAK HOUR TRAFFIC OF MIDTOWN MIAMI DEVELOPMENT TRACTS Midtown Miami Development Only "RACT TRACT TRACT TRACT Shops INTERSECTION AND APPROACH A 7 F G Midplock TOTALS Biscayne Boulevard & NE 22nd Street ILO LEFT 0 3 0 0 0 0 SE THRU 0 9 0 0 0 0 EB RIGHT 0 0 0 0 0 0 WB LEFT 0 0 0 0 0 0 W5 THRU 0 0 0 0 0 0 V49 RIGHT 0 0 0 0 0 0 NB LEFT 0 0 0 0 0 0 NB THRU 22 5 5 4 4 41 NE RIGHT 0 0 0 0 0 0 SE LEFT 0 C 0 0 0 0 SO THRU 13 5 4 3 2 27 SB RIGHT 0 0 0 0 0 0 Biscayne 8outevard & NE 23rd Street EB LEFT 0 0 0 0 0 0 se THRU 0 0 0 0 0 0 E8 RIGHT 0 0 0 0 0 0 WB LEFT 0 0 0 0 0 0 Wa THRU 0 0 9 0 0 0 1NB RIGHT 0 0 0 0 0 0 NE LEFT 0 0 0 0 0 0 NB THRU 22 5 6 4 4 41 NB RIGHT 0 0 0 0 0 0 ISB LEFT 0 0 0 0 0 0 SS THRU le 5 4 3 2 27 BB RIGHT 0 0 0 0 0 0 NE 2nd Avenue & NE 22nd Street EB LEFT 0 0 0 0 0 0 =EB THRU 0 0 0 0 0 0 Es RIGHT 0 0 0 0 0 0 WE LEFT 0 0 0 0 0 0 WBTHRU 0 0 0 0 0 0 Vr'B RIGHT 0 0 0 0 0 0 NB LEFT 0 0 C 0 0 0 <NS THRU 49 12 14 10 10 95 'NB RIGHT 0 0 0 0 0 0 SS LEFT 0 0 0 0 0 0 00 THRU 29 10 10 7 7 63 !SSRIGHT 0 0 0 0 0 0 NE 2nd Avenue & NE 23rd Street E2 LEFT ES THRU EH RIGHT WE LEFT 1WETHRU WB RIGHT NB LEFT NH THRU NB RIGHT SB LEFT SS THRU SS RIGHT 0 0 9 0 e 49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 0 14 10 10 95 0 0 0 0 0 0 0 0 10 7 7 63 0 0 0 0 NE 2nd Court & NE 23rd Street 09 LEFT EB THRU 0 0 WO THRU 0 WO RIGHT 0 58 LEFT 0 EH RIGHT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 TRACT/PARCEL A Shops at Midtown Miami a Mid Book East F Buena Vista East (Parcel 4) G Buena Vista East (Parcel 3) Shops at Midtown Miami • Midblock Ai data used that was reviewed by city state and made available from City of Miami fifes • ■ ■ ■ rN A x Proposed N- 34th St Extensio Figure 7 Shops at Midtown Miami ® Midblock '?*Scale, Project Turning c,azs o.as 0.075 o.�r<ie Movement Volumes ► �1 an�Asstxates,tnc. July 27, 2004 3 AM Peak Hour Volume (6) PM Peak Hour Volume 5(16) NW 34th St '69 Scale miles 0.025 0.05 0.075 0.1 I I I I 1 1 ! ! 1 1 1 I l: ! 1 / ProLosed N 32t�d SLFa iawLe11,.b,�ee 1 ..... �.«.®ems®..�e� I i 1. 1 1 1 1 1 vi / m1 l f1 1 of SI I / 271 l morwa..J.ilifii1"�—c ! . -l..eee....ee1 e® a`I I 1 1 1 0 1 Z 1 +nir,1 —1 1 t��(25) 5(19)---1 Figure 8 Buena Vista East Tract F (Parcel 4) Project Turning p. _ Kir1Iey.Horr Movement Volumes lb.- r and Associates,itic. October 15, 2004 Legend 7 AM Peak Hour Volume (25) PM Peak Hour Volume --E--lw FEC Railroad Existing Roads m e ® Proposed Roads Project Boundary 0 i (3)- 3(10)- cc i t NW 34th St Figure 9 F Buena Vista West Tract D (Mid Block East) Scale Project Turning ,P-1,.,1 Iim .Horn ►. f• ___ and Associates: Inc. October 27, 2004 NE 36th St (US 27 Legend 3 AM Peak Hour Volume (10) PM Peak Hour Volume --1✓�- FEC Railroad Existing Roads .. r •• ® Proposed Roads Project Boundary Miles Movement Volumes 0.025 0.05 0.075 0. NW 34th S 'r Scale 3(3) 0 0— * as a 4(13)--i 0--► 0 4(15 1 1 1 1 1 1 1 1 1.4 NE 3d *(US27; Legend 5 AM Peak Hour Volume (17) PM Peak Hour Volume FEC Railroad Existing Roads ■« ^• Proposed Roads Project Boundary Figure 11 Buena Vista East Tract G (Parcel 3) Project Turning Movement Volumes Miles 0 0.025 0.05 0.075 0.1 Kimley-lion; i' ®. and Associates, Inc. November 5, 2004 TRAFPC SONAL SITE Deed End Deed End NE 29th Street 2NE 28th Street NE 27th Street Aler"" ACAFFar 111 10.141.0Ysis FotorEsziowx PM Peak Hour Site Only Traffic Figure 4 7 • dpe PACJEG rI BISCAYNE PARK MUSP TRAFFIC IMPACT STUDY tYLE� PM PEAK HOUR PROJECT TRIPS £X BIT No. I3 2 Page 23 NE 29TH STREET Amor seem NE 28TH 1 t 1 NOM NE 21T►I STREET NE 28TH TERRACE: NE 25T14 STREET —1I5 ivINNS 11„1 NE T671-1 STREET NE 24114 STREET NE 22RD S letter NE 22ND STREET ea 07 NE21STSTREET r w iJ a 219 . dkMWPM PEAK HOUR PROJECT TRAFFIC VPH 1 t .1110112 ewe IMP NORTH PROJECT etscA YNE SAY FIGURE f AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. BAY 25 September 9, 2002 Page 23 1/5 t8/3 NE 29TH STREET NE 28TH STREET NE 27TH STREET NE 28TH TERRACE r MOM SNOW Meng NE 2ND AVE NE 25TH STREET NE 25TH STREET NE 24TH STREET `13tO [^ 4l21 1714 ielt PROJECT 11© ea NE 23RD STREET NE 22ND STREET 3113 m 3l18 Fr; 114 NE 21 ST STREET z 9/4 NE 20TH STREET 2/9 NE 19TH STREET + 1/4 7/4 t 1,7 1 4MM MOM MEM 3/11 2 AMIPM PEAK HOUR NET ADDITIONAL TRAFFIC DUE TO PROJECT • NORTH NTS BISCAYNE BAY 1 FIGURE AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. SOHO CONDOMINIUM May 26, 2004 Page 23 Lu ey w z Alt NTH STREET NE 2$TH STREET 'NE 27TH STREET NE 25TH TERRACE — NE 28TH STREET Ji l 3M0 ig4,5 PROJECT NE 25TH STREET 31 i, NE 24TH STREET ' NE23RD STREET NE 22ND STREET G NE 21ST VTR EET W z 41 MEW alang. 1 1- asisom — 31i A. AM/PM PEAK HOUR NET AD DITIONAL TRAFFIC DUE TO PROJSC T NORTH NTS cc FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEOT, P.E, BISCAYNE SAY LOFTS September 12, 2003 Page 22 NE 21 ST NE 19 ST NE 17 TERR 4 39 hi 39 3 P CACTI ; Tr.E: BISCAYNE RENTALS -4`12M PEAK PROJECT MUSP TRAFFIC STUDY TRIP ASSIGNMENT EXHIBIT No, Page 12 • • NE 4th Avenue NE 22nd Street N /ors. 2� cayne Boulevard tN CO 4— 34 -t— 6 r 30 PM Peak Hour IN = 52 OUT = 70 TOTAL. = 122 SITE cra 'L2 North Bayshore Drive Biscayne 21 Condominium 50 - 1 13.78 21.54 14.63 TAZ 503 °fo 6.75 13."19 5.12 9.40 5.60 Biscayne Bay NE 21 st Street -441 nrarlEik TRANSPORT ANALYSIS PROFESSIONALS PM Peak Hour Site Only Traffic 2121 Biscayne FIGURE 5 • • NE 2NO AV E NE 213TH STREET 1 erre zrigs NE 25TH STREET ERVar 810S25 Mar NE 27TH STREET NE 28TH TERRACE NE 20TH STREET 312 A 44/5 PROJECT linSt5 NE 25TH STREET 1)317:11 NE 24TH STREET NE 23RD STREET NE 22ND STREET E3!SCAYNE1 NE 215T STR EET Orr ...ror Orr 3011 AM,PM PEAK HOUR NET AD DiTIONAL TRAFFIC DOE TOPROJECT FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC NORTH NTS BISCAYNE BAY JACKSON M. AHLSTEDT, P.E. BISCAYNE SAY LOFTS September 12, 2003 Page 22 1 NE 2OTH STREW 1' /72 NE 19TH STREET �1► 22/96 4-ot NE 18711-STREET NE 2ND AVE 17173 17173 2155 49/44 4159 NE 'i7TH TERR 49/44 Allik 14/59 918 w Q 45199 AP /PPEAK HOUR PROJECT TRAFFIC IN VPH 111 PROJECT FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. METROPOLIS BAYSHORE CONDOMINIUM April 29, 2003 Page 22 • • o NE23 St NE NE 21 St NE 20 Ter NEI9 St NEI8 S NEI7 Te 34/17 NE 26 St NE 25 St NE 24 St 41 Z 84/43 ist Pa mg VS mu PM Sar km Om ma mg NTS Project 9f84 :AMlPM PEAK HOUR :PROJECT :TRAFFIC IN FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. EDGEWATER TOWER August 4, 2003 Page 22 a a 2 NE 2STH STREET pa* irmaitl MUM NE 26TH STREET NE 27TH STREET NE 26TH TERRACE NE 26TH STREET Ir-1316 ' 2/13 NE 25TH STREET NE 24TH STREET NE 23RD STREET NE 22ND STREET NE 21 ST STREET r.. Arm Wawa Y Y g m awes =Os WPM 219 AMlPM PEAK HOUR PROJECT TRAFFIC IN VPH NORTH NTS PROJECT BISCAYNE SAY FIGURE 8 AM AND PM PEAK HOUR PROJECT TRAFFIC BAY 25 September 9, 2002 Page 23 JACKSON M. AHLSTED'T, P.E. NE 20TH STREET 33/72 11/48 72/85 NE 19TH STREET NE 18TH STREET 22J24 172/65 33/29 •-•111-1•••• 4.111•0••-•01 •• 1.•••• NE 1 hrTERR 71/111. 45/99 *66 58 NE 2ND AVE BISCAYNE BLVD 99/87 45/99 45/99 AM/PM PEAK HOUR PROJECT TRAFFIC IN VPH a UJ 0 z - ca 4 PROJECT FIGURE 8 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P,E, THE 1800 CLUB August 22, 2001 Page 29 J490 Biscayne Blvd MUSS' Traffic Impact Studv Figure 4: Existing PM Peak Hour TMCs RICHARD GARCIA & ASSOCIATES, INC. 13 1490 Biscayne Blvd MUSP Traffic Impact Study • • 411 Figure 6 below depicts the future intersection volumes (TMC). Figure 6: Proposed PM Peak TMC (2008) RCHARD GARCIA & ASSOCIATES, 1NC 24 BISCAYNE BLVD N.T.S. 28 VENETIAN CSWY LEGEND XX - ENTER (XX) - EXIT PROJET: BAYVIEW MARKET MUSP TRAFFIC IMPACT STUDY TULtA PM PEAK HOUR PROJECT TRIPS EX6-{SiT No. 13} Page 22 tE 24 sT PROJECT SITE c� s°E Lf-( J1L L 1 r1=(--! S27 -� NE 23 ST (2) NE 22 ST � « I JL - u m » NE 29 ST - r� 0. PAW ECT) NE 2E ST BISCAYNE PARK MUSP TRAFFIC IMPACT STUDY TITLE: PM PEAK HOUR PROJECT TRIPS LEGEND XX - ENTER (XX) - EXIT EXHIB}T rtv. 13 Page 23 Firr 1PAKSPORT Al4A4 S PROFESS}ONH.S TRAFFC $kGNAL NE 29th Street Geed End 27 NE 28th Street NE 27th Street SITE PM Peak Hour Site Only Traffic Dead End -- 1 N.T.S. Figure 4 • • • NE 2© ST BISCAYNE BLVE NE 19 ST t (11 uJ z PROJECT SITE (4) 1 NE 15 ST NE 18 ST NE 17 TER BAYSHORE CAR N.T.S. VENETIAN CSWY NE 14 ST LEGEND XX m ENTER (XX) - EXIT { PPP.; T; ELLIPSE MUSP TRAFFIC IMPACT STUDY PM PEAK HOUR PROJECT TRIPS XH€BIT No. 13 Page 22 BOULEVARD NE 31 ST N , i 5 . w z NE 30 ST 3 c. w z NE 29 ST nl 8 .-� — 5 3 15 2 13 NE28 ST CV 20 NE 27 ST IN=36 OUT = 26 PC 'EC4: LIMA MUSP MUSP TRAFFIC IMPACT STUDY PROJECT PM PEAK HOUR VEHICULAR VOLUMES EXHI8IT No, 13J Page 22 NE 19Ter E 17th Ter NE 18th St NE 17th Ter ® 17 NE 17th St 14th St NE 1Sth Te NE 14th S LEGEND ® Signalized �-+ • Unsignalized 1 L A.46# 24 1 29 PROJECT SITE 65 267 �0 27 - 194 4- 595 9 CORRADINO CARR SMITH CORRADINO Miramar Centre Phases II and Ili Future (2003) Peak Season Traffic With Project Trips Figure 6 • • 411/6, 4/1 5 NE 2ND AVE A 317 1'8/5 5/13 14 NE 29TH STREET NE 28TH STREET NE 27TH STREET NE 26TH TERRACE NE 26TH STREET %NM moose ow= 378—* 6/14 6/14 15/8 f-514 NE 25TH STREET 6/14 PROJECT NE 24TH STREET .4111i 7/21 NE 23RD STREET 6/4 421/11 11/6 Vr-673 NE 22ND STREET 1 A 7/20 -5/17)111' co 3/6 NE 21ST STREET uJ z ›- 15/8 NE 20TH STREET 5/14 6/3 .111, 2/5 1 5/12 3/11 = AM/Phil PEAK HOUR NET ADDITIONAL TRAFFIC DUE TO PROJECT NORTH NTS BISCAYNE BAY FIGURE 7 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. GALLERY ART CONDOMINIUM June 3, 2004 Page 26 • • NE 36 ST 1 N.T.S. 1/4 1 6/3 NE 33 ST 21i 4;2 J Q Z 4/2 U _ cry i015 M l 1 115 1/6 12/5 NE 23 ST -4----- 1/6 4//20 10/5 `ru�nu PROJECT NE 28 ST 4/25 9/11, 2/5 t2/6 17/8 NE 26 ST 2/17 NE 22 ST 17/6 2/111 513,1 141/5 LEGEND 9/4 3/11 = AM/PM PEAK HOUR NET ADDITIONAL TRAFFIC DUE TO PROJECT FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. ONYX 2 CONDOMINIUM April 15, 2004 Page 23 "rO /i2 4— 9 E%/19 rn NE 29th Street ?59f?6 —� ♦— 5%/18 5%/6 15%/17 —PO 9%/9 —� y N 0 10, 0 CC rn i6%/377-40 I ;i itc— € # r 77.g 18%/21 N ry 35%/42 4--25%/29 23 /24 NE 21st Street t— 2%/2 4---rC %/? 2 4%/4 —® 3%/3 --� \ M` 0 to N ri i (SEE DE TA imemsumeentaw ,Z/16 rni Avenue 5%/5 - --► NE 20th Street 20%/21--' . 14 --26% CUT/33 Lf 20% ]N /29--m-111. 0 C Cil ev 4J 0 �'7 f NE 15th Street 5%/5 5%/5 —► 3fl%/31 co d r ca /^ 5%/6 ® NE 19th Street NE 20th Terrace (-40. cl.)�c o a R v 0 C 4— 5 %/e cc 5%/5 ---� co co N 41) 5%/5 t) LEGEND XX%/XX P.M. PEAK HOUR DISTRIBUTION/ASSIGNMENT (vEHIC_ES) 1XX% IN/XXI P.M. PEAK HOUR/DISTRIBUTION/ASSIGNMENT (PERSON —TRIPS) DETAIL ®-- 76%/BS 8%/8—r 5%/6 —� O NE 21 st Street 8%/8 I i i; E..G d W h O 1 X n L 0 L: 4J 0 4) 4%/16 7%/7 75%/89 --1 NE 2u1h ierroce 5%/5 75%/78 82%/85 —* 7%/7 —* 7%/8 --Z t 40) FIGURE 4 PROJECT ;RIP DISTRIBUTION AND ASSIGNMENT Kimley-Horn Pamrf Ann"n;'s+r.n 4w.a 11--4 TrAHOPOAW4./114 rpaPEsnrox.131 TRAFFIC SIc!At k— 30 9 o — 19 ,„ r yV � o TRAFFIC 9IGpAL NE 33rd Street 27 21 SITE NE 4th Avenue. 21 27 --} Dead Erb —� O ad End ---o NE 32nd Street Ng 29th Street Park Lane Tower PM Peak Hour Site Only Traffic N.T.S. Figure 4 7 r 3O%/5---* NE 2nd Avenue 55%/11---+ 0 0 CO a) a 0 0 EE 4--100%/15 30%/18 --;• LEGEND XX%/XX P.M. PEAK HOUR G'•STRIEUT1ON /ASSIGNMENT (VEHICLES) 'Xx IN/XXi P.M. PEAK HOUR/DISTRIBUTION/ASSIGNMENT (PERSON —TRIPS) th Avenue 0 z NE 30th Street NE 29th Street FIGURE 4 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT Kimley-Horn NE 20 ST NE 19 ST 2 19 NE 18 ST NE 18 ST s N. T S 1 NE 17 TER4 N BAYSHORE DR PROJECT: PORTICO PM PEAK HOUR MUSP TRAFFIC IMPACT STUDY I PROJECT TRIPS EXHIBIT No. 1 3 Page 22 7 (------------------7- 3) t W 1\. ISA SPO T A+4ALYSIS PAORE ONALS .NW 36th Street at 3rd Avenue .MUSS' Figure 6 Traffic Impact Study Project Traffic PM Peak Hour • • 1 7/3 1/611r 7/3 1/5 6 NE 29TH STREET 116 r� NE 28TH STREET NE 27TH STREET NE 26TH TERRACE Z (V Li z NIER NE 26TH STREET NE 25TH STREET NE 24TH STREET 4 2d/9 42019 1 /i0 PROJECT 413/6 it ~ 4/21 7/4 N NE 23RD STREET NE 22ND STREET 3/13 0/3 1t4 NE2ISTSTREET 3/i 6 w 2 CC 9/4 NE 20TH STREET 714 17 NE 19TH STREET 69191811861 3/11 = AM/PM PEAK HOUR NET ADDITIONAL TRAFFtG DUE TO PROJECT NORTH NTS BISCAYNE BAY FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E, SOHO CONDOMINIUM May 26, 2004 Page 23 • • Land Use (LU) High -Rise Residential Specialty Retail Quality Restaurant General Office Site Project Trip Generation Analysis Units 301 DU 8.337 SF 2.583 SF 1,095 SF ITE LU CODE 232 814 931 710 PM PEAK HOUR TRIPS ITE TRIP IN OUT GENERATION TOTAL RATE % Trips % Trips TRIPE 0.38 2.71 7.49 1,49 63% 72 37% 44% 10 58% 87% 13 33% 17% 0 83% 42 13 8 1 114 23 19 2 Gross Vehicle Trips Vehicle Occupancy Adjustment { 16,0% Of Gross Trips Transit Trip Reduction CD 14.9% Of Gross Trips Pedestrian/Bicycle Trip Reduction et 10.0% Of Gross Trips Net Vehicle Trips Net Person Trips in Vehicles Net Person Trips in Tranelt rat Net Person Trips (Vehicle and Transit Modes) 1,40 PersonslVehicle 1.40 Persons/ Vehicle. 60% 96 40% a 80% 15 40% 60% t4 40% 60% 10 40% ea% 66 40% 096 79 40% 6014 20 40% 60% 99 40%. ; s,%��F 4 `��`x?fasd� ''`�%'; Net Parson Trips (Walking7Bicycling) * 1.40 Pentane/Vehicle 60% 13 40% ROTES: A IS% OCCUPANCY ADJUSTMENT 1S BASED ON MIAMr8 1.4 VERSUS ITE'S 1.2 PERSNEH. TRANSIT TRIP REDUCTION BASED ON PROJECTED MODAL SPLITS USED IN THE ORIGINAL DOWNTOWN MI. PEDESTRIAN AND BICYCLE REDUCTIONS WERE BASED ON THE DOWNTOWN CHARACTERISTICS. (ABOVE METHODOLOGIES ARE CoN5lSTEHT WITH THE DOWNTOWN MIAMI DR1-INCREMENT 11, TABLE 21.01) 63 0 9 6 37 52 13 9.6 9 166 24 18. 90 131 33 164 22 • • 2flH 27171 6 2511-1 Arx: yzed Tnttrsect; Cf1 I PyD 26T J 10 25TH 26114 F1gure: 3050 b I SGAYNf hML15P PERCENT % INGRESS • • 5TH 1 E1 25T H 2TTH AftalyZCG 1r14efsectan i Pyp7 rn 0 IR s gore: 3050 01SGAY10 MUS9 PERCENT % EGRESS • The Boulevard MUM' Traffic Impact Study • • • Table 7: intersection LOS Summary LveI of Seiv,ce Summary Existing Proposed intersection Delay LOS Delay LOS Biscayne Blvd & NE 34th Street 6.5 A 10.4 a Biscayne Blvd & NE 3P Street 7,4 A 7.9 A NE 2nG` Avenue & NE 34th Street 1,1 A 1.7 A NE 2nd Avenue & NE 33' Street 0.8 A 0,8 A NE 34th Street & Driveway 0 A 13.2 B The following TMC's were utilized in the Proposed Condition Analysis. This condition consisted of the seasonally adjusted existing condition, the background growth, the committed developments and the site traffic. Figure 5: Proposed TMC's L mICHARD GARCIA & ASSOCIATES, iNC. 20 NE 16th Street NE 15th Terrace School Board Parking Garage TAZ 506 c 16.46 13.26 16.17 5.02 23,61 4.60 13,02 7.86 fA TRANSPORT ANALYSIS PRO SIGNALS 4a C tv 7.1 w z 20 57-4 NE 15th Street PM Peak Hour IN 95 OUT 129 TOTAL 224 SITE PM Peak Four Site Only Traffic 2e-t Nis South Truck sour! Garage Driveway The Chelsea FIGURE 5 9 • • • E 36TH STREET w z z uJ IE32NO STRE_ET „Y. L./ WAL,74REE1S 31TEE 2/6 NE 20TH STREET 2/6 --> NE 28TH STREET /3 NE :.,C7-1 STREET PROJECT 7/2 11/5 1E 27114 S1R.T NE 2eTH TERRACE NE 2TTH STP.EET mamma SMIZSZ0 W.= IZANKVA 1•1310211e1 .1111/Mil B/SCA YNE BAY NE 2DTH TERR 2 0/20 Atvi.di PE_.:A..IK HOUR 1---'ROjECT TRAFFIC FIGURE 7 AM AND FM AK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, RE. PLATINUM CONDOMINIUM February 5, 2003 Pzlcze. 24 • • 2 RIF TiwateolNctuod.Ybill PROPIZZIONALE cc Vista Biscayne PM Peak Hour Site Only Traffic 7 NE 29th Street SITE N,T.S. Figure 4 NE17St NE16St NE15St- Metramover Station NE 14 St fi4 NE13St 17 133 626733 285 24 N 41 632 2 35 78 —y 59 NE 12 St NE 11 St 11 798 Metromover Station NE 17 Ter NE17St' 20 844 50 ot___ 40 a 36 �^^ 35 1432 I05 Metromover 371352746 Sm tion r Ballet Concert 5 as opera �, a4; Ball 4.House �............. 61 '� ,,-...-.—iy 255 ♦ 3tl7 , m 671 2 656 etromovet Station Venetian Causeway Macarthur Cousew�Y CARR.SMVIITH CORRADI O, Pe formingArts Center. NE 17 St NE16St NE15St- Metromaves Station NE14St9� NE13St 41 658 3 C— 17 133 76 767 33 11,839 NE12St NE11St Metromnver Station ; E a3 e.A 1.4.1 NE17Ter NE IS 17 19 fir Ball Open] ,„ House 77 255 68 53 5.5 Metramover 3T15'.57137 Station a Iry 1 etromover Station i Venetian Causeway CARR SMITH CORK ADJNC Performing Arts Center Figure 6 • APPENDIX H REDUCED SITE PLAN • • N.T.S. fINBAV PU 1SV3HIAON NORTHEAST 23rd STREET NORTHEAST 22nd STREET 2222 Biscayne Reduced Site Plan • APPENDIX I UPDATED SITE USES 09/25/06 • • -.En- csitZ1 01 i5e, 1 1 csa tilAr n pormr...:n GAIL BYRON BALDWIN ARCHITECT iNC FAX & TRANSMITTAL COVER TO: DAVID RHINARD COMPANY TAP FROM; JANE DECKER DATE: SEPTEMBER 25, 2006 FAX/TEL NUMBER: 305-385-9997 TOTAL NO. OF PAGES INCLUDING COVER: 3 RE: FAR ANALYSIS COMM # 06-020 NT 0 FOR YOUR RECORDS 0 FOR YOUR APPROVAL 0 FOR YOUR usD CONFIDENTIAL CI FOR YOUR INE0 17:3 RFOUES3 FOR 1NFORMATiON D ANSWER TO REID FOR REVIEW/COMMENT DAVE PER OUR PHONE CONVERSATION, ATTACHED ARE THE NUMBERS THAT WERE SUBMITTED TO THE CITY ON 9/20/06 AND APPROVED / SIGNED OFF ON, THESE ARE THE NUMBERS / CALCULATIONS THAT ARE BEING SUBMITTED WITH THE MAJOR USE SPECIAL PERMiT. PLEASE CALL ME TO DISCUSS AND REVIEW. THANKS, JANE 3250 MARY STREET, *406 COCONUT GROVE, FL 33133 3 0 5 - 4 4 3 - 2 2 6 6 FAX / 4 4 3 - 3 9 0 3 gail@gailbalciwin.com jane@gailbaldwin.corn • Miami, FL 3313• • ;LE SHEETA00Q.1 FOR GRAPH/C. LWSTRATiN6 AREA CAICUAtT 0 S. PROJECT DESCRIPTION NEW CONSTRUCTION OF A 29-STORY MIXED -USE OFFICE CONDOMINIUM BUILDING IN/ RETAIL, RESTAURANT AND BUSINESS USES B ZONING DATA JURISDICTION CITY ar MIAMI, MIAMI-DADE COUNTY, FLORtDA ZONING CLASStFIGATTc* C-1 with an SD-20 Overlay USE/OCCUPANCY B - Business APPLICABLE CODES CITY OF MIAMI ZONING ORDINANCE FLORIDA BUILDING CODE 2004 Incl. Florida Aecessbility Code for Building Construction LIFE SAFETY CODE 2003 FLOOD ZONE X, AE 11, AE 10, AE 9 CONSTRUCTION TYPE 1 LEGAL DESCRIPTION tract A of Terranova Biscayne, According to the plat thereof, as recorded In Plat Book 150, Page 14, of the Public Records of Miami -Dada County, Florida. GROSS LAND AREA (GLA) 223,653 square feet NET LAND AREA 161,805 square feet 1 Calculation Max. / Min. Allowed I Existing 4 Proposed, FLOOR AREA RATIO (FAR) SD-20 PUD Bonus 2.0 * GLA 0.20 " GLA 447,306 sf max. 44,731 sf 55,275 sf Existing 7-story & 2-story Buildings 431,983 of Proposed New Office Tower TOTAL FAR AVAILABLE 492,037 SF 487,258 SF TOTAL PROPOSED!EXtSVO • Existing FAR newly revised based on receipt of existing permitted plans not avaiabie previously. SQUARE FOOTAGE BREAKDOWN -PROPOSED NEW TOWER ONLY TYPE (USE) SQUARE FOOTAGE Countable as FAR: 371,863 sf (Note: This assumes 46,805 sf 3.506 sf 3,081 sf 6,728 sf (includes lobby dining half -floor or Individual tenant Users WI a central corridor.) 13,315 sf Retail Business (Total) areas) designed yet) Office Corridor' Lobbies Retail Bank Restaurant Non -FAR Outdoor Terrace (Dining) Storage Mechanical/Chase 431,983 Proposed FAR 2,265 sf 25,014 sf Unknown at thls time (rot {1 Z a 1 r I?13 a .8 en ee t Proposed 29-Story Building FRONT(S) 0 C.Biscayne Blvd o e4 r. j NE 2nd Avenue o CUE e.urnit* +-vv r rel, rn c r LA." I +..vvcrshw r6 F gwr TOTAL PROPOSED C3 sti COVERAGE SETBACKS: (Per 620.2.3,1 City of Miami Zoning) 134,192 sf • t SIDES 22nd Street 23rd Street 22,294.31 sr Existing 2-story Building, 7-story office and breezeway 33,482.75 Parking Garage 61,448.08 Proposed New Building 117,225.14 sf Required Setback 10'-f. 10'-0' 7'-6` Meulmum Heiohl: UNLIMITED Provided Setback Existing Buildings Proposed Bldg 273'-5' 211'-3' 10'-2" 1V-5" 12'-5° 10' 0 10'-0e Proposed Height: 437.5833' NGVD PARKING REQUIREMENTS: REQUIRED: New Office (SD-20) & Other: 1.300 New Retail (SD-20): 1:550 Parking Req'd for Esist'g Bk1gs 208 Cars TOTAL CARS REQUIRED 1.749 CARS REEN SPACE REQUIREMENTS: Calculation: PROVIDED: Proposed New Regular Csrs Proposed New HC Cars Existing Regular Cars Existing 11C Cars TOTAL PARKING PROVIDED 0.10 GLA Required: 22,355 sf 1,581Ccrs 29 166 9 1,784 CARS Proposed 23,154 Square Feet - Existing Buildings 4,612 Square Feel Proposed New Toter 27,766 Square Feet -Total Landscape See Also Landscape Table On Sheaf L-1 --""--_./ "--"_-�'�h_f 5U6 rt9[ KA�iE - fl At. PRODUCT SUBJECT TO r • APPENDIX J AUTOTURN CAR AND TRUCK OVERLAYS • • • \ • OWESTBOUND - BAY 1 TRUCK WESTBOUND-BAY2 TRUCK II , EASTBOUND - BAY 2 TKO( Th WEST OUND-BAY3 TRUCK .e WESTBOUND-BAY2 TRLICX OUND - BAY 4 GROUND FLOOR PARKING & VALET CAR ?9, 00 307 01 Feet - 06, 7.00 Track, , 6,00 Lock to LOC Tr 6,00 Steeri,'3003 PASSC,Ve r.:AR LEGEND TRUCK & CAR DETAIL zr\ TRAFFIC ENGINEERINGING - CAR &TRUCK TURNING RADII 1 1 =, 2D.O. 1144% AWE 9.137 NO A-101.1 ARCHITECT 1 AA -mow. rpl DEM =Err TE =OM Mar n'ag+ 450. i(m. 2888 ratii-axttr,91,03 PICE CONOOMMIN 406604546 MYR/6AM, 35 GROUPER MAW.. e 07" 0: II PRIAM ?OR: " IMO &mid IRnincq 09-06-2006 ramot,s, AS ACIFI) WOOMM WOICitMUWA,M4414‘00147..W 1'9 • • OFlCE ,271 SF OFFICE 1,018 37 ED/RR D=4 our Z IN 111711.„17 . 1 ,1C 1 , ,i0,W,EL.i'a@DII I CII(0 (Pg. 00000 6000 .00. cw CM) OW OF.ICENISITOR PARKING 105 cars ORD CDC OFFICE 2,=n 5,360 SF ni LEVELS 2 THRU 5 (4 LEVELS) 111,r- CORROOR 200 3,258 SF OFFICE 202 1,271 SF OFFICE 203 OFFICE 204 OFFICE 205 OFFICE 210 TOTAL USEABLE TOTAL FLOOR FAR, TOTAL USEABLE (4 LEVELS) TOTAL FAR (4 LEVELS) 1,016 SF 5,350 SF 621 SF 1,240 SF 9,408 SF 12,756 SF 37,992 SF 51,024 SF TOTAL CMS PER FLOOR: 105 CARS INCL 2 BC TOTAL (4 LEVELS): 420 CARS INCL, 8 BC TOTAL PARKING AREA PER FLOOR: 41,768 SF TOTAL (4 LEVELS): 167972 SF TOTAL STORAGE AREA PER FLOOR: 1,538 SF TOTAL (4 LEVELS): 8,144 SF TOTALMISC EauIPJRRAREA PER FLOOR: 652 SF TOTAL (4 LEVEIS): 2,728 SF LOBBY z e 0 TRAFFIC STUDY - LEVELS 2 THRU 5 - OFFICE COIIDOMINIUM MIXECUSE COMIelERC. GROUPER FINANCLR. UM &teed 09-06-2006 RCIRSIONS. AS NOTED IVES DIM 5 A-102 I • • E /VISITOR PARKING 16 r . 3 v-cr LEVEL 6 118 CARS PER FLOOR INCL. 2 HC TOTAL PARIONG AREA PER FLOOR: 50665 SF TOTAL STORAGE AREA PER FLOOR: 1687 SF 2 TRAFFIC STUDY - TYPICAL LEVELS 6 THRU 15 20-CY 1 glitiSVPzi‘4.'r ARCHITECT AA-asosecs SSW SART STEM SUITE # 406 ''SNI12224 baIdaMpeom PRODICT OFFICE CDPIDONSNICIA MDMICIAISE COMMERCIAL 55 ORCRIPER FINANCIAL I CREMES , , - I z guaneustamerrnmown.m.a.moracras.-rmatuose QMP:s114.140.5,34 60164. NO: . 06-020 PRINTED . OR, Ets...e.21-axe ISM 31/666ki MONO 09-06-2006 55051005, SCALE, 6960160 I ERECT NO LEONA bA-1 03 APPF,NDIX K 1VIIAVII STREETCAR DESCRIPTION • • • CITY OF MIAMI STREETCAR STUDY Miami -NE 2nd Ave. Miami • ONE COMPANY-I./144m.y 5,PhilifITIA' CITY OF MI MI STREETCAR STUDY Preliminary limina Miami Streetcar System Alignment nment tMl STREETCAR SYSTEM , f ',LE "; CV Y S. TRANS P. . 'x 'i'I si .7_J1_�;.Yz CAP 'ER1.0.:Tea 111)wt ys LEGEND li�� a ii i Cni1 h 4L.Lkf $ i!t C.V ERXL.C. .44ZoiT 4W w"faie%i: CL �• t.:ctz.so No »213 0 Oft CM=^1 _,vc pS'[4fi I:M3v 161.04, .17+xF.C-I4t6r04, dk MIAMI STREETCAR SYSTEM CITY OF MIAMI, FL DEPARTMENT OF CIP & TRANSPORTATION PROJECT NO. B-71215 MIAMI STREETCAR ALTERNATIVES ANALYSIS CT F Project Fac ra poSintto ,ter the Civic Cent rtto will' operate e . . activity oert rs; tornamrd`' in the d t Miami The prr.aposed i tL13 me street connections between Dow WyriwoodiEdgewater, Mid Buena Vista Est Historic District, Every year, between 1925 and1 boarded; try oars in Wart T par of the City's gowth and Miami system of streetcars an Later, the City a MJrba street cr servirn with transit service, the City seeks to prOvicie visitors with art attractioe, converyte transit that is less expensive compared Mfami is undergoing -spectacular witnessed a 1 increase in pepaat of this decade, Mrrmi'S population ma renaissance :includes siRnificart; < fitments, riew residents Wing 9;;r facilities and pars, and nurnPrb breaking grOUn i teS- amaw The. existing. downto n transportation system need to augments within a short tt redevelopment gru b,: The capacity cJ street: r'tetwarK t1 i number of lanes for 61rryitig autornobites. The existirg,tra f consists of bum operatts on those same streets and two fixed RcntJaped from s ^;terns, the Mettorai! and ;r taomover; wviric area 0 primarily Wieed tc long -haul, commuter trips' between orir .stilAtftetn areas and the Central `Mires 11 District and D aitown Mi ai:. The Streetcar wilt improve 'ddreulatinn for a mulaplicity of snort trips. within the StUdy area; it wilt also reach many of the areas now e),:peencing rge-9cate Tedeveloptrnt that are rat. currently served directly hi&trorail arxi .t tetronlVrs The propcesed City cif Miami Street -car project is included in the City's Capital Improv`r ent Program, in addition to rnstnction, ruri ¢rrg, aieewralk repair, and traffic control for public streets in Downtown Aiarr1i. The City of Rtiwai Commission prpr awed. a resolution.on May 12, 2CO i, ,adopting the "City of Miami initial. Streetcar Corridor Feasibility Study, Final Report,, April 2005 The City is conducting •rr o;re detailed •erngin ,analy fs, pra�ect funding and cost estimates., and er rironmental documentation, comistent +nth St guidelines. The re<omslt.rdr d J :iaiStreetcar route ors s crf three operational loop; us shown an the attached project map (page 1) North -South Alig.rurr,ent run, frm.rri Government Center t yK' ist AVenue try Mianti :Design Distr?e't at NE zdah Street. West -South Alignment rues tro the Cl4c Cen :et,/ ' :Health District a,long NE NW nth Street t,t Government Center at NW 1st: North,, est , . ignr! ent ruimat Minna Design l istr:ct at NE 40th Street to Civic Cerr.teti 1oalth District at 1,IW iweh Avenue, '3 Apprc im .tely 50 streetcar sb ps will b p ovided along •the route, Thy stop locatic n5 spaced approximately to,i'c tr i i,oe bt:acks zi )urt„ will. be finalized in coordination With the tocatfor4 of e;•,istirl and planned. perzated) major :activity centers, S.L eetca; sups will. ciilitate safe, cownient trave4 for arrd to enhance connectivity throe aunt riltr, The capital cost estimate, irtc Win corittirigeficy, 3s S200 M. mis nudes twkwork, re,-)adwaykidi work, Utit;9t l'� tractiOn power, H7➢aitit nand facility, ve ides, and designTh ri traction. mana.tgernent Operations and maintenance costs are a tirnate:d at 57,9 M annuakky.. Public Hearing: S pterrm% -14, 2006 City of Miami Commission: Octolxr26,2 6 &WO Governing Board Endorsement: November- 16, 2006 DegigrtiConvtructiom Fan1 Winter 2007 — Winter 2E09 Begin Operations Spcing 2010 CITY OF MIAMI I Lj F. 4, CITY r)if. MIAMI horritt. t city direct.c.ry city ()Noels I cily cirganizations cr.prnrnisis,io:n acr.;enclas ent.iotoyment 1 swerra rrli.iioRi STREETCAR • Feasibility Study April 2005 • Project Fact. • Propcsed Route • FAQs • ‘,firjeo Clips • CornmunlIy Meeting Kicker! • PresenteUon • Stree-tc2r meeting Schedule • Streetcar Photos • Environmental Preliminery Engtheerin9 Reports • Public Hearing Netioe AND TRA, trt .-,•// PTA.T ,-, • MIAMI SIREEt: It.t DJEci! niQtrie , oc STREETCAR AF2ADUT TWE PROJECT The Cl' cti\lierni, in coordination with the Fir:/rida Departrnent of -Transportation, 3 oroc,,•osinq rr.) build the tikerni Streetcar Project frorn Government Center ir", Downtown lvtiami II-irotign the E.'ntertairiment District, Iritl the iVianri Desicul 0and the C0 Clenterii-lealth Dist-trict The eue•etcair i,ts 00urloz,,,. 3i.,,;001211.:01 ths:t will operate exist.ti71 rioa,c.lvi.q:-tys, arid provide isionnect.HyRoi arrinng ciernfluarctel artri eti•riteblishments, elf.; well es res.:idol-Arai rne. a)ri,dor. The City oi Miami (srnmissiir')// anprov(/a rosplulich c Viey 12, 2005, ail-OptIng the "ally (:)T Miami SITeetcar Feasitr/iitty Study: Report, April Lc,too aPPrOVV, the C•ity 03530 rio next pr()je,Gt ol•••.•:vts•loi-.-/d1PITI. in the iNcivr:ribei o005. Thisphosoc 0031313 Of 311 Environmental Ass..iessrnient concurrint Involvernii?.rit Program The il'ilnvironiTienlat Atisestsn'teni.ad(iresse•s. technical issues_ ident.ifies potential project impacts, and 'updates the projects financial plan and cost estimates. areuglr: frie. City of rvlian'il 123 coordirt/t/tect wOn regulatory and pentrittlitt agericleii:-.and hiss condooteci stakohc:ileor m(eeLlogs, cornmt.inty wc.:irkshops and other project update rrieeItnos with the onotimtinity31101 I'. obituary, 2005. Sl.reeIciar route coneists of Ihree operational loops: . il\tcirin-Spotri /ltliiininervi r.00 fro•ril Go•,riernitrlerit i'Cientr.er NV/t Avery/its-, to Miami Design Distinct at .NE. 40Ln astrIct along 1-\lEil31fv. St.roet. to 1st Aliprin-Trd. runs 1mn-, 111i1i Disitnct at NE ,ri3Otri Center!Health The resdits concept:oat ,engineerinc,, and eitvircrirrientel pria,en,t -funding and itirqect t-.ost estimate .ipidatets, may be vie•,tved on t Hs; 'L:ve1.1s1e, 200E. A PLIIIO HIO.010 0 schedoleci tor Wednesday, October Ca in 300 N .E. '2no, HTTP:PWWW.MIAmIEC7V.CCIM/MIAMI STREETAFVPAGES/ 9/25/2005 CITY EDF MIAMI in eccidrdahicEi Firyidii) Sid[,-.iffes 2,3 CFR .171 anci official ricifificalicf.riw be ndelied to niciNignr.s inelLrcie the CiIy N.-;rfrovai ,Dfee recorivnendet.ions 'fn October 20. The DBM begirT er20(:)F,..i, and REP - lo DeceriV-oer :20(lr,7 ,L'Aflueiry )rereis pri:ixic....;1-r:Ki el Lr ri r.eeya:Wl'i.nliiif.r.1;c1f,).v.c::ornirrr,ariros11-6eicar City of 4-44- SVel 2.rid Avenue 3313D Fay, (.305) 41 'Jr) 2il files arid caf-i ill-ovvniaacied for free from fhe Reader E—ITTP://WWW. MIAM is ov.com/M tAMI STR 'rt7.,'AFZ/PAGES/ 9/2 5/2 006 C ITY DF M IAM.1 r-.42, LJ rytiArtill STREE.Lifil:tarit.R. reesibiiity Study - April 21105 • Projoc CL Sheet •Proposed Route • FAQs • Video Clips chry home city Cory city officiais city ergiantzadoids comraissiort agendas employment events, search Community Meeting Kickoff Presentation Streetcar Meeiing Schorkite • Streetcar Photos • Enyirahrnentai Preliminary Engineering Reports • Public, Hearing Notice 04,riffi;L. iitriPRO; AVE') TRANtiiiiiiPORTAtitiON 4111,....../„.E„.01.. crr".:, C,:.)F !.','IAN:1!• ::.4..'.40..-.: • r.v11.•*11 riome Matra Strfttear Project itirequentity ViLthal is streetcar transit'? Streetcars are a simple mode of itionlic that operates rettprig a. fixed rajguideway that is embedded tP rP5dvb. VV ep.;ss cannot dey•i„aie front rhe patri itrn. ope;...aior "Crer,g i0 1.)i-akng to iniiirtie tsnp wiiitt traffic ',Fiat titiise may ()per Elt.e same itiine55Lite streetcar. s• -sr-itrueicar the .stitimeasiight, Streetcars are teriatect Lo light irairi transitrs d55 rCFi5 that streetcars; are SrTIEILa, lighter, less expensive, adc ustiaiiy run irt traffic, rattier then tn their mein eXCILISjVe right of way. Powered hy ui5t etectric motors, these vehicles use a simple poie, ine pantograph, co collect pow- from an eirectrifted wire. mat is suspended approxiinately 20 feet over lhLit lane in tivhir,iri the streetcar runs. Streetcars Can look contemporary ar vintage triten many biddy styles :availaitrie rFd osn be outfitted with numerous featl..iieS and customer amenities. Why:. does Miami need ,,..,itreercar transit? ThEitre are currently over 6.0 filevelopatent projects al various, stages of construction. Oarmittino or piahrthICti within a mite of the area that the streetcar is pianned o operate, bringing aver 14;000 reside.ntial units arid utioi siqttr..i'LLi feet of office s: retail detreOprilent, This n(ei ;.fs; kin c5 ocr:;: in core ScePSof iviierni requires. u Tiora ij.!"6/:c tittinsportaiion systern. BEL:pause friost al Me street network in this. area is restricted from expanciing due to limited nt-6/•-viir3y or development: the Clity must explore other t-ion- •autiorscitAire options to raccrommod2te ire :.11:31e'..I.Sinci trarksbartation norors of thus fast growing eser. The atreetcar wili heir, rciiicoriti the daily i.AS".) Of .H.ri.Orr24)t); and the demand for parking for short dilas antionta downtown and or,.• and dorrn the NE Sort Avehtie corridor and surrieuridirig streets. Why can't MDT jitst sosi more buses? Transit has fieF.,0.., ar'rrri ritontirwe filuesegi.tettt additiOnS, ati their entire syetarn tiivittiT. the ne..LL.[ seystral years, bi.11 tidE;$0 rcrctihorcci Liorces 01. batiSty 1)6 eed 55 frequent. and circalerion in the downtown area. There we twci key fe0S0r1S. Why adeing rnore buses will not w•cir OS the stiie.dtciiiii• for circtriatbas rural:trier of buses required to Letilit.al the copacity of orie streetcar makes buses nore ettor.iiiiisityiLti s. tpetraititi and mairttairt, 2 •-• EKarripies snow that streetcars atirrist new riders: peopliit vino otherwise 'would nittit ride a bus, beCat..$1', Of tile. ocrive,nienee, comfort, attrEP.:rtivem,tiss and reitability of the streetcar tii. thus. the streetcar iricreases the iturriber of people who will use transit. Ca.ritt. wci rititt expand the Mutromover? Tria talevated sitructidre and pierforins -for the ittri.iiititior novo, mai-tte expandinr;the rylatromcr,ver eyslcrr: 5 m Or COS ft,/ nfj riM)..c3 ',iC)r) 1 r: the streetcar sys.trtiintin addition, Metromover vttoutc,1 require a. titirt ltrifittroirrifer 15 less accessible and less convenient for the titikprit thee tile sirectitcarrii 6/no it:ices:Lir the Streetbar run on Bisirtayrie i3ivd? For '')56/ntr:1] twit Etidy 1irti•it. vtit-ith 15 plerineci Pi run aiong V-VD iSisicaynt,L, Boit: and ihe time trarner for trie 0DT Ei,iisorittyne Bouievard improvement projects, some of are currently constriehttieri rirLd ther: 1,1ai not start for issaversi more years. This `jvCjii.Jd cause the streetcar to be tiatiayed and 5;:000! P.jiEty to eci(.1165S The transportairon and rriobilily nieedis witnin the it:or-prior to rrieet the irrieending nerae.. What othref odes are using tWs type of nrioCtern streetcar transit? "rite !ties', trait itteneni sitreeicar ..Litysreiti proposed for :Sari i Oredoni and. 1' :door -fie, Letitiiirtrtirigton iiricredkit Throat° Sart 5:react:too, litritentionis, arict S2F' Diego kriany mere sirstointt, are1 einittiitits. viviartiritaon SiLedie Atttntrei at Vittinizton-Saitarn, fiLifturtitra fL••orn GritbiiLL5 Trolley? HTTP://WWW.MIAMISOV.CCIM/M AM 1 TRE "r"CAR/PAS ES/FA p SAEP 9/2 5/2 0 06 CiTY OF MIA.ml 4--kkLzLJ r Cor C.:TrCiillev is tit type cif rubber- fire: internal cornbirstion trini..inotts circulator with a vintage exterior labidt,t-sitflta and Interior angeintroents also consistent slyliin-q ;i.e. wooden bench seats), The broposecl Strittelciar is a rriddirritn, overhead electrically bovveired rail vehicle. In addition to these major and nas elffere.ncies lri treducetth passenger Cyy: 1C maintenanote r(1uiternenls.i. Can the streiatcht- run aloci the Florida East Coast (PEC) Railway Corridor? The strall ctreettittir vehicle does no! Meet the Federal Railroad itkdrninistratibri Grash-wortNness repoirements that vroule alloy,/ it to operate en ari taictive rail line such es the EEC Kie;!wtey Cierricier, in addition, the overritarid power attptri,./ neecis of Me streetcar virtpd also conflict viiith the vertical olE,;:arEitrICe requirerilEnts that the FEC estatbilisnes for ovairheod utes, Most irsecgtantly, thre fixed alignment of the FEC tracks would neigete trie benefits of Iciittei oiirculation to be provided by the currently prOpOrSed streetcar aligriment fte connects rfrajoi destination points ln this area of- City, How wilS'itrei...tc.lr.s. operate in retixecf traffic? Won't this cuen more traffic congestion? Tittiii proposed sitreetCare; deSigna[ed lane of traffic in essentially the sans) ntanner that buses do today The driver- cif the streerciar can accelerate enn brake to move along wilt traffic but does :tot have to sleet the vitinicie because ll ai.r..)ng rails ernosidid in the roadway surface. in 2dthi.icir.i, the criver may bst pudvigeti40 tatfist signal controls (i.e. rrigniaiil pre-emption) tnat enables the streetcar to clear congested rnintain spteadt.ile heiRvy t"2ffic. Streetcars will improve congestion beCauSe they cart the beed tor additional hiiferes arid will reduce i-..uternotille usage for sticiii trips. The pi ctr.iiici fearit trios proardldiathhiwln Miairl-Dade Couitiy Public ltAirrirks Division regarding reguireb enanges o Enclitic's istrL.dignals rozing ate projec; triliqrinient Coordinationw 1 continue thitc ugh des)iri end construction, to eris:.,Lie sale and stifficioni traft• to, operations. 5treeticiitil-s affect ori-stree4pz.,,rking? vim-1,d Ex sr ()It -street pidaking spaces illay be itieedieci to construct 0Cloadrir platform ill. 1 Ocatioris. Theii nif Je 001;),Liin9plazf<)nr, di r. nilto rtibei.it 2 ir sPai.."-es e sitc.tip. It la netinneted oo-i3d-- 112-n winovniri.ilrh 0 rinirj eentif,e iipil"C,T.,.Sf..7.:fliS 0 rliniiriai TO the over tiarking invent.Ory. the rails in the pdvert-ent be unsafe for bicyclists and pedestdens? The ty,„-GO concerns lot bicyclists.; ond dedestiiiims airound the in-paverneat r are electric Stock by the enA:yepmeril groove. 'Pie tileel rails in the pavement are not ttilitotritied and Pre insi.ilated to prefect against any stray ci.trrents that inay be conducted in thit;ii rail. The pavement ciropve that tfle stfee.t.iir.':ar wheel flange rides into is 41- 2. 1)c.hes wide and does not present rn Isstue for loot The 1110w onivo 100 \Nal' lent cok)11 0 be e.Yiei"C;Seci t bloyesis dop parinle with the 0111. here pOlenti w1110 ol to slip into the groove, which could pause teingori.try lot:s of: control. Trtis issue is typically addressed viiith zeoproprir:ite no/sinning signage and the design ef bicycle. lanes to cress the. Isocks at an Cnn tjk.se be brotigtit onto the i'f.treetc.f.w? Ye.s. h0 P-olenl e rio 0 ayoul 00; 110 do 4nnnn no 0400 ti.iityisis to Lida brOtIciM f<Din board usri)c rio baSSeriC',ef Clb,br'S t.hFt. r I, -rt6 statiori In aticlitior„ vehicles O01aIncaCCoil'irrOcliiate iann wristeichiairs. 201111 the Streetcar compIty with the Arttericans with DisablIittes. Act for too riding ptibric.". Yiett. Autoccalic rii-exttcq) sieris and atkjble: enriouricerners be used or Inc. Si:reek:ter to incliciatitt-) station tater& r..tessertgersi On0 opbrimirity en each sio0 of tine vet -hole ‘will be filled irvith 01 acitOrilatic ramp from vollcie floor 16i11b1 platform for hoarding et ye-leek:hi:Airs, riaby strollers, tand 10 ttiieritaite boarding to the olderry. Lerotabkn ptist-tbuthans ol Lite parivided ort the.t interier aitcl exterior of saittiti streetcar verticie 10 alloy," passengers to control the ramp. The venirtio operator wili edo be able to central operation of do intiitrip: iitirEirOarti Dril7 !;.‘ie ov:Cled t,hrie trrrieerionair locations to sentact the Streetcar operator. nt, 0itiustrated in th0 a:tocdwi riagrairi. HTTP1i/WWW.MIAMISOV.00M/MIAMISTREETCAR/FA3EE/FAQS.A5F3 9/2 5/2 e CITY cr ivliAml 1:=JF Ramp Request Pushbutton does streetcar transilt cost compare- to other types of transft on:13(l1s? Iltio costs iiiitiiiiscTitSiitecii any nirpei siarisit project vary by t:3e k:5iZe Jibe siiiiiinesn, liptils cit operation 2rid the oT F-2,hysical and anviToomental issues- That must. be iTionsidared to implement the system. Eor filliarri, errirrr,rrial.Lhe wiH b been - per and the Operating cos! will be SI:5C eorright rail transit bettor than .1:reetcf,,rs? purpost.:!: and transporMliion needs. L qt-,1 roi! trap r.;ervices at11 01 1 k:-.ta circulators. aciditim light requires a dedicatee rionli V way Mat is eiitsvaiiable tho pi ojacii: sludy area and would be extremely costly to acra,litie. based on carrell!. setwe vairies What 4apperis in the event of o power outage? in the ovient nif a ;Dower "iplactvputi", any riai] system will be shut down regardless of the technoiogy or whether power supply is Uri[j.i':!Vgr0.1.1;'!51 the overhead wires creatai 11015151? Trie SUppiied iess (ir,Tit;rtleaci 550 swsrs han wire t.5::,11 b5 obscuriect by le. rri.jsciaping tree the is othe1 5111015 155150 istroistsaticcirridor is established with, lat.iklings ithe wires tviend nt: treeiscape, removed to accommodate the streetcar overhead wires? During eehstririaiion: 511550 of 156OCS, 'and &flvneco$sary relocation of line existing uliktles, isolated ueossrtvr)1051y cairns; may(51515 5) rwriiisvoid er reieciatez due to conliicts, poor niii,-inclitions or aciequate hiciiteeacia ir es duo so osido risTluireineels othei cities iitiliistte si1e:6110r we in place, ist rade trees L trees ate compatible. A,UUr is cicinipienec, af proviaione WI reqi.iire that the sontractoT `,:reeS mini:Hsi:Tie Impacts to tro,,, 115151555. etiiiian•Vies TIE ...J•le sti eet. itTivornet.tio i'ral"•]Ci shade trees, aria the uses ior artier Lirtilan design parses. • HTTP://WWW.MIAMIGOV.CIMM/MIAMISTREETCAR/PAGES/FAQ5,ASP 9/25/2006 CITY OF hAE F How he overbeed wires affectelit by ilurricano, force w,iridis? sitreetoar code uuicernentifi requ er f01' roadway tAiities. tri the trtitf rinz!glft ;rnpbei. the obiaiteao catenary sysierri, darrieleeiit ittattites ilOed IC, be Roos:l'SC,-b")ted oFejs!n 0)8 C.an triad(iiii wthn:;lcoupe of hours' by splicing the 1,,vo ite'otteri ends. RepiarieiTient Oari-rife,jjed hitirdware or wireCfl take ionger depending on the extent of InrsI1 Cotiirations itpittrifictoris kettinperisaticis Vffl be linaed to if.itTeEtc.:ar eysfiieri ponoimance reqiiinorponts irriencsisci tr.; riiiitirnize end evolo service dutedes. How m the streetniair system be funded? The it Of r',1;arn] is confident tho','. the pr,-..>1;:,t.f isefioaocsJ feasible forid Find is exploring stato, locai and feeditiO sourci'osi The project findricia plan is refinerrieni Curing this stage. di preiireinary endintierin. Thie trartnialei pian be C.CiripieteC. ea,ny 21)07. 0,..irren1 fund sources inCiticie Me City's People's Tisnisportatioi Ran (PTP) turicls and Stitita did tile &sI zii'iigreinert oorne Pboar? rif StaKeri0.100: roe City titnose ocionneict to thst0ivio Ciertier, rfrs 0755 oon r05 "! f,rie C/A,flThy' 00 @rl (Si significant itierelly. Are rriy toitesi ir..jo'intg to 'increase? No" rrs resolt r this ifiroject. 'Year of oponina servitite7 rrr aii; ernergittnoy situation, the Fire Llepartmerit rrwiy nciiiV to raise iadoe-rs orrt the propb5eiiii ttrreercrrr tiiiignmtitt. How wiii tho.! departfTi.ent di s,rith tt"ie everileEtid iMes snd poles? HTTP;HWWW.MIAMIGOV,COM/MIAMISTFREETCAR/PAGES/FAQS.A,SP 9/2 5/2 006 CITY oF HAEE b OF 5 titi hire. vhit:Jet, are r-iittuippeti with the riertierry aidoess itrf, Etre:etc:air stitastations vstere fire personnel can the piciiiiwer al Mose isdbissittions !ri fine iocinity of .t•tEt et:tinder-icy. Aitempis Perrla:tie not tc) nierfere which can be bresity repaired striouid any damage occur. because the fvlia.ait itasia stissiceptiiaia to !requiem power outiacjies from strifrirrieit rains, errierohnitiyi took -ups ijirrovibieci to move strhetear i.rotic-rift out of inteitsectiOntri ai.*tay from ';';',..)PrOaC:Nng ern'ercYrIcY equipment in the r.)-1 povtieir ffAure. During design of thiti-t system s traction pwe system, MMOEalf.::y ced iet:Aannied. Iri addition to Ulf,' rilart'oarl redundant power si.ay. in Inc OVerli 01 a widespread power oulact,a MAD Sitts,,e1.Q.E.,r venraIe.s aro equipped V,1Httl a 204,er inaT wF itaqc.ri,-,: the vehicles ZO apprOX[CeatOiy Ir meir Ht-tyv S'yi:Ae:rn op.t.{-01e %;2Thor) there ;Ire street cio.4.,:iares for ThEi? syslan'lW1. coriunu,i.2 to fur accordinc; to its norrnai routo end ste.tterituirit,f, ifio<ciept in areas that are dosed J10 0e 2es0ri .i:Tograf;s..es, opliorl1! turnoote no he itt,'esigried accerrimoanite evei)t street dt)sur0.,.. ‘,41;H service :in 1:03 0130of Ine. 05010 fl11 rhese brief spec:Jai t-iii.firents. 0010 mere -a ptiiiAic information oarivisiron related to safety; operations arid ail modes lo the street? Bre 'he V.425.; Inn ri't.c.>r step !II piartnifircl the fiviisini sireeicar ri;ystere. The crent criase orificiumentatic.n 01 potential project impacts, she .o.ny required mittgatiri)n offt,tal nteu_.;....1genoy 50ii131-C1i06tion, ent;iineering vetiriernenits; update,d stinstruction and ortieietiorisitraairiteniarica cost estntatos: invoIveincient prorjrain, ari.eJ a projec.ri finance Nadi Some of the in .',11]0 031S 01pre,je_et C',OVel:(,)preent jridude.: survey arid griiiciticifirtisai investigation tsr ccinistrtiotten: coordineeon and ifieiDotiation with the Fonda East Coast Railway for ecisgn amci operatic:mai isaie,s; --intiresftDation Di opportunities to :4ectiir 2 maintenance.: and opt-tfaiiriins Noility, as 3511 as Ceveiopme.rii iarld :selection rs.,,f a orefarree organizabon opriich far prr..?:ioot delivery and iirnolementation. HTTP://wWW.MIArvitaDV.COM/M IAM I STREETCARiPAES/FAqi s,ASP 9/2 5/20E15 lam' treetcar Preliminary Station Alignment Near Project Site • APPENDIX L CITY CONSULTANT PRELIMINARY REPORT COMMENTS • • 07/2U/4UUU 14:O4 mt e ora 1 • Rate: To: From: • • July 20, 2086 Lille Medina, AICi Raj Shanmugam, RE. Subject: 2222 Biscayne (WO # 163 Preliminary Comments The fallowing issues need to be addressed and the additional information requested need to be presented to complete our review of the traffic study: 1. The study was performed based on 3,928 square feet (sq.ft.) of retail, 7,751 sq. ft. of restaurant and 430,477 sq.ft. of office space as oppose to 3,620 square feet (sq.ft.) of retail, 5,455 sq. ft. of restaurant and 229,380 sq.ft. of office space shown in the letter received from the project architect. The internal capture, trip generation and trip distribution calculations may be overestimated as a result, and must be revised; 2. The maneuvering (turning path) of the delivery trucks shown in the attached site plan is not correct. The report must include a revised turning path using "AutoTURN" or any other approved computer software program; 3. The eastbound and westbound left turning volumes at Biscayne Boulevard/NE 23g1 Street intersection is inserted incorrectly in the existing condition capacity analysis worksheet (Appendix C), which must be revised; 4. The project trips were distributed incorrectly during the future year scenario at the Site Driveway (East)/NE 22nd Street intersection, which must be revised. The westbound departure volume at Biscayne Boulevard/NE 22"d Street intersection must be balanced with the westbound approach volume at Site Driveway (East)/NE 22nd Street intersection (Figure 6); 5. The report must include the traffic impact of all the approved projects located within the Regional Activity Center (RAC) boundaries; 6. The westbound and eastbound approaches at Biscayne Boulevard/NE 23`d Street intersection operate at LOS F during the future condition analysis. The report must include a speck Transportation Control Measure (TCM) to reduce the auto trips at this intersection; The traffic report identifies several modifications/recommendations to local intersections to mitigate potential traffic intrusion and traffic safety concerns. The modifications/recommendations are as follows; (a) Modify the signal timing/phasing combination at Biscayne Boulevard/NE 22`d Street intersection; LFRS Corporation LaKeehore Complex 5100 NW 33rd Avenue, Suite , 5o Fart Lauderdale, FL 38309-5375 TBI: 9544,739.1881 Fax; 954,739.1789 Page 2 of 2 • • • Add a traffic light at NE 2nd Avenue/NE 22nd Street intersection; Reconfigure the lane geometry at NE 2nd Avenue/NE 22nd Street Intersection to provide a two-lane approach for westbound traffic; (d) Remove on -street parking along north block face of NE 22nd Street to provide an eastbound center left turn lane for the traffic entering project's garage; Traffic queues for the drive-in bank teller should be monitored. if this portion of the banking facility becomes overly popular and queues are not serviced promptly, then excessive queue lengths might extend to NE 2nd Avenue. The applicant needs to coordinate with the appropriate local agencies to secure approval to implement all the proposed modifications/recommendations stated above. The applicant must submit the approval document to the City staff for review prior to tendering the project to Planning Advisory Board (PAS), Should you have any questions please fell free to call me or Quazi Masood et 954.739.1881. Cc: Mr Kevin Watford, Planner f City of Miami (Fax: 3o5,416.1443) Mr. Manny A. Vega, Engineer I, City of Miami Zoning (Fax: 305.4161490) Mr. Riohard P. Eichinger; PE, TAP (Fax: 305.385.9997) (e)