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N. Sufficiency Letter and Traffic Analysis
06/03/2007 18:57 FAX VU 11002/002 June 5, P-007 Ms. Lilla 1. Medina, AICD Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2°" Avenue (10" Floor) Miami, Florida 33130 Re: La Qufnta Y Ochs 5ufficfenoy Letter — Review # 177 Dear Ms, Medina: X =i Via Fax and US Niall Subsequent to our March 6, 2007 review comments for the subject project, we have received a response letter and a site plan with vehicle maneuverability details. Photocopies of the response letter and the site plan are attached herewith. The traffic study had included an attachment (# 6) that Identifies the Transportation Control Measures (TCM) to reduce the auto trips generated by this development. Although the TCM recognizes the availability of transit facilities near the project site, it recammonds following strategies to reduce peak hour traffio. • Provide work hour management programs for on-site employees, Including flex time and compressed work wook. • Encourage telecommuting programs. + Provide information regarding financial benefits offered by the Regional Transportation Authority to maximize transit ridership. + Provide transit information within the site Including route schedJes and maps. • Provide transit amenities and Infrastructure adjacent to the project site to improve access to transit by project tenants and residents. The development approval should be conditioned upon applicant fulfilling above commitments. At this time, wa conclude that the traffic impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient with the aforementioned ocriditions. This sufficiency letter is issued under the assumption that the project site will not include a restaurant. The traffic analysis should be revised If a restaurant is proposed to be Included on this site. Should you have any questions, please call me at 954.738,1881. U Gori Rai Wnmug m, P,E. Senlut Traffic UPS Co¢porailon Attachment Lakeshore ¢omplax Siou NW 33rd Avenue, SuKC 150 Cc. Mr, Antonio E. Porez, Platlnorlt, City oFMiami Planning (Fax -305416.1443) Fort LaWardale, FL WaGM5375 Mr. esn F'emandez, Beroow, Radell & F'emandez, PA (Fax - 305.377.6222) Tel, 954,739.3.881 Ms. Cathy $, 6weetapple, AiCP. (Fax • 954.649.8942) Vax: 954.7394759 Mr. Anthony Gatda, RE., Chad, CooperAmoo., PA (Fax -305,666.V360) MAJOR USE SPECIAL PERMIT TRAFFIC IMPACT STUDY Calle Ocho January 2007 Prepared for: Brickell Square, LLC CATHY SWEETAPPLE & ASSOCIATES 101 North Gordon Road, Fort Lauderdale, Florida 33301 954-463-8878 office 954-525-4303 fax Email: csweet@6ellsouth.net Calle Ocho Major Use Special Permit Traffic Impact Study Table of Contents ExecutiveSummary ................................................................................................................................................... ai Introduction....................................................................................................................................................................1 Transportation Analysis Parameters..............................................................................................................................1 ExistingUse and Site Access.........................................................................................................................................1 ProposedUse and Site Access......................................................................................................................................1 Proposed Development Program...................................................................................................................................6 ProjectTrip Generation..................................................................................................................................................8 Person -Trip Generation................................................................................................................................................10 Project Trip Assignment...................................................... ....13 Existing Traffic Data and Roadway Geometry ..............................................................................................................20 AdjacentStudy Area Roadways.................................................................................................................................. 24 FutureBackground Traffic............................................................................................................................................25 CommittedDevelopment Traffic...................................................................................................................................25 Future Background Plus Committed Development Traffic............................................................ _.................... ........ 25 ProjectTraffic..........................................r....................................................................................................................29 Future with Project— Total Traffic Conditions...............................................................................................................29 CorridorCapacity Analysis...........................................................................................................................................35 Adjacent Study Area Intersections...............................................................................................................................39 Conclusions..................................................................................................................................................................44 List of Attachments Attachment I...................................................................................................... FDOT and Person -Trip Level of Service Attachment II..................................................................... ............ Traffic Data Attachment III...............................................................................................Programmed Transportation Improvements Attachment IV.........................................................................................................Committed Development Information AttachmentV ................................. —........ .............. ...................................................................... Intersection Analyses Attachment VI ....................................................... .,...............Transportation Control Measures Plan Attachment VII......................................................................Bus Transit Information for the Routes Adjacent to the Site Calle Ocho Major Use Special Permit Traffic Impact Study Brickell Square, LLC January 2007 Calle Ocho Major Use Special Permit Traffic Impact Study Table of Contents List of Figures 1 Redevelopment Site Location..........................................................................................................................2 2 Access to Local and Premium Transit..............................................................................................................3 3AExisting Site Access ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,4 3BProposed Site Access......................................................................................................................................5 4 Proposed Redevelopment Plan.......................................................................................................................7 5A Cardinal Distribution for TAZ 575_ ................................................................................................................ 14 5B Cardinal Distribution for TAZ 575 — 2005 Interim Plan. ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,15 5C Cardinal Distribution for TAZ 575 — 2015 Interim Plan_ ................ .......... ............................................... 16 5D Project Assignment Using the Cardinal Distribution for TAZ 575...................................................................1S 24 5EProject Distribution ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,19 6ATraffic Count Locations..................................................................................................................................21 6B Existing Lane Geometry at Study Intersections.............................................................................................22 7A 2006 PM Peak Hour Peak Season Intersection Turning Movements............................................................23 7B PM Peak Hour Committed Development Assignment at Study Intersections................................................27 7C Future Year 2010 PM Peak Hour without Project,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,28 7D Total Proposed Project Turning Movements at the Project Driveways .............. ......................................... — 30 7E Total Proposed Project Turning Movements at the Adjacent Intersections....................................................31 7F Total Proposed PM Peak Hour Project Traffic Assignment., .......................................................................... 32 7G Net New PM Peak Hour Project Traffic Assignment......................................................................................33 7H Future Year 2010 PM Peak Hour with Project...............................................................................................34 List of Tables 1 Site Data and Development Program,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,6 2 Net New External Project Trips........................................................................................................................8 2A Trip Generation Analysis for Existing Uses......................................................................................................9 2B Trip Generation Analysis for the Proposed Redevelopment Plan..................................................................10 2C ITE Multi -Use Development Trip Generation and Internal Capture Summary—AM Peak Hour....................11 2D ITE Multi -Use Development Trip Generation and Internal Capture Summary— PM Peak Hour....................12 3 Cardinal Distribution for Zone 575.................................................................................................................17 4A Project Access and Adjacent Study Area Intersections.................................................................................20 4B Characteristics of the Study Area Roadways Adjacent to the Redevelopment Site ....................................... 24 4C Programmed Transportation Improvements in the Study Area......................................................................24 5 Traffic Growth Rate Calculations...................................................................................................................26 6A Summary of Committed Developments.........................................................................................................25 6B General Committed Traffic Assignment to the Study Area Roadways...........................................................25 6CNet New Project Trips....................................................................................................................................29 7A Existing Corridor and Transit Conditions........................................................................................................36 7B Person -Trip Volume and Capacity Matrix- Existing Conditions Matrix..........................................................37 7C Person -Trip Volume and Capacity Matrix - Future Conditions Matrix............................................................38 8 Summary of the PM Peak Hour Study Intersection LOS...............................................................................39 9A -9D Intersection Turning Movements — PM Peak Hour.........................................................................................40 Calle Ocho Major Use Special Permit Traffic Impact Study Brickell Square, LLC January 2007 Calle Ocho Major Use Special Permit Traffic Impact Study — Executive Summary Introduction This Traffic Impact Study has been prepared on behalf of Brickell Square, LLC to support the Major Use Special Pen -nit Application being filed with the City of Miami fa the redevelopment of a 2.34 acre mixed use site bou nded by SW 8th Street on the north, SW 5 Avenue on the east and SW 9th Street on the south. The redevelopment plan accommodates a mixed use residential, retail and office project with a total of 229 dwelling units supported by 20,020 square feet of ground level specialty retail and 21,078 square feet of second flooroffice space. The redevelopment plan locates 30 low rise residential units along SW 9th Street along the south side of the site, incorporates 45 residential units as linerunits in front of the parking structure with 154 residential units located in a seven story tower. The redevelopment plan has been designed to meet the parking needs of project residents and the retail and office tenants. Transportation Analysis Parameters This study has been formatted to evaluate the transportation impacts of a mixed use urban residential, retail and office project within an area which is already served by multiple east -west and north -south rubbertire transit routes and which is located less than 112 mile to the west of the Metro -rail premium transit system. The redevelopment site is situated within the Miami -Dade County Urban Infill Area and the City of Miami Transportation Concurrency Exception Area (TCEA), which evaluates urban mobility along transportation corridors usingthe adopted person -trip based transportation system capacity provisions outlined in the City of Miami Comprehensive Neighborhood Plan. Corridor and Intersection Analyses This study has been prepared to evaluate the PM peak hour vehicular and person -trip impacts upon the adjacent study area corridors, the PM peak hour turning movements at the project driveways, the PM peak hour turning movements at the surrounding study area intersections, and the future corridorand intersection traffic conditions with the redevelopment of the project site. Conclusions All study area corridors adjacent to the project site were found to operate at acceptable levels of service through project buildout pursuant to the standards contained within the adopted City of Miami Comprehensive Neighborhood Plan. The analyses demonstrated that all signalized study intersections maintained acceptable level of service of E or better through the Year 2010 with project. Acceptable levels of service were also maintained at the unsignalized study intersections along SW 9 Street and at the two project access locations. For the unsignalized intersections along SW 7 Street and SW 8 Street, the following lane striping improvements were found to be needed to reduce delay at the following locations to maintain acceptable level of service E: • SW 7 Street at SW 6 Avenue - Add striping for the SB approach to stripe in the SB right and the SB through lane. • SW 7 Street at SW 5 Avenue - Add striping for the NB approach to stripe in the NB left and the NB through lane. • SW 8 Street at SW 6 Avenue - Add striping for the SB approach to stripe in the SB left and the SB through lane. Calle Ocho Major Use Special Permit Traffic Impact Study Executive Summary January 2007 CATHY SWEETAPPLE & ASSOCIATES TRANSPORTATION AND MOBILITY PLANNING Calle Ocho Major Use Special Permit Traffic Impact Study Introduction This Traffic Impact Study has been prepared on behalf of Brickell Square, LLC to support the Major Use Special Permit Application being filed with the City of Miami fa -the redevelopment of a2.34 acre mixed use site bounded by SW 8th Street on the north, SW 5 Avenue on the east and SW 9th Street on the south (see Figure 1). The redevelopment plan accommodates a mixed use residential, retail and office project with a total of 229 dwelling units supported by 20,020 square feet of ground level specialty retail and 21,078 square feet of second floor office space, The redevelopment plan locates 30 low rise residential units along SW 9�h Street along the south side of the site, incorporates 45 residential units as liner units in front of the parking structure with 154 residential units located in aseven story tower. The redevelopment plan has been designed to meet the parking needs of project residents and the retail and office tenants. Transportation Analysis Parameters This study has been formatted to evaluate the transportation impacts of a mixed use urban residential, retail and office project within an area which is already served by multiple east -west and north -south rubber tire transit routes and which is located less than 112 mile to the west of the Metro -rail premium transit system (see Figure 2). The redevelopment site is situated within the Miami -Dade County Urban InfillArea and the City of Miami Transportation Concurrency Exception Area (TCEA), which evaluates urban mobility along transportation corridors using the adopted person -trip based transportation system capacity provisions outlined in the City of Miami Comprehensive Neighborhood Plan, This study has been prepared to evaluate the PM peak hour vehicular and person -trip impacts upon the adjacent study area corridors, the PM peak hour turning movements at the project driveways, the PM peak hour turning movements at the surrounding study area intersections, and the future corridor and intersection traffic conditions with the redevelopment of the project site. Existing Use and Site Access The site is presently occupied with an existing 11,872square foot retail grocery located adjacent to SW 8th Street and SW 5th Avenue, with 66 low rise residential apartments located adjacent to SW 91h Street and SW 5th Avenue. The attached Figure 3A shows the existing on site uses and the existing access locations serving the site. Driveway connections for the retail use are provided to and from SW Bth Street and SW 5th Avenue. Driveway connections for the residential use are provided to and from SW 5th Avenue, with multiple driveways and back out parking existing along SW 9th Street. All existing uses will be demolished and will be replaced with the proposed redevelopment plan. Proposed Use and Site Access The proposed redevelopment plan accommodates a mixed use residential, retail and office projectwith a total of 229 dwelling units supported by 20,020 square feet of ground level specialty retail and 21,078 square feet of second Boor office space. Project access to structure parking is provided to and from SW 91h Street (Access A) and to and from SW Sh Avenue (Access B). This improved access configuration is illustrated on the attached Figure 313 demonstrating a substantial reduction in pedestrian and vehicular conflicts resultingfrom the reduction in project driveways and the elimination of the continuous back out parking as depicted on the proposed redevelopment plan (see Figure 4). Calle Ocho Major Use Special Permit Traffic Impact Study Brickell Square, LLC January 2007 Figure 1 Redevelopment Site Location Site Location Q Signalized Study Intersection Calle Ocho MUSP El January2007 Source: Cathy Sweelapple & Associates � � t OVfRTQW#UARENA_ lu 2. t , � STAT1pti � pfW 1 SI e � NW 8st_ N�IS��i i dx sevariu � __.. WAM 1 1-13 A. CD FlagletSt .T y _ -PRMEW STItEET1 _ =TMU rl�fAtiUN � ;f `x., .; i f SW 13 St (fiAratway) elk LL srAT�aii �' 1p.TB� R t SE3St gp1 PAH>< .. $TAT= SE4S1 = w � RB�eavna Ellvd `�� Figure 2 Access to Local and Premium Transit Site Location Calle Ocho MUSP January 2007 Source; Cathy Sweetapple &.Assorlates 9 S1ry 7 kq a a57 �THM a STR :pl: sw 7 St F] 4 ......_ _ .. y _ -PRMEW STItEET1 _ =TMU rl�fAtiUN � ;f `x., .; i f SW 13 St (fiAratway) elk LL srAT�aii �' 1p.TB� R t SE3St gp1 PAH>< .. $TAT= SE4S1 = w � RB�eavna Ellvd `�� Figure 2 Access to Local and Premium Transit Site Location Calle Ocho MUSP January 2007 Source; Cathy Sweetapple &.Assorlates Figure 3A Project Access Q Traffic Signal Existing Sile Access Redevelopment Site Calle Ocho MUSP Project Access and Back Out Parking January2007 Source: Cathy Sweetapple & Associates Figure 3B Project Access Q Traffic Signal Proposed Site Access Redevelopment Site Calle ocho MUSP January 2007 Source: Cathy Sweetapple & Assoclates Proposed Development Program The proposed redevelopment plan is included in the enclosed Figure 4, Site data and key development parameters are summarized in Table 1 below. Table 1 -- Site Data and ❑evainnment Prnnram Type of Use Mixed Use Residential, Retail and Office Parcel Location Southwest Corner of SW 8' Street and SW 5' Avenue CurrentZonin R-3 and C-1 Proposed Zoning C-1 Net Lot Area 102,000 sf - 2,341 acres Gross Lot Area 129,625 sf — 2.976 acres FAR 1.72 Base FAR in SF 222,955 sf PUD 20% 44,591 sf Affordable Housing Bonus 25°/a 55,738 sf Maximum Allowable FAR with Bonus 323,284 sf allowed, 301,283 sf proposed Maximum Allowable DU/Acre 200 Units Maximum/Acre 200 x 2.341 = 468.2 units maximum Development Program 199 du — tower and liner condominium units 30 du —.low rise condominium units 20,020 sf- specialty groundievel retail 21,078 sf — second.sto office Setbacks Required Meets or Exceeds all Standards Green Space Requirements 12,962 sf required, 13,212 sf provided Parking Provided 488 spaces required, 521 spaces provided Net External AM Peak Hour Vehicle Trips For the Proposed Development Program 185 Net External AM Peak Hour Trips 87 AM inbound trips 98 AM outbound trips Net External PM Peak Hour Vehicle Trips For the Proposed Development Program 229 Net External PM Peak Hour Trips 92 PM inbound trips 137 PM outbound trips Not Now External :PM. Peak Hour Vehicle Trips (Proposed Less Existing Trips) 132 Net New External.PM'Peak Hour Trips 39 PM inbound trips 93 PM outbound tri s Net External PM Peak Hour Person -Trips For the Proposed Development Program 185 Net New External Person -Trips 55 inbound person -trips 130 outbound oferson4rivs Calle Ocho Major Use Special Permit Traffic Impact Study Brickell Square, LLC January 2007 a Ln ---satrrkraz�a ee .'... . .u.....�.,,." C'� �nw a yrs" rv� r k i i .. ,t 393j" •_. i ,ria YM75FFdWdi www�. WdwrJ? li1aW?.e � f St' 0,77' Y r yy f r ' d� . , 2Yw & Aka 21W 3. a � � ,� s � arx sgs ,-.. ++ Lud y new. L 7 Ij % {r k 3 �''�,�y'^qw �, �.° .� � ��{�� �a?�����•r Cis `" '�uur'�auN-,� Y-��'{j ''x "`r 1. k Project Access Q Traffic Signal ❑ Redevelopment Site Figure 4 Proposed Redevelopment Plan Calle Ocho MUSP January 2007 Source; Cathy Sweetapple & Associates Project Trip Generation A trip generation analysis has been prepared to estimate the AM and PM peak hour project trips generated by the proposed residential units, the ground level specialty retail space and the second story office space. Trip generation has been estimated using the rates and equations from ITE Trip Generation, 71h Edition, The analysis for the proposed redevelopment plan includes the rates and equations from Land Use Code (LUC) 230 for the 30 low rise residential units, LUC 232 forthe 154 tower units and 45 liner units (four stories or more), LUC 814 for the ground level specialty retail and LUC 710 for the office space. No AM rate is provided under LUC 814, therefore LUC 820 was used to calculate the AM specialty retail trips. A modest internalization is built into the trip generation analysis using the ITE Multi -Use Trip Generation and Internal Capture Summary worksheet from the ITE Trip Generation Handbook, June 2004. No othertrip generation reductions are applied, A trip generation analysis is also provided forthe existing useson site using LUC 221 forthe 66 low rise rental apartments and LUC 814 for the existing 11,872 square feet of retail use. Trip generation for the existing uses is provided on the enclosed Table 2A. Trip generation for the proposed redevelopment plan is provided in the enclosed Table 2B. The ITE internal capture worksheet for the redevelopment plan is provided on the attached Table 2C (for the AM peak hour) and the attached Table 2D (for the PM peak hour). Trip generation for the existing uses is provided to recognize that the existing 66 low rise apartments and the 11,872 square feet of retail use generates trips which are already part of the existing background traffic on the surrounding roadway network. Table 2 below quantifies the net new AM and PM peak hour trips for the redevelopment site. Table 2 — Net New External Project Trips Time frame Existing AM Proposed AM Net New AM Existing PM Proposed PM Net New PM Project Trips In 35 87 52 53 92 39 Project Trips out 48 98 50 44 137 93 ProjectTrlps Total 83 185 102 97 229 132 Person -Trip Generation Consistent with the Cityof Miami's adopted Comprehensive Neighborhood Plan, a calculation ofthe person -trip impact for the proposed redevelopment plan has been established using the following approach; • The gross external vehicular trip generation for each land use was determined using ITE rates or formulas; • The net external vehicular trip generation for each land use was determined using the ITE Multi -Use Trip Generation and Internal Capture Summary worksheet from Chapter 7, page 110 of the ITE Trip Generation Handbook, June 2004; • The net external vehicular trips were then converted to person -trips using 1.4 persons per vehicle pursuant to City standards in the City of Miami Comprehensive Neighborhood Plan. • The Net New Person Trips = 55 inbound person trips and 130 outbound person trips for a total of 185 net new person trips. Calle Ocho Major Use Special Permit Traffic Impact Study Brickell Square, LLC January 2007 TABLE 2A CALLE OCHO MUSP TRIP GENERATION FOR THE EXISTING USES 18 -Jan -07 LANG USE UNITS' ITE LUC ITE 7TH EDITION TRIP RATE OR FORMULA AM TRIPS IN OUT. % TRIPS % TRIPS LOW RISE APARTMENTS RETAIL 66 DU 11,872 SQ. FT. 221 820 Ln (T) = 0.82 Ln (X) + 0.23 Ln (T) = 0.60 Ln (X) +2.29 39 44 21% 61% 8 27 79% 39% 31 17 GROSS TOTAL TRIPS 83 42% 35 58% 48 LAND USE UNITS ITE LUC ITE 7TH EDITION TRIP RATE OR FORMULA PM TRIPS IN OUT % TRIPS % TRIPS LOW RISE APARTMENTS RETAIL 66 DU 11,872 SQ. FT. 221 814 Ln (T) = 0.88 Ln (X) + 0.16 T = 2.40 (X) + 21.48 47 50 65% 44% 31 22 35% 56% 16 28 GROSS TOTAL TRIPS 1 971 55% 1 531 45% 44 Calle Ocho MUSP Traffic Impact Study January 2007 TABLE 2B CALLE OCHO MUSP TRIP GENERATION FOR THE PROPOSED USES 23 -Jan -07 Calle Ocho MUSP Traffic Impact Study January2007 ITE ITE 7TH EDITION AM IN OUT % TRIPS % TRIPS LAND USE UNITS LUC TRIP RATE OR FORMULA TRIPS LOW RISE UNITS 30 DU 230 Ln (T) = 0.80 Ln (X) + 0.26 20 17% 3 83% 17 TOWER AND LINER UNITS 199 DU 232 T = 0.29 (X) + 28.86 87 19% 16 81% 71 GROUND LEVEL RETAIL 20,020 SQ. FT. 820 Ln (T) = 0.60 Ln (X) + 2.29 60 61% 37 39% 23 OFFICE 21,078 SQ. FT. 710 Ln (T) = 0.80 Ln (X) + 1.55 54 88% 48 12% 6 GROSS TOTAL TRIPS 221 47% 104 53% 117 INTERNALIZATION OF RETAIL TRIPS 21.17% 13 61% 8 39% 5 INTERNALIZATION OF OFFICE TRIPS 12.22% 7 88% 6 12% 1 INTERNALIZATION OF RESIDENTIAL TRIPS 15.23% 16 18% 3 82% 13 SUBTOTAL INTERNALIZATION 16.11% 36 17 19 NET EXTERNAL TRIPS 185 47% 1 87 53% 1 98 ITE ITE 7TH EDITION PM IN OUT % TRIPS % TRIPS LAND USE UNITS LUG. TRIP RATE OR FORMULA TRIPS LOW RISE UNITS 30 DU 230 Ln (T) = 0.82 Ln (X) + 0.32 22 67% 15 33% 7 TOWER AND LINER UNITS 199 DU 232 T = 0.34 (X) + 15.47 83 62% 52 38% 31 GROUND LEVEL RETAIL 20,020 SQ. FT. 814 T = 2.40 (X) + 21.48 70 44% 31 56% 39 OFFICE 21,078 SQ. FT. 710 T = 1.12 (X) + 78.81 102 17% 17 83% 85 GROSS TOTAL TRIPS 277 42% 115 58% 162 INTERNALIZATION OF RETAIL TRIPS 23.57% 16 44% 7 56% 9 INTERNALIZATION OF OFFICE TRIPS 9.90% 10 17% 2 83% 8 INTERNALIZATION OF RESIDENTIAL TRIPS 20.57% 22 65% 14 35% 8 SUBTOTAL INTERNALIZATION 17.38% 48 23 25 NET EXTERNAL TRIPS 1 229 40% 921 60% 137 Calle Ocho MUSP Traffic Impact Study January2007 Analyst Svmetapple MULTI -USE DEVELOPMENT TRIP GENERATION AND INTERNAL CAPTURE SUMMARY Date Dolober 29, 2006 LAND USE A Resfdential. LAND USE B Retail !TE LU Code 230,232 1TE LU Code 820 Exttto External Size ,, .........._ , 229 du.. 1 ,20%1 41 4 1 0% 3 Size 20,020sf 75 Total fr7temaf External Demand Balanced Demend Total lntemal Extamat Enter - -- ;19 4 15 Enter 37 8 29 15 Exit ......88 12 76 111 Exit 23 5 18 Enter pom Exfemal To 107 16 91 1 20%1 181 7 1 20%1 7 Total 60 13147 10C% 15,23% 84.77% Demand Satanced 0--c! % 400% 21.17% 78,83% 0°k 0 F--o%l 01 10 1 0%1 0 5% 1 Demand Demand Demand Demand Demand 0 0 0 I 0 1 Balanced Balanced Balanced Balanced Balanced 0%1 0 1 0%1 0 Demand Demand Demand Demand Demand 0% 01. 5% 1 Demand �Demand Balanced Balanced 1.. 0%1 0 Demand Demand LAND USE C LAND USE D Office 1TELU Cade 17E 1.0 Cade 719 Exit to Extemel Slze - - - - - - - 0%1 0i 0 1 0%1 0 Size 21,078 at 0 Total internal External Demand I Balanced I Demand Total Internal Extemal Enter. 0 0 0 Enter 48 8 42 0 Exit ..:........:0 0 0 Exit 8 1 5 Enter fmm External Total 0 0 0 L 0%L 01 0 1 0%1 01 Total 541 7 47 % #DIV/Cl #DIVlO! #DIV/Gl I emand I Balanced I Demand I % 100%1 12.22% 87.780% Enter Exit Total LAND USE I LAND USE B E I 0 47 0 985 INTERNALCAPTURE 22 80 0 54 0 1 16:11% Source: !TE Trip Generation Handbook, June 2004, Chapter 7, page 110 — Multi -Use Development Trip Generation and Internal Capture Summary Project Calle ocho MUSP Time Pefiad AM Peel; How Enterfrom External 5% 2 Demand 0 Balanced 5% 1 0 Demand Enter to Exit f m External Table 2C ITE Multi -Use Development Trip Generation and Internal Capture Summary -- AM Peak Hour Calle Ocho MUSP January2007 Source: Cathy Sweetapple & Associates Analyst sweetapoe a% 1 01 Demand 0 Balanced - -a% ❑ 5F/.F____2] Demand 0 Balanced 5% 1 MULTI -USE DEVELOPMENT TRIP GENERATION AND INTERNAL CAPTURE SUMMARY Date Ocmber21;2006 Demand Demand Demand Demand LAND USE A ke,siden}ial Demand zxz LAND USE B 1TELUGode 230,332 ITE LU Code Ent to Extemai Size 228 du F 20'AT 131 8 120% 8 Size 31 7olaf Infernal External Demand Balanced Demand Tdfal Enter - 67 15 53 Enter 31 53 Exit .38 7 31 0 Exit 39 Eater from Extemaf Total 105 22 83 20% 81 6 j 20%1 6Tata1 70 % 100% 20.57% 78,43% Demand 8afanced Demand - % 400°/a a% a Demand a% 1 01 Demand 0 Balanced - -a% ❑ 5F/.F____2] Demand 0 Balanced 5% 1 a Balanced .......0% a Demand Demand Demand Demand Balarced 0%1 % 21 Demand zxz LAND USE C Enter fmm Extemal / 0% ❑ 5% 2 Demand Demand 0 Balanced Balanced Demand Demand 1101,61 7 Demand Ba arced 1a% 9 Demand 0%1 D a 0%1 D Demand I Balanced I Demand 0%1 01 o 1. . 0%1 D Demand I Balanced I Demand LAND USE D Office Source: ITE Trip Generation Handbook, June 2004, Chapter 7, page 110 — Multi -Use Development Trip Generation and internal Capture Summary, Project Celle Orho MUSP Time Period PM Peak Hour Enter Rem Exicmar 5% 2 Demand 2 Balanced 5% 4 Demand External Table 2D ITE Mulii-Use Development Trip Generation and Internal Capture Summary — PM Peak Hour Calle Ocho MUSP January2007 Source: Cathy Sweetapple & Associates Project Trip Assignment Project traffic assignment to the surrounding study area roadways has been determined pursuant to the Miami -Dade County Cardinal Distribution for Project Zone 575 (see Figure 5A), using the adjacent street roadway network and the land use characteristics in the vicinity of the projectsite. The assignment and distribution of projecttrafflc on the adjacent roadway network reflects the general project distribution characteristics identified below, based upon the Miami -Dade Countycardinal distributions which are presented in Figures 56 and 5C for Project Zone 575 under both the Years 2005 and 2015 Interim Cost Feasible Plan. The attached Table 3 summarizes the cardinal distribution for the Years 2005 and 2015, and calculates the average cardinal distribution forProject Zone 575. Project traffic assignment based upon the cardinal directions is illustrated in Figure 5D. The generalized project distribution using the adjacent roadway network is illustrated on the attached Figure 5E. The assignment reflects the necessary adjustments to account for the one-way roadway patterns along SW Th Street, SW Sth Street, SW 4th Avenue, SW 5th Avenue and SW 6th Avenue. • To and from the NNE and NNW using 1-95 38.79% • To and from the ENE using SW 8th Street 15.21% • To and from the ESE using SW 11th Street 4.75% • To and from the SSE using 1-95 1,30% • To and from the SSW using SW 11th Street 5.52% • To and from the WSW and_Vs±NW using SW 9th Street and SW 7th Street 34.43% Total: 100.00% The distribution and assignment of project trips for the redevelopment site is provided throughout this study on the figures identified below: Figure 713 — AM and PM peak hour project turning movements at the project access locations; Figure 7E - AM and PM peak hour project turning movements at the adjacent intersections; Figure 7F — Total proposed PM peak hour project turning movements at the study area intersections; and Figure 7G — Net new PM peak hour project turning movements at the study area intersections. Calle Ocho Brickell Square, LLC 13 Major Use Special Permit Traffic Impact Study January 2007 Figure 5A Cardinal Distribution for TAZ575 Project TAZ Calle Ocho MUSP Project January 2007 Source; Cathy Sweetapple & Assoclales Miami -Dade County Year 2005 Cast Feasible Plan. DIRECTIONAL DISTRIBUTION SUkMARY ORIGIN --------------- CARDINAL DIRECTIONS -------------- I TOTATL j ZONE NNE ENE ESE :SDE SS[^J 13SW WNW RNR 571_ TRIPS 3562 10.80 60 321 827 5762 4461 6672 22745. PERCENT 15,66 9..'7b 0.2& 1.,41 3..69 25.33 19.61 29.33 572 TRIPS 1220 313 163 11E 272 1647 123.6 1737 6704 PERCENT 18.20 4.67 2.43 1.73 4.06 24.57 18.44 25.91 573 TRIPS 402 15.1 118 22 83 466 322 443 1007 PERCENT 20.03, 7.52 5.88 1.10 4..14 2.3,22 16.04 22.07 574 !CUPS 861 61.3 114 46 189 HIS 660 .833 4204 PFRC}'N'-" 20.4R 1.11.58 2.71 1..09 4.50 27,.1,2 7,5.70 19.:81 575 TRIPS S78 487 1.45 43 1.866 577 552: 674 32.42 PERCENT 17.83 15.02 4.47 1.33 5.74 11.00 17.Q,3 20.79 S76 TRIPS 9.9'7 737 1.2.4 69 228 116.6 766 905 4982 PERCENT 1.9.81 14.79 2.4.9 7. 38 4-.:58 23.40 15..38 1.8.17 577 TRIPS 1644 659 84 3.2 347 1639 1059 1`526 6990 PERCENT 23.5,2 9.43 1.20 0.46 4..96 23.95 15,15 21.83 578 TRIPS 55.2 184 27 44 61 527 362 447 2204 PERCENT 25,05 8.35 1..23 2.00 2.7`7 13.91 16.42 20,213 579 TRIPS 860 268 23 21 132 674 700 844 3722 PERCENT .23.1.1 7.20 0.6.2 0.56 3.55 2.3.48 18.81 22.68 580 TRIS 1515 364 29 43 307 2603 2056 3.152 10069 PERCENT 15..05 3.62 0.29 0.43 3.ps 25.85 20.42 31.30 581 TRIPS 625 131 13 11 8.3 819 621 962 3281 PERCENT 19.05 3.99 0.40 0.82 2.53 24.96 38.93 2.9.32 58.2 TRIPS 143 20 1 3 6 150 90 146 559 PERCENT 25.58 3.58 0:18 .0.54 1.07 2.6.83 16.10 26.12 583. TRIPS 420 54 4 8 33 327 25"7 35'1.:. 1454 PERCENT 28.89 3.7 - 0.28 0.5:5 .2-.27 22 .49 .1.7,68 24.1.4 564' `}'BTPS 184 0 0 60 405 276 227 0 11,52, PERO-ENT 1.5.97 .0.00 0.QO 5.21 35,16 23.195 .19.70 0.00 563 TRIPS 84 11 0 41 157 114 161 3.0 598 PERCENT 11.05 1,84 0.00 6.86 2.6,25 19.06 26.92 5.02 1118105 Legend Figure 5B Cardinal Distribution for TAZ 576 -2005 Interim Plan Calle 0c1ho MUSP January 2007 Source' Cathy Sweetepplo & Associates 39 - 1118105 Legend Figure 5C Cardinal Distribution for TAZ 576 -2015 Interim Plan Calle Ocho MUSP January2007 Source: Cathy Sweelapple 8 Associates Miami -Dade County Year 2015 Cost Feasible Plan. 1?'IREC.TTONAL DISTRIBUTION SUMMARY ORIGIN j------------- CARDINAL DIRECTIONS ------------- TOTAL � ZONE ACNE ENM ESE SSE SSW WSW WNW NNW 571 TRIPS 4330 1341 79 414 1053 6598 5255 7755 26625 PERCENT 16.14 5,00 0-.29 1.54 3.93 24.60 19.59 2.8.91 572 TRIPS 1407 36A 202 141 343 .1869 1366 2000 7694 PERCENT 18,29 4.73 2.63 1.83 4.46 24.29 17.78 25.99 573 TRIPS 665 291 235 44 164 715 609 807 3730 PERCENT 23.29 "i..-80 6.30 1..18 4.40 19.17 16.33 .21.64 574 TRIPS 1032 691 126 46 215 934 746 961 4751. PERCENT 21.72 14..54 2.65 0.97 4.53 19.66 15.'70 20.2.3 575 'T'R'IPS 676 562 183 46 193 628 513 745 3640 PER:;EI9T 1.8.54 .15.41 5.02 1.26 5.29 17,22 16.81 20.4.3 576 'DRIPS 1060 733 233 61 2.23 1081 906 972 5269 PERCENT ?..0.12' '13,9;1 4..42 1_...L6 4.23 20.52 1,7.7.9 3_:8,45 577 TRIPS 1,..946 793 93 30 41G7 1870 17.89' 1668 7:996 PERCENT .24.34 9.92 1.16 0.38 5.09 23.39 14.87 20.86 578 TRIPS 850 214 24 42 68 570 3$8 .46.0 2416 PERCENT 26.90: 8.33.6 9.99 7..74 2.81. 23_.59 ih.06 1.9.04 579 TR PS 1119 395 3.7 30 179 11.63 839 1120' 4942 PERCENT .23..86. 7.99 0,75 0.61 3.62 23.53 16.98 22.66 80 TRIPS 1993 475 37 47 425 3246 23.8:5 3989 12547 PERCENT 15,49 ::3.7`9 0.29 0.37 3.39 25-87 :19.01.'31,79 581 TRIPS 76.0 148 17' 26 105 939 716 11,78 3883 PERCENT 19.57 .3.81 0.44 0.67 .2.70 24.18 18.28 30.34 582 TRIPS 170 23 1 1 13 154 98 147 607 PERCENT 28.01 3,79 0,16 0.16 2.14 25.37 16.14 24.22 5B3 TRIPS 456 56 2 8 4.2 369 267 359 1559 PERCENT 29.25 3.59 0.13 0.51 .2.619 2:3.67.1.7,13 23.03 :584 TRTPS 195 0 0 46 465 265 263 0 1238 PERCENT 1.6.07 0.00 0.00 3.7.2 37.56 21.41 .2:.L.24 0 ALA 585 TRTPS 94 9 0 44 177 131 155 32 642 PERCENT 1.4.64 I_40 0.0.0 fr.8:5 2.7_5'7 2.0,4:0 .24_1.4 4.98 39 - 1118105 Legend Figure 5C Cardinal Distribution for TAZ 576 -2015 Interim Plan Calle Ocho MUSP January2007 Source: Cathy Sweelapple 8 Associates TABLE 3 CALLS OCHO MUSP CARDINAL DISTRIBUTION 100,01% 99.98% 100.00% Source: Miami -Dade Year 2005 and 2615 Cost Feasible Plan Cardinal Distributions from the Directional Trip Distributions Report, January 2005. Calle Ocho MUSP Traffic Impact Study January 2007 Year 2005 Year 2015 Zone 575 Zone 575 Average Cardinal Cardinal Cardinal Direction Distribution Distribution Distribution WINE 17,83% 18,54% 18.18% ENE 15,02% 15.41% 15.21% ESE 4.47% 5.02% 4.75% SSE 1,33% 1.26% 1.30% SSW 5,74% 5.29% 5.52% WSW 17,80% 17.22% 17.51% WNW 17.03% 16.81% 16.92% NNW 1 20,79% 1 20.43% 1 20.61% 100,01% 99.98% 100.00% Source: Miami -Dade Year 2005 and 2615 Cost Feasible Plan Cardinal Distributions from the Directional Trip Distributions Report, January 2005. Calle Ocho MUSP Traffic Impact Study January 2007 CARDINAL DISTRIBUTION Source: Miami -Dade Transportation Plan to the Year203O - Directional Trip Distribution Repor# January 2005, Miami -Dade Interim 2005 and 2015 Cost Feasible Plan, Figure N Project Assignment Using the Cardinal Distribution For TAZ 57575 Calle Ocho MUSP January 2007 Source: Cathy Sweatappla & Associates TRIP DISTRIBUTION PROJECT: Calle Ocho MUSP NNW 36.76% NNE 20.61% 98.18% TAZ # # 575 Trips 229 TrlpB NNE 18,18% 42 WNW 47 42 ENE 96.92% 15.21% ENE 15.21% 36 39 35 ESE 4.75% 11 34.43% SSE 1.301% 3 11 40 SSW 5,52% 13 WSW ESE 17.51% 13 3 4.75% WSW 17.51%a 40 WNW 16.92% 39 SSW SSE NNW 20.61% 47 5.520/0 1.300 a 6,82% 180.00% 229 Source: Miami -Dade Transportation Plan to the Year203O - Directional Trip Distribution Repor# January 2005, Miami -Dade Interim 2005 and 2015 Cost Feasible Plan, Figure N Project Assignment Using the Cardinal Distribution For TAZ 57575 Calle Ocho MUSP January 2007 Source: Cathy Sweatappla & Associates yyh f7/1 }m} CA yto fA W N r� � SW 5 St _ H U) o do) I to N * y ui I U) L I*_ [40.79%] I I �- Access I �a 25.0% * ~I °' [29.03016]SW 9 St I I 40.30%_J 30,76%� � � ti Co v 5W 6 5t J LO a .+--10.0% Co [95.27%] ° I6. 1%j [1fi.57%] SW7St 10.0% h Cd 25.00% -Op 55.3% p- 15.21/° JV3P] [24.43%] SW B St ppto a j 00 N o ti CUa r M N � f SW 9 5t II� S— 24.43% �1 h [40.79% 4J � 21" + Z.0% ° 110-00 /°] — f o �— 24.43% y; e 2.62% r Ln la h e u O UI N N N SW 10 St N N e M ti (2.75%] [2.75%] SW 11 St 5.52% 3.0% 2.75% 2.75% °] (5.52/° [3.01/6] `'O° of �a 3a:7s% ° Q a 34.43% 575 19.96°/ 0 Q W) 6:82 % 61 OFigure 5E Signalized Study Intersection Proect Distribution 1:1Site Location [5,5 Project ct6.Distribution ri [unbound] Outbound O Calle Ocho MUSP Pra]ect Distrtbutian Percentage Unsignalized Study Intersection January 2007 source; Cathy Sweetapple & Associates Existing Traffic Data and Roadway Geometry Peak hour intersection turning movement traffic data was collected at the adjacent study area intersections on Wednesday and Thursday, November 1st and 2nd, 2006 (see Attachment II). All counts collected were adjusted for peak season using the Year 2004 weekly peak season adjustment factors provided by the Florida Department of Transportation. Year 2004 adjustment factors were utilized since the 2005 factors for this timeframe were affected by the 2005 hurricane season. The traffic count locations, type of access, traffic control methods and lane geometry are summarized in Table 4A below and are illustrated on the attached Figure 6A. Field surveys were used to establish the existing lane geometry at each study intersection, as illustrated on the attached Figure 6B. The 2006 peak season PM peak hour turning movements at the adjacent study intersections is provided on the attached f=igure 7A. Table 4A — Project Access and Adjacent Studv Area Intersections Intersection Type of Access Traffic Control Lane Geometry SW 7 Street at SW 6 Avenue Study Intersection to the North Unsignalized SB —1TR WB —1 LT, 2T SW 7 Street at SW 5 Avenue Study Intersection to the North Unsignalized NB — I LT SB — IR WB -2T, ITR SW 7 Street at SW 4 Avenue Study Intersection to the East Signalized SB Ramp —1T, ITR, 1 R And the 1-95 SB Off Ramp SB —1T,1 TR WB— IL, 1LT, 1T SW 8 Street at SW 6 Avenue Study Intersection to the West Unsignalized NB—IR SB-1LT EB — 2T,1 TR SW 8 Street at SW 5 Avenue Adjacent Intersection (NE Comer) Signalized NB-1TR EB-1LT, 1T,1TR SW 8 Street at SW 4 Avenue Study Intersection to the East Signalized SB -- 2L, iLT, 1T And the 1-95 SB On Ramp EB — 3T,iTR 9W 9Street at SW 6 Avenue Study Intersection to the West Unsignalized NB-1LTR SB — ILTR EB — ILTR WB-1LTR SW 9 Street at SW 5 Avenue Adjacent Intersection (SE Corner) Unsignalized NB —1 LTR SB —1 LTR EB — %TR WB— ILTR SW 9 Street at Access A Project Access Unsignalized SB —iLR EB — ITR WB-1LT SW 5 Avenue at Access B Project Access Unsignalized NB -1 LT SB — iTR EB — iLR Calle Ocho Bricicell Square, LLC 20 Major Use Special Permit Traffic Impact Study January 2007 Figure 6A AM and PM Peak Hour Signalized TM Count Location Traffic Count Locations Site Location0 Calle Ocho MUSP AM and PM Peak Hour Unsignaiized TM Count Location January 2007 Source: Cathy Sweelapple & Associates r~ ro W u� y a y eh y Sw 5 St - Sw 6 St SW 7 St Sw a St SW 9 St • SW 1O St SW 11 St OSignalized Study Intersection Site Location O Unsignalized Study Intersection Figure 66 Existing Lane Geometry at Study Intersections Celle Ocho MUSP January 2007 Source: Cathy Sweetapple 6 Associates Q Q 1� �D Q cif N Q � CO Q M CO Sw 6 St Sw r------I O/ N I h � I I l- sw 6 st v 1 4--1643 B9 156 (-1660 m 41 432 sw r st • 1 N of r I C4 � 7` Sw 8 St 1158 161 t r 1195 23 � M 1420 --1,-o 77 37 +— 73 v, ulo 60 ami ua 4-- 44 j �4 i�?3 Sw9St • ► 5—+I F 22--+ -41 I 23� r�Hv 9� 6 Sw 1O st sw 11 st LO OSignalized Study Intersection OUnsignalized Study Intersection Site Location Figure 7A 2006 PM Peak Hour Peek Season Intersection Turning Movements Calle Ocho MUSP January 2007 Source: Cathy Sweetappls & Associates AdjacentStudy Area Roadways The lane geometry for the study area roadways adjacent to the project site are summarized in Table 4B below, Access to and from the study area is provided by the following major roadway corridors: • SR 901US-411SW 7 Street exists as a three lane one-way roadway accommodating westbound travel from Brickell Avenue/US-1 on the east to SW 27 Avenue on the west where the one-way pair becomes a four lane divided roadway, • SR 9011JS411SW 8Street exists as a three lane ane -way roadway accommodating eastbound travel from SW 27 Avenue on the west to Brickell Avenue/US-1 on the east. • Interstate 95 is located one city block to the east of the redevelopment site. Access to and from the interstate into and out of the study area is provided by the following: o The southbound off -ramp intersects both SW 71h Street and SW 81h Street using SW 4th Avenue, and provides southbound access to SW 91h Street. o The northbound off -ramp intersects SW Stn Street at SW 3rd Avenue, and continues north to SW Th Street to gain westbound access into the study area. o Two northbound on -ramps are accessible from eastbound SW 8th Street. o The southbound on-ramp is accessible from eastbound SW 8th Street. Table 4B — Characteristics of the Study Area Roadways Adjacent to the Redevelopment Site Roadway Roadwav Type Direction Number of Travel Lanes SR 901US-4118W 7 Street Slate Urban Prind al Arterial One Wa Westbound 3 lanes westbound SR 9WUS-411SW 8 Street Slate Urban Principal Arterial One Lay Eastbound 3 lanes eastbound SW 9 Street Local Road Eastbound and Westbound 1 lane eastbound 1 lanewestbound SW 5 Avenue Local Road Northbound and Southbound 2LU south of SW 8 Street 2 lanes northbound north of SW 8 Street SW 6 Avenue Local Road Northbound and Southbound 2LU south of SW 8 Street 2 lanes southbound north of SW 8 Street The programmed (i.e. funded) transportation improvements affecting the regional roadways in the study area include the resurfacinglreconstruction projects listed in Table 4C below. The TIP 2007 funding details for each project is included in Attachment III of this report. Table 4C _ TIP 2007 Programmed Transportation Improvements in the Study Area TIP Page No. TIP Project No. Roadway .. 1m rovement Cost Timeframe Section At, Page 58 SR 5113rtckell Avenue Resurfacing $330,000 - PE FY 2006-2007 DT4124731 From S. of SE 15 Road to SE 4 Street $5,783,000 - CST FY 2008-2009 Section At, Page 60 SR 9015E -SW 7 Street Resurfacing $100,000 - CST FY 2007-2008 DT41248111 From SR 516rickell Ave to SR 901SW 8 ST Section A1, Page 69 SR 9331SW-NW 12 Avenue Flexible Pavement $7,996,000 -- CST FY 2007-2008 DT4146431 From SW 13 Street to NW 7 Street Reconstruction $480,000- INC FY 2008-2009 Section Al, Page 70 SR 901SE-SW 8 Street Resurfacing $3,119,000 -- CST FY 2007-2008 DT4146451 From Beacon Blvd to SW 4Avenue $96,000 - INC FY 2008-2009 Section Al, Page 76 SR-71US-4411NW 7 Avenue Sidewalk $359,000 -. CST FY 2007-2008 DT4.164191 From SW 8 Street to NW 3 Street $12,000 - INC FY 2008-2009 Calle Ocho Brickell Square, LLC 24 Major Use Special Permit Traffic Impact Study ,January 2007 Future Background Traffic Future background traffic volumes through the Year 2010 have been incorporated into the analyses using historical growth rates on study area roadways. The attached Table 5 identifies the historical growth for SW 7 Street, SW 8 Street and SW 8 Avenue using traffic data from the state count stations for the years 2000 through 2005. Negative growth was identified for SW 8 Street and SW 8 Avenue however the negative growth was replaced with al. 00% per year growth rate for use in the intersection and link analyses to account for background traffic growth for these facilities. A 1,42% per year growth rate was identified for SW 7 Street, Committed Development Traffic Traffic impacts from 53 committed development projects located within or adjacent to the study area have been incorporated into the analyses using data obtained from the City of Miami Large Scale Development Repoddated October 2006, which reflects the most recent report available on the City Website as of January 31, 2007. A summary (by area) of the committed development projects is provided in Table 6A below. A detailed summary of each committed development project is provided in Table IV -A found in Aftachment 1V of this report. The committed development projects include those which are either under construction or approved. Committed development traffic has been estimated for the study area roadways to ensure that the roadway and intersection analyses incorporate the impacts of these approved projects. In total, these committed development projects equate to 14,523 dwelling units, 952 hotel rooms, 1.75 million square feet of office and 775,997 square feet of retail. The supporting trip generation information used to determine committed development traffic is provided in Tables IV -B, IV -C, IV -D and IV -E found in Aftachment 1V. A general summary of the committed development traffic assignments to the surrounding study area roadways is provided in Table 6B, Table 6A — Summa of Committed Developments Direction Area Residential DU Hotel Rooms Office SF Retail SF Net External PM Trips To and From the East Brickell 8,038 743 1,518,626 492,245 3,471 � 1543 in and 1928 out To and From the Southeast Brickell 4,001 209 187,923 165,077 1,214 = 630 in and 584 out To and From the North Little Havana 1,235 0 23,545 48,566 543 = 280 in and 263 out To and From the West Little Havana 1,249 0 20,200 70,089 584 = 298 in and 286 out Total SW 4 Ave to SW 3 Ave 14,523 952 1,750,294 7:75,997 5812 = 2751 in and 3061 out Table 6B — General Committed Traffic Assignment to the Study Area Roadways Roadway Limits Dist:% East Dist. %. West -North Dist. % SE East 1543 In 1928.out SE 030 in 584 out North 2.60 in 263 out West 2981n 286 out PM:Peak Hour Committed Assf nments SW 7 Street SW 7 Ave to SW 6 Ave 25% 25%b 5% 482 29 - 75 586 trips WB SW 6 Ave to SW 5 Ave 25% 25% 5% 482 29 33 75 619trips WB SW 5 Ave to SW 4 Ave 25% 25% 5% 482 29 76 75 656 trips WB SW 4 Ave to SW 3 Ave 25% 25% 5% 482 29 70 75 656 trips WB SW 8 Street SW 7 Ave to SW 6 Ave 27,1% 25% 5% 418 32 - 72 522 trips EB SW 6 Ave to SW 5 Ave 27,1% 25% 5% 418 32 33 72 555 trips EB SW 5 Ave to SW 4 Ave 27.1% 25% 5% 418 32 33 72 555 trips EB SW 4 Ave to SW 3 Ave 30.3%in 5.2%out 25% 6% 568 32 fib 72 738 trips EB Future Background plus Committed Development Traffic The committed development traffic assignments for the PM peak hour at the adjacent study intersections is provided on the attached Figure 7113. The Year 2010 future without project PM peak hour turning movements at the adjacent study intersections is provided on the attached Figure 7C. Calle Ocho Brickell Square, LLC 99 Major Use Special Permit Traffic Impact Study January 2007 TABLE 5 CALLE OCHO MUSP TRAFFIC GROWTH RATE CALCULATIONS Calle Ocho MUSP Traffic Impact Study January 2007 COUNT AADT AADT AADT AADT AADT AADT COMPOUND ROADWAY DIR STATION 2000 2001 2002 2003 2004 2005 GROWTH SR 901US-411SW 7 STREET W. OF US -1 W FDOT-5091 10,000 10,500 9,900 10;000 11,500 11,500 2.83% W. OF 1-95 W FDOT-2544 15500 21,000 18,000 17,000 17,000 20,000 5.23% E, OF SW 7 AVENUE W FDOT-5096 18,000 13,500 16,500 18,500 19,500 17,000 -1.14% W. OF SW 12 AVENUE W FDOT-5097 18,000 18,500 20,000 18,500 18,000 17,500 -0.56% TOTAL FOR ALL STATIONS: 61,500 63,500 64,400 64,000 66,000 66,000. IA2%. SR 901US-411SW 8 STREET W. OF US -1 E FDOT-5090 14,500 13,500 13,000 14,500 11,000 11,500 -4.53% W. OF 1-95 E FDOT-2545 21,500 21,000 22,000 20,500 21,000 24,500 2.65% E. OF SW 7 AVENUE E FDOT-5095 19,500 20,500 19,500 20,500 22,500 19,000 -0.52% W. OF SW 12 AVENUE E FDOT-5098 27,000 26,000 28,000 25,000 24,000 23,000 -3.16% TOTAL FOR ALL STATIONS: 82,500 81,000 82,500 80,500 78,500 78,000 -1.12% SR 71US-4411SW 8 AVENUE N. OF SW 7 STREET NIS FDOT-5000 6,600 6,400 7,600 7,500 7,400 6,200 -1.24% TOTAL FOR ALL STATIONS: 6,600 6,400 7,600 7,500 7,400 6,200 -1.24% AVERAGE GROWTH RATE: 150,600 150,900 154,500 152,000 151,900 150,200 -0:05% Calle Ocho MUSP Traffic Impact Study January 2007 n m Iq a C7 SW5St �W I O O I I 4 4 I I I I SW 6 St x--586 +--70 556 f 100 33 � 4-586 7 St r 63B —0� 100 SWBSt 512-10- ► 545 —0� 555 10 0 10 o 0 0 l sw9st 10 ► 0 10 0 SW 10 st SW17St L OSignalized Study Intersection OUnsignalized Study Intersection 0 Site Location Figure 7B PM Peak Hour Committed Development Assignment at Study Intersections Calle Ocho MUSP January 2007 Source: Cathy Sweetapple & Associates a a' r` < W) in < (0) a M Cn SW 5 St r--- ---, 1 N I 1 � O 1 1 Qi 1 1 I_ SW 5 St t---2325 235 �- 1681 557 128 t 2278 SW 7 St I rC4 m N N �► vs 1 SW s st 1717 —0-167 2022 jo� 1798 —� 80 -i 34 IF -0- 0 49 76 3 t-- 55 4 '�' i. 3 SW 9 st 5� T`► 23�" 34-► 6 I noon �0`♦ min SW 10 at sW 11 St m OSignalized Study Intersection OUnsignalized Study Intersection Site Location Figure 7C Future Year 2010 PM Peak Hour without Project Calle Ocho MUSP January 2007 Source: Cathy Sweetapple & Associates Project 1.._ t Traffic Traffic generation for the redevelopment site has been analyzed to recognize the existing 66 low rise apartments and the 11,872 square feet of retail use which will be completely eliminated to accommodate the proposed redevelopment plan. The net new project traffic for the site has been calculated, assigned and analyzed on the study area roadway links and intersections. Table 6C summarizes the AM and PM peak hour trips for the existing uses, the proposed redevelopment plan and the net new peak hour trip impact. Table 6C — Net New Project Trips Timeframe Existin Tris Proposed Tris Net New Trips AM Peak Hour 83 185 102 PM Peak Hour 97 229 132 To document the assignment of the redevelopment project traffic onto the study area roadway network and at the study area intersections, a series of project distribution and assignment graphics have been provided on the figures identified below: • Figure 7D illustrates the AM and PM peak hour project turning movements at the two project access locations; • Figure 7E illustrates the AM and PM peak hour project turning movements at the four intersections adjacent to the redevelopment site; • Figure 7F illustrates the total proposed PM peak hour project turning movements at the study area intersectlons; and • Figure 7G illustrates the net new PM peak hour project turftg movements at the study area intersections. Future with Project - Total Trafflc Conditions Year2010 future background traffic with the net new PM peak hour project traffic is illustrated on the attached Figure 7H. Calle Ocho Brickell Square, LLC 29 Major Use Special Permit Traffic Impact Study January 2007 1— -----I N� U 1 AL36138I]1� L�i' -411f=24[34] 1 I 1 sws St I I [26] 25 I 1 1 'I II Access 8 1 [Ss] as 1 [42] 3D o I a a W Figure 7D Total Proposed Project Turning Movements at the Project Driveways ❑ Redevelopment Site Celle Otho MUSP 24 [24] = AM Peak Hour [PM Peak Hour] January 2007 Source: Cathy Sweetapple & Associates Figure 7E Total Proposed Project Turning Movements at the Adjacent Intersections 11 Redevelopment Site Calle ocho MUSP 24 [24] = AM Peak Hour [PM Peak Hour] January 2007 Source: Cathy Sweetapple & Associates a a a' a a a' a a a a LLLJJJ SW5St y SW 6 St X14 15 �-- 15 f 15 SW7St r' SW S St 74 22— ► f♦ 34 —► 2 22 •— v 33 b 411---- 3B SW 9 St r-► I 3 — 1 9 --1 N � SW 10 St SW 11 St 47 �A ill OSignalized Study Intersection OUnsignalized Study Intersection Site Location Figure 7F Total Proposed PM Peak Hour Project Traffic Assignment Calle Ocho MUSP January 2007 Source: Cathy Swaetapplo & Assaciates N N N N sw 5 st r sw 6 st 6 �-- 6 4-6 swrst �o �► SwaSt 1U� f 23 —10- F"' N 50-0' 10 `N L � �Ia `� 23 2 i t--16 SW 9 St 2� 4� I N sw 10 sit sw 11 sit Ln OSignalized Study Intersection OUnsignalized Study Intersection Site Location Figure 70 Net New PM Peak Hour Project Traffic Assignment Calle Ocho MUSP January2007 Source: Cathy Sweetapple & Associates ti N ro y un N a N r) y SW 5 St r ------i j I � ISI � SW 6 St I -2334 134 p +— 235 .41557 —1607 F� 412284 SW 7 St ILO LM LO fN�l N 7� SW8St 172T —► 1�� �7 * r 1046 — � 0 F2045 —1110.N34-+ -+ 61 59 76 6 W") WW 4— 71 `► + r 3 SW9St 41 � 23� 36 —► n u, 6 � i% 10 SW 90 St SW 11 St ori OSignalized Study Intersection OUnsignalized Study Intersection 111L 70W 310 — 11 Site Location Figure 7H Future Year 2010 PM Peak Hour with Project Calle Ocho MUSP January 2007 Source; Cathy Sweetapple & Associates Corridor Capacity Analysis Existing traffic conditions have been established on study area roadways using the person -trip based corridor capacity methodology outlined in the Transportation Element of the Miami Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities on the study area corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E applies to the Transportation Corridors, as measured by the person -trip methodology. The existing conditions analysis establishes the multi -modal corridor oonditions within the project study area. Person -Trip Volumes Year 2006 vehicular approach volumes collected on the study area corridors have been adjusted for peak season using the Year 2004 weekly peak season adjustment factors provided by the Florida Department of Transportation (FDOT). Peak hour maximum service volumes for vehicular traffic have been obtained from the FDOT Year 2002 Quality/Leve! of Service Handbook, Transit (bus) ridership and capacity were obtained from current MDT ridership and service frequency data provided in Attachment VII, See Table V11-2 in Attachment VII for the estimated weekday PM peak hour transit ridership for the transit routes on the study corridors adjacent to the project site, Documentation of the existing roadway and transit conditions are shown in Tables 7A and 7B. Person -Trip Capacily Vehicle occupancy far the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miami in 1989. The vehicle occupancy factor of 1,6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle (see Rule 9J-5.007-8(3)) to determine the person -trip capacity of the vehicular traffic system. Transit capacity for each corridor was determined based upon the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. Pursuant to Rule 9J-5.007-6(3), the maximum person -load fora local bus transit vehicle (operating with a minimum of 20 minute headways) shall not exceed 150% of the seated load. The bus capacity for each corridor was obtained from current MDT service frequency data. See Table VII -1 in Attachment VII forthe estimated person -trip capacity for the transit routes on the study corridors adjacent to the project site. Available Person-TriR Ca aci The available person -trip capacity for each corridor is identified in Table 76 based upon the following: Person - Trip Capacity — Person -Trip Volume = Available Person -Trip Capacity. A general level of service designation is provided for each study corridor based upon the calculated available person trip capacity. A person -trip level of service "look -up" table was developed based upon the ratios derived from the FDOT peak hour directional maximum service volumes from the FDOT 2002 Quality/Level of Service Handbook (see Attachment 1). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. Future Corridor Capacity Analysis The existing person -trip volumes were combined with background growth and committed development person - trips to obtain the future year 2010 person -trip volumes without project. The net external project person -trips were then added to the network to establish the future year. 2010 person -trip volumes with project. These volumes were compared to the future person -trip capacities to determine future person -trip levels of service. The future person -trip volume and capacity matrix is provided in Table 7C. All corridors analyzed are projected to operate within the established (and adopted) LOS E threshold. Calle Ocho Brickell Square, LLC 35 Major Use Special Permit Traffic Impact Study January 2007 Table 7A Existing Corridor and Transit Conditions :............. ..... Corridor...........,..... ....... ...... Roadway Conditions:.Vehicles........... -........ Transit Condition -Persons... ...................._ .... Ell 121 m [2] [23 121 121 rn [21 Count Raw PM Peak PM Dir Max Estimated Estimated Estimated Estimated Existing Source Count Peak Hour Season Peak Hour Service Bus Bus Metroral Metroraii Metromover Metromover Transit Transit From TO DIR Lanes and Period Date Volume Factor Volume Volume Ridership Capacity Ridership Capacity Ridership Capacity Ridership Capacity SW 7 STREET SWSAVENUE SW7 AVENUE WB SLOW APPlmant-PM 111112D06 1,624 1.04 1689 3,252 241 519 0 0 0 0 241 519 SW7 AVENUE SW6 AVENUE WB SLOW Applicant -PM 1111@006 1,624 1.04 16Ss 3,252 241 519 0 0 0 0 241 519 SW AVENUE SW5AVENUE WB SLOW Applicant - PM 111112006 1,684 1.04 1751 3,252 241 519 0 0 0 0 241 519 SW5AVENUE SW4AVENUE AS SLOW Applicant -PM 111112006 1,688 1.04 1756 3,252 241 519 0 0 0 0 241 Sig SW4 AVENUE SW3AVENUE WB SLOW Applicant -PM 11/112005 1,365 1.04 1420 3,252 241 519 0 0 0 0 241 519 SW 8 STREET SWS AVENUE SW7AVENUE EH SLOW APPI-t-PM 111112006 1,135 1.M 1180 3,252 274 519 ❑ ❑ 0 0 274 519 SW7AVENUE SW6AVENUE EB SLOW APPIIcant-PM 1W112006 1,135 104 1160 3,252 274 519 0 ❑ 0 0 274 519 SW6 AVENUE SW5AVENUE EB SLOW APPlicant-PM 111112005 1556 1.04 1618 3,252 274 519 0 0 0 0 274 519 SW5AVENUE SW4AVENUE EB 3LOW APPtcact-PM llf'=06 1,519 1.04 1580 3,252 274 519 0 0 0 0 274 519 SW4 AVENUE SW 3AVENVE EB SLOW Applicant - FM 11/112000 2,231 1.C4 2320 3,252 274 519 0 0 0 0 274 519 SW 9 STREET SW8AVENUE SW7AVENUE EB 2LU Applicant - PM 11/112006 33 1.04 34 650 0 0 0 0 0 0 0 0 WE 74 1.04 77 650 0 0 0 0 0 0 0 0 SW7AVENUE SW6AVENUE EB 2LU Applicant - PM 111112006 33 1.04 34 650 C 0 C 0 0 6 0 0 WB 74 1.04 77 650 0 0 0 0 0 0 0 0 SW6 AVENUE SW5AVENUE EB 2LU Applicant - PM 1111/2006 32 1.D4 W 650 0 0 C C 0 0 0 0 WB 81 1.04 84 650 0 0 0 C 0 0 0 0 SW5AVENUE SW4AVENUE EB 2LU Applicant -PM 111112D% 9 1.04 9 650 0 0 0 0 0 0 0 0 We 115 1.04 120 680 0 0 0 0 0 0 0 0 SW AVENUE SW STREET SW7STREET SB ILOW Appllcant-PM 1102006 138 1.04 144 792 0 0 0 C 0 0 0 0 SW7 STREET SW3STREET SB ILOW Applicant -PM 111211005 ISO 1.04 187 792 0 0 0 0 0 0 0 0 SW0STREET $W9 STREET NB 2LU Applicant -PM 111211006 43 1.04 45 660 0 ❑ 0 0 0 0 0 0 se 46 1.04 48 660 0 0 0 0 00 0 0 SW 9 STREET SW 10 STREET NB 2LU Applicant -PM 111212006 32 1.04 33 660 0 0 0 0 0 0 0 0 SB 37 1.04 38 66❑ 0 0 0 0 0 0 1 0 0 SW 6 AVENUE SW 6 STREET SW 7 STREET NB 2LU Applicant- PM 11112006 294 1.04 305 560 C 0 0 0 0 0 ❑ 0 SB 29 1.04 30 660 0 0 0 0 0 0 0 0 SW7 STREET SW8 STREET NB 1LOW Applicant -PM 111112006 261 1.04 271 792 0 0 0 0 0 0 0 0 SW 8 STREET SW 9 STREET NB 2LU Apprrcart- PM 91/112006 247 1.04 257 560 0 0 0 0 0 0 0 0 Sia 101 1.04 105 660 0 0 0 0 D ❑ 0 0 SW9STREET SW 10 STREET NB 2LU Applicant -PM 111212006 155 1.04 172 660 0 0 0 0 D 0 0 0 SB 76 1.04 79 660 0 ❑ 0 0 0 0 0 0 SW4AVENUE SW6STREET SW7STREET SB 2LOW Applicant -PM 111712006 359 1.04 373 2,064 0 0 0 0 0 0 0 0 SW7 STREET SW8STREET SB 2LOW Applicant - PM 11t2MD6 1,558 1.04 1620 2,064 0 0 0 0 0 0 0 0 SW6 STREET SW 9S7REE7 SB 2LOW Applicant -PM 1112/2006 547 1.04 569 2,064 0 0 0 0 0 0 0 0 [1] Roadway maximum service volume is based upon the 2002 FDOT Quality/LOS Handbook Celle OCho MUS? [2] Transit route capacity and ridership hes been estimated using current data from Miami -Dada transit (see Attachment Vif). Traffic impact Study January 2007 Table 7B Person Trip Volume and Capacity Matrix Existing Conditions Matrix Corridor Roadwa v irlode .. Transit Mode.. . . . . ... -.. ..Se meet Total 1.1 IN Icl [d] Eel Ell 191 I111CI [R Ekl ul Pers -Trip Pere -Trip Excess Excess SegmerR Segment Excess Segment Roadwayal Capacity Roadway Volume Pers -Trip Total Tot Pers-Trp Pers -Trip Pers -Trp Pers -Trip PereoaTrip ExisOng Vehicular 0,1.6 PPV Vehicular CIA PPV Capacity Pars -Trip Pers -Trip Capacity Capacity Volume Capacity vyc LOS From To DIR Lanes Capacity (81'1.6 Volume Ec)'1A 1b) -1d) Capacity Valume If1-191 N-111 Idlalgj [ij jJj Gj![i] Ell E21 131 141 153 fel In SW 7 STRFET SWBAVENUE SW7AVENUE WE 3LOW 3,252 5,203 1,609 2,365 2,839 519 241 278 5,722 2,606 3,117 0.48 C SW7AVENUE SW6AVENUE WE 3LOW 3,252 5,203 1689 2.365 2,639 519 241 273 5,722 2,606 3.117 0.46 C SWGAVENUE SW5AVENUE WE 3LCW 3,252 5,203 1751 2,452 2,751 519 241 278 5,722 2,593 3,029 0,47 C SW5AVENUE SW 4AVENUE VVB 3LOW 3,252 5,203 1756 2,458 2,74E 519 241 278 5,722 2,699 3,023 0.47 C SW4AVENUH SW 3AVENUE WB 3LOW 3,252 5,203 1420 1,987 3,216 519 241 278 5,712 7228 3,494 0.39 C SW 8 STREET SW8AVENUE SW7AVENUE EB 3LOW 3,252 5,203 1180 1,653 3,551 519 274 245 5,722 1,927 3,796 0.34 C SW7AVENUE SWBAVENUE EB 3LOV4 3,252 5,203 1180 1.653 3,551 519 274 245 5,722 1,927 3,796 0.34 C SW 5AVENUE SW5 AVENUE ER SLOW 3252 5,23 Isis 2,266 2,938 519 274 245 5,722 2.540 3,183 0.44 G SW5AVENUE SW 4AVENUE EB 31 -OW 3252 5,203 1560 2,212 2,992 519 274 245 5,722 2,486 3,237 0.43 C SW4AVENUE SW 3 AVENUE EB SLOW 3,252 5,203 2320 3,248 1,955 519 274 245 5,722 3,522 2,200 0.62 C SW 9 STREET SWBAVENUE SW7AVENUE EB 2LU E60 1,056 34 48 1,008 0 0 0 1,056 48 1,008 0.05 C }AIR 860 1,055 77 108 848 0 0 0 1,056 108 948 0.10 C SW7AVENUE SW 6 AVENUE EB 2LU 660 1,055 34 45 1,008 0 0 0 1,058 48 1,008 0,05 C WB 660 1,056 77 108 946 0 0 0 1,056 106 948 0.10 C SW6AVENUE SW 5 AVENUE EB 2LU 660 1,055 33 47 1,003 0 0 0 1,055 47 1.009 0.04 C WE 660 1,055 84 116 93B 0 0 0 1,056 118 933 0.11 C SW 5AVENUE SW 4 AVENUE EB 2LU 660 1,055 9 13 1,043 9 0 0 1,055 13 1,043 0.01 C WB 660 1,055 1 120 167 1 869 1 0 0 0 1,055 167 669 0.16 C SW 6 AVENUE SW6S7REET SW 7TTREET SB 1LOW 792 1,267 144 201 1,056 0 0 0 1,267 201 1,066 0,16 C SW7 STREET SW 8STREET SB 1LOW 792 7.287 187 262 1,005 0 0 0 1,267 262 1,005 0.21 C SW 8 STREET SW 9 STREET NB 2Lll 669 1,056 45 63 993 0 0 0 1,056 63 993 0.06 C SB 650 11056 48 67 989 0 0 0 1,056 67 989 0.06 C SW 9 STREET SW 10 STREET NS 2Lll 660 1,056 33 47 1,009 0 0 0 1,056 47 1,009 0.04 C SB 660 1.056 38 54 1,002 C 0 0 1.056 54 1,002 0.05 C SW 5 AVENUE SW 6 STREET SW 7 STREET NB 2LU 660 1,O5e 306 428 628 c 0 0 1,056 428 628 0.41 C S3 560 1,056 30 42 1,014 0 0 0 1,056 42 1.014 0.04 G SW 7TTREET SW B STREET NB SLOW 792 1,257 271 380 857 C 0 C 1,257 360 887 0,30 C SW 8 STREET SW 9 STREET NB 2LU 560 1,056 257 360 ea$ 0 0 0 1,056 350 696 0.34 C SB 560 1,use 105 147 909 0 0 0 1,056 147 909 0,14 C SW 9 STREET SW 10 STREET N3 2LU 560 1,056 172 240 ale 0 0 0 1,056 240 816 023 C SIB 66C 1,056 79 111 945 0 0 0 1,056 111 945 0.10 C SW 4 AVENUE SW 6 STREET SW 7 STREET SE 2LOW 2,064 3,302 373 523 2,780 0 0 0 3,302 523 2,760 0.16 C SW 7 STREET SW B STREET SB 2LOW 7054 3,302 1620 2,258 1,034 0 0 0 3,302 2,268 1,034 0.69 D SW 6SRREET SW9 STREET SB 2LOW 2,064 3,102 569 796 2,505 0 0 0 3,302 796 2,506 0.24 C tit Ina Kommyverllcular GapaaTJ210ena1le0m laalelA. 121 The Parson -Trip Capacity is derived by applying a vehicle eocupancy of 1.6 to the vehicular capacity. 131 The Roadway Vehicular Volume is identified in Table 7A. 14) The Person -Trip Volume is derived by applying a vehicle -pancy of 1.4 to the vehicular volume. 151 The Total7ransit Person -Trp Capacity is identified in Table 7A. and reflects the capacity of the exlstlng bus service. 161 The Total Transit Parson -Trip Volume is identified in Table 7A, and reflects the volume from the bus service. M The Person -Trp LCS is determined using FCOTs 2002 Ouatty/Level of Service Handbook and the corresponding Person -Trp LOS (see Table I -A in Attachment 1), Calle Ocho MUSP Januery2097 Table 7C Person -Trip Volume and Capacity Matrix Future Conditions Matrix .... .... .. .. Corridor. Wikhouk Project ... - - ... _ . _..... ... .. _ _ - - T - Wim Project ... .. .. .. . [a-1] [a-2] lb] [c] jr!] [el [t] [9] [h] l7 91 M Segment Segment Future Future Projected Future Future withuut Arojeut Net New Net New TuW Future with Project Pers -Trip Pers -Trip Bkgd Committed Pers -Trip shen7e- Pers -Trip Perspn-Trip Project Project Pecs -Trip Puture Parson -Trip v/c LOS Vic LOS Capacity Volumes PersTrip Project Volumes Tra.1 Capacity Vehicular Pars -Trip Volume Pers -Trip From To D1R rrable7El [Table 781 1,0%fyearl. Pers -Trips [bj+[c] capacity [a-1j+[e] jdy[fj Volume Volume [d]+[h] Capacity [7111] 42ry, r Increase n] 133 [4] [5] [4] SW 7 STREET SW 8AVENUE SW7AVENUE W6 5,722 2,606 2.757 820 3,577 0 5,722 0.63 C 9 13 3,590 5.722 0.63 C SW7 AVENUE SW 6 AVENUE WB 5,722 2,608 2,757 820 3,577 0 5,772 0.63 C 9 13 3,590 5,722 0.63 C SW 6 AVENUE SW 5 AVENUE W6 5,722 2,693 2,849 867 3,716 0 5,722 0.68 C i5 21 3,737 5,722 0.65 C SW 5AVENUE SW4AVENUE WB 5,722 2,699 2.855 918 3,773 0 5,722 Me C 6 6 3,761 5.722 0.66 C SW 4 AVEMJE SW 3 AVENUE WB 5,722 2,228 2,358 918 3,276 0 5,722 0.57 C 6 6 3,284 5,722 0.57 C SW 8 STREET SW 8 AVENUE SW 7 AVENUE EB $,722 1.927 2,005 731 2.736 0 5.722 0.48 C 10 14 2,750 5,722 0.48 C SW 7AVENUE SWBAVENUE EB 5,722 1,927 2,005 731 2,736 0 5,722 OA8 C 10 14 2,756 5,722 0.48 C SW 6 AVENJE SW 5 AVENUE EB 5,722 2,540 2,543 T77 3,420 0 5,722 0.60 C 33 45 3,466 5,722 0.61 C SW 5 AVENUE SW4AVENUE EB 5,722 2,486 2,587 777 3,364 0 5,722 0.59 C 51 71 3,436 5,722 0.60 C SW 4 AVENJE SW 3 AVENUE EB 5,772 3,522 3,665 1,033 4,696 0 5,722 0.82 0 50 70 4,768 5,722 0.63 0 SW 9 STREET SW 8 AVENUE SW 7 AVENUE EB 1,656 48 50 14 64 0 1,056 0,06 1 C 4 B 70 1,056 0.07 C W6 1,056 108 112 14 126 0 1,056 0.12 C 23 32 158 1,055 0.15 C SW 7AVENUE 6W6AVENUE ES 1,056 48 so 14 64 0 1,056 0.06 C 4 6 70 1,056 0,67 C W6 1,056 108 112 14 126 0 1,058 0.12 C 23 32 158 1,056 0.15 C SW 6 AVENUE SW 5 AVENUE EB 1,056 47 48 14 fit 0 1,056 ooe C 26 36 96 1,056 0.09 C WB 1,056 118 123 14 137 0 1,056 0.13 C 71 99 2$6 1.056 0.22 C SW 5 AVENJE SW4AVENUE EB 1,056 13 14 14 28 0 1,056 0.03 C 2 3 31 1,056 0.03 C VVB 1,656 167 1 174 1 14 188 1 0 1.o56 0.18 C 16 22 210 1,056 0.20 C SW 5 AVENUE SW 6 STREET SW 7STREET SB 1,267 201 209 0 209 0 1,267 0.16 C 0 0 209 1,267 0.16 C SW 7STREET SWB STREET SB 1,267 262 273 46 319 0 1,267 0.25 C 6 8 327 1,267 0.26 C SW 8 STREET SW 9 STREET NB 1,056 63 65 14 79 0 1,056 0.07 C 23 32 111 1,056 0111 C SB 1,056 67 70 14 84 0 1,058 0.08 C 9 13 97 1,056 0.09 6 SW 9 STREET SW 10 STREET NB 1,058 47 48 14 82 0 1,056 0.06 C 1 1 63 1,056 0.06 C SB 1,056 54 56 14 70 0 1.056 0.07 C 2 3 73 1,056 0.07 C SW 5 AVENUE SW 6 STREET SW 7 STREET NB 1,055 428 445 98 543 0 1,056 n.51 C 0 0 543 1,056 0.51 C SB 1,056 42 44 46 90 0 1,058 0.09 C 0 0 90 1,05e 0.09 C SW 7 STREET SW 8 STREET NB 1,267 380 395 0 395 0 1,267 0,31 C 9 13 408 1,267 0.32 C SW STREET SW STREET NB 1,056 360 374 14 388 0 1.056 0.37 C 55 77 465 1,058 0.44 C SB 1,056 147 153 14 167 0 1,056 0.16 C 42 59 226 1,056 0.21 C SW 9 STREET SW 10 STREET NB 1.056 240 250 14 264 0 1,056 0.25 C 2 3 267 1,056 0.25 C SB 1,056 111 115 14 129 0 1.056 0.12 C 5 7 136 1,056 0.13 C SW4AVENUE SW 6 STREET SW 7 STREET SB 3,302 523 544 46 590 0 3,302 0.18 C 0 0 590 3,302 0,18 C SW 7 STREET SW 8 STREET SB 3,302 2,268 2,361 326 2,687 0 3.302 0.81 D 15 21 2,706 3,362 0.82 D SW 8 STREET SW 9 STREET SB 3,302 796 829 70 899 0 3,302 0.27 C 15 21 920 3,302 028 C 11] The Existing Person -Trip Volume is obtained from Table 7B. 12] Year 209 0 Background Person Trip Volume is obtained by applying a 1,0% per year growth rate to the existing person trip volume. [31 The committed development vehicular wlumes furthe study area roadways are outlined in Table 6B of this report. The vehicular volumes have been adjusted to person-trlp volumes. [4] The Person -Trip LOS is determined using FDOTs 2002 OualByfi-evel of Service Handbook and the corresponding Person -Trip LOS (see Table I -A in Attachment D) [51 The project trip assignment to the link adjaceralo the two project access locations reflects the talar proposed new trips rather than the net new trips. Calle Ocho MUSP January2067 Adjacent Study Area Intersections Three signalized intersections and five unsignalized intersections along SW 7 Street, SW 8 Street, SW 9 Street, SW 6 Avenue, SW 5 Avenue and SW 4 Avenue have been analyzed to examine the PM peak hour operating conditions for the year 2010 both with and without the redevelopment plan for the Calle Ocho MUSP, Two unsignalized project access intersections have also been analyzed to account for the total trip impact of the redevelopment plan. The study intersections are listed in Table 8 below, Existing and projected turning movements forthese study area intersections are included in Tables 9A, 9113, 9C and 9D for the PM Peak Hour, depicting the 2006 traffic counts, the peak season adjustments, the 2006 peak season volumes, the background growth to 2010, estimated committed developments and the addition of the net new project trips. Total project trips have been assigned to the two unsignalized project access intersections onto SW 9 Street and SW 5 Avenue. The intersection analysis worksheets and signal timing are included inAttachment V. Each intersection was analyzed using current acceptable versions of HCS. The existing intersection analyses reflect existing signal timing and actual PHF's obtained from the turning movement field counts. The future with project intersection analyses reflect optimized signal timing where needed to maintain the minimum acceptablelevel of service standard of E (or better). The analysis results are outlined in Table 8 below for the PM Peak Hour. Table 8 — Summary of the PM Peak Hour Studv Intersection LOS Study Intersections Traffic Control Method 2006 Peak Conditions Future without Project Future with Project Future with Lane Striping Improvements SW 7 Street at SW 6 Avenue Unsignalized WB = A SB = F WB = A SB = F WB = A SB = F WB = A SB = E SW 7 Street at SW 5 Avenue Unsignalized NB = F SS = C NB = F SB = D NB = F SB = D NB = E SB = D SW 7 Street at SW 4 Avel1-95 Off Ramp Signalized C F E SW 8 Street at SW 6 Avenue Unsignalized NB = B SB = E NB=C SB = F NB=C SB = F NB=C SB = E SW 8 Street at SW 5 Avenue Signalized B B B SW 8 Street at 5W 4 Avell-95 On Ramp Signalized B C C SW 9 Street at SW 6 Avenue Unsignalized NB=A EB=A SB=A WB=B NB=A EB=A SB=A WB=B NB=A EB=A SB=A WB=B SW 9 Street at SW 5 Avenue Unsignalized NB = A EB = B SB=A WB=B NB=A EB = B SB=A WB=B NB=A EB = B SB=A WB=B SW 9 Street at Project Access A unsignalized NIA NIA EB = A SB=A SW 5 Avenue at Project Access B Unsignalized NIA NIA NB=A EB=B The analysis results indicate that all signalized study intersections can maintain an acceptable level of service of E or better. For the unsignalized intersections along SW 7 Street and SW 8 Street, a striping of turn lanes at the following locations is needed to maintain acceptable LOS E: • SW 7 Street at SW 6 Avenue - Add striping for the SB approach to stripe in the SB right and the SB through lane. • SW 7 Street at SW 5 Avenue - Add striping for the NB approach to stripe in the NB left and the NB through lane. • SW 8 Street at SW 6 Avenue - Add striping for the SB approach to stripe in the SB left and the SB through lane. Acceptable levels of service are also maintained at the unsignalized study intersections along SW 9Street and at the project access locations. Calle Ocho Brickell Square, LLC 39 Major Use Special Permit Traffic Impact Study January2007 TABLE 9A CALLE OCHO MUSP INTERSECTION TURNING MOVEMENTS PM PEAK HOUR 111112006 PEAK GROWTH .; NET NEW INBOUND 2006 1SEASON. I RATE 2010 PROJECT AND 2010 EXISTING EXISTING 2006 PER YEAR 2010 COMMITTED WITHOUT IN = 39 OUTBOUND ; WI H, LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES" TO 2010 VOLUMES VOLUMES PROJECT ''' OUT = 93 DIST.% ""PROJECT!' GEOMETRY 1 SW 7 Street 5B and SW 6 Ave THRU 94 1.04 98 1.42% 103 0 103 0 0.00% 103 ITR RIGHT 44 1.04 46 1.42% 48 0 48 0 0.00% 48 WB Unsignalized LEFT 86 1.04 89 1.42% 95 33 128 6 16,51% 134 ILT THRU 1580 1.04 1,643 1.42% 1739 586 2,325 9 10.00% 2334 2T PM PEAK HOUR 11/1/2006 CPEAK GROWTH NET NEW INBOUND 2006 SEASON:. RATE 2010;::PROJECT AND 2070 EXISTING EXISTING2006 PER YEAR 2010 COMMITTED WITHOUT`. IN = 39 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF 'VOLUMES" TO 2010 VOLUMES VOLUMES PROJECT + OUT = 93 DIST.% PROJECT GEOMETRY 2 SW 7 Street NB and SW 5 Ave LEFT 117 1.04 122 1.42% 129 0 129 9 10.00% 138 ILT THRU 144 1.04 150 1.42% 157 0 157 0 0.00% 157 SB Unsignalized RIGHT 29 1.04 30 1.42% 32 33 65 0 0.00% 65 1R WB THRU 1538 1.04 1,600 1.42% 1692 586 2,276 6 16.51% 2284 2T RIGHT 150 1.04 156 1.42% 165 70 235 0 0.00% 235 ITR PM PEAK HOUR 111212006 GROWTH NET NEW INBOUND - 2006 SEASON- RATE 2010 PROJECT AND 2010 ''' EXISTING EXISTING 2006: .' PER YEAR 2010 COMMITTED WITHOUT' ',: IN = 39 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES TO 2010 VOLUMES VOLUMES PROJECT % OUT = 93 DIST.% :,_PROJECT GEOMETRY 3 SW 7 Street SB 1-95 Off Ramp 1T and 1-95,913 THRU 838 1.04 872 1.42% 922 100 1022 15 38.79% 1037 1TR Off Ramp RIGHT 768 1.04 799 1.42% 845 100 945 0 0.00% 945 1R SB SW4Ave IT Signalized THRU 301 1.04 313 1.42% 331 33 364 0 0.00% 364 1L RIGHT 58 1.04 60 1.42% 64 0 64 0 0.00% 64 WB SIN 7ST 1L LEFT 415 1.04 432 1.42% 457 100 557 0 0.00% 557 ILT THRU 950 1.04 988 1.42% 1045 556 1601 fi 16.51% 1607 1T Calle Ocho MUSP Traffic Impact Study January 2007 TABLE 9B CALLE OCHO MUSP INTERSECTION TURNING MOVEMENTS PM PEAK HOUR 1111/2006 ''PEAK:' GROWTH NET NEW INBOUND 2006 SEASON s RATE 2010 PROJECT AND ,,, 2010 ' EXISTING EXISTING 2006 PER YEAR 2010 COMMITTED J, WITHOUT ' IN = 39 OUTBOUND WITH ; LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES ,' TO 2010 VOLUMES VOLUMES PROJECT OUT= 93 DIST.% -:PROJECT.': GEOMETRY 4 SW 8 Street NB and SW 6 Ave RIGHT 34 1,.04 35 1.00% 37 10 47 23 25.00% 70 1TR SB Unsignalized LEFT 156 1.04 162 1.00% 168 33 201 0 0.00% 201 1 LT THRU 24 1.04 25 4.00% 26 0 26 6 96.51% 32 EB THRU 1113 1.04 1,158 1.00% 1205 512 1,717 10 24.43% 1727 2T RIGHT 22 1.04 23 1.00% 24 10 34 0 0.00% 34 1TR PM PEAK HOUR 11/1/2006 PEAK.: V: GROWTH NET NEW INBOUND 2006SEASON "' RATE 2010 PROJECT AND 20.10.. EXISTING EXISTING -.2006 PER YEAR 2010 COMMITTED WITH IN= 39 OUTBOUND WITH::: LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES TO 2010 VOLUMES VOLUMES PROJECT': OUT = 93 DIST% v PROJECT;' GEOMETRY 5 SW 8 Street NS and SW 5 Ave THRU 97 1.04 101 1.00% 105 0 105 9 10.00% 114 1TR RIGHT 154 1.04 5 160 1.00% 167 10 177 28 30.30% 205 EB Signalized LEFT 155 1.04 161 1.00% 167 0 167 0 0.00% 167 1LT THRU 1365 1.04 1,420 1.00% 1477 545 2,022 23 25.00% 2045 1T RIGHT 36 1.04 37 1.00% 39 10 49 10 24.43% 59 1TR PM PEAK HOUR 11/2/2006 <PEAK `" GROWTH NET NEW INBOUND 2006 SEASON;' : RATE 2010 PROJECT AND 2010 ,'' EXISTING EXISTING 20D6 " PER YEAR 2010 COMMITTED , WITHOUT.: W = 39 OUTBOUND '; WITH '; :' LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES' TO 2010 VOLUMES VOLUMES PROJECT" OUT=93 DIST.% PROJECT' GEOMETRY 6 SW 8 Street SB 2L and 1-95 SB LEFT 1085 1.04 1,128 1.00% 1173 183 1356 0 0.00% 1356 1LT On Ramp THRU 473 1.04 492 1.00% 512 50 562 15 38.79% 577 1T EB Signalized THRU 1149 1.04 1,195 1.00% 1243 555 1,798 L-80 50 54.00% 1648 3T RIGHT 74 1.04 77 1.00% 80 0 1 1.30% 81 1TR Calle Ocho MUSP Traffic Impact Study January 2007 TABLE 9C CALLE OCHO MUSP INTERSECTION TURNING MOVEMENTS PM PEAK HOUR 1112/20061 $EAICI: GROWTH NET NEW INBOUND 2006 SEASON t' RATE 201,0'; PROJECT AND 2010 EXISTING EXISTING 2006 : . PER YEAR 2010 COMMITTED WITHOUT , IN = 39 OUTBOUND WITH ' ,', LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES TO 2010 VOLUMES VOLUMES 11 PROJECT' OUT=93 DIST.% :PROJECT GEOMETRY 7 SW 9 Street NB and SW 6 Ave LEFT 2 1.04 2 1.00% 2 0 2 0 0.00% 2 THRU 26 1.04 27 1.00% 28 10 38 0 0.00% 38 1LTR RIGHT 4 1.04 4 1 1.00% 4 0 4 1 2.52% 5 Unsignalized S8 LEFT 5 1.04 5 1,00% 5 0 5 6 16.51% 11 THRU 27 1.04 28 1.D0% 29 10 39 C 0.00% 39 1LTR RIGHT 14 1.04 15 1.00% 15 Q 15 C 0.000% 15 EB LEFT 5 1.04 5 1.00% 5 0 5 C 0,00% 5 THRU 22 1.04 23 1.00% 24 10 34 4 10.00% 38 ILTR RIGHT 6 1 1.04 6 1 1.60% 1 6 Q 1 6 0 1 0.00% 1 6 WE LEFT 4 1.04 4 1.00% 4 C 4 2 2.52% 6 THRU 58 1.04 60 1.00 63 10 73 23 24.43% 96 iLTR RIGHT 12 1.04 12 1.00% 13 0 13 23 25.00% 36 PM PEAK HOUR 111212006 PEAK 'y,' GROWTH NETNEW INBOUND 2006 SEASON;;: RATE 2010- PROJECT AND 2010 EXISTING EXISTING 2006 PER YEAR 2010 COMMITTED r; WITHOUT IN = 39 OUTBOUND .WITH ', LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES TO 2010 VOLUMES VOLUMES PROJECT OUT=93 D[ST.% il ',PROJECT' GEOMETRY 8 SW 9 Street NB and SW 5 Ave LEFT 7 1.04 7 1.00% 8 0 8 0 0.00% 8 THRU 156 1.04 162 1.00% 169 10 179 2 5.75% 181 1LTR RIGHT 2 1.04 2 1.00% 2 0 2 0 0.00% 2 Unsignalized SB LEFT 5 1.04 5 1.00% 5 0 5 0 0.00% 5 THRU 64 1.04 67 1.00% 69 1D 79 5 5.75% a4 1LTR RIGHT 32 1.04 33 1.00% 35 0 35 23 25.00% 58 EB LEFT 21 1.04 22 1.00% 23 0 23 0 i 1 0.000/. 23 THRU 2 1.04 2 1.00% 2 10 12 2 2.00% 14 1LTR RIGHT 9 1.04 9 1.00% 10 0 10 D 1 4.00% 1 10 WE LEFT 3 1.04 3 1.00% 3 0 3 0 0.00% 3 THRU 42 1.04 44 1.40% 45 10 55 16 40.79% 71 1LTR RIGHT 70 1.04 73 1.60% 76 C 76 0 0.00% 76 Calle Ocho MUSP Traffic Impact Study January 2007 TABLE 9D CALLE OCHO MUSP INTERSECTION TURNING MOVEMENTS PM PEAK HOUR 111212006 PEAK GROWTH PROJECT INBOUND 2006 ,SEASON ` RATE 20;1p TRIPS AND 2010 EXISTING EXISTING 2006 PER YEAR 2010 COMMITTED WITHOUT. IN = 92 OUTBOUND ' ' WITH LANE No. INTERSECTION MVNT VOLUMES PSCF -VOLUMES: TO 2010 VOLUMES VOLUMES PROJECT'' OUT 137 DIST.%a PROJECT' GEOMETRY 9 SW 9 Street SB and Access A LEFT 0 1.04 0 1.00% 0 0 0 3 2.00% 3 1LR RIGHT 0 1.04 0 1.00% 0 0 0 37 26.95% 37 Unsignafized EB LEFT 0 1.04 0 1.00% 0 0 0 26 29.03% 26 1LT THRU 31 1.04 32 1.00% 34 10 44 0 0.00% 44 WB THRU 74 1.04 77 1.00% BO 10 90 34 25.00%n 124 ITR RIGHT 0 1.04 0 1.00% 0 0 0 38 40.79% 38 PM PEAK HOUR 11/2/2006 PEAK GROWTH PROJECT INBOUND 2006 SEASON: RATE 2010 TRIPS AND 20.10; EXISTING EXISTING 2006 " PER YEAR 2010 COMMITTED ::WITHOUT.: IN= 92 OUTBOUND :WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES: TO 2010 VOLUMES VOLUMES PROJECT'': OUT = 137 DIST.% ;PROJECT GEOMETRY 10 SW 5 Avenue IVB and Access B LEFT 0 1.04 0 1.00% 0 0 0 6 5.75% 6 THRU 247 1.04 257 1.00% 267 10 277 0 0.00% 2T7 1 LT SB Unsignalized THRU 36 1.04 37 1.00% 39 10 49 0 0,00% 49 ITR RIGHT 0 1.04 0 1.00% 0 0 0 22 24.43% 22 EB LEFT 0 1.04 0 1.00% 0 0 0 55 40,30% 55 1LR RIGHT 0 1.04 0 1.00% 0 0 0 42 30.75% 42 Calle Ocho MUSP Traffic Impact Study January 2007 Conclusions Given the analyses performed in this Major Use Special Permit Traffic Impact Study, all study area corridors adjacent to the project site were found to operate at acceptable levels of service through project buildout pursuant to the standards contained within the adopted City of Miami Comprehensive Neighborhood Plan. The corridor analysis (pursuant to City standards) evaluates a multi -modal level of service for the study area using the person -trip methodology established in the Comprehensive Plan. This redevelopment plan accommodates amixed use urban residential, retail and office project located adjacent to an important transportation corridor serving both downtown and the communities to the west and is situated within the Miami -Dade County Urban Infill Area and the City of Miami Transportation Concurrency Exception Area (TCEA). The corridor currently accommodates two bus transit routes which provide direct connections to Metro -Rail located 0.4 miles to the east of the project site. Intersection analyses were provided on three signalized and five unsignalized intersections located adjacent to the site along SW 7 Street, SW 8 Street, SW 9 Street, SW 6 Avenue, SW 5 Avenue and SW 4 Avenue, Two unsignalized project access intersections were analyzed to account for the total trip impact of the redevelopment plan, Intersection analyses were evaluated for existing conditions, Year 2010 without project and Year 2010 with project. The analyses demonstrated that all signalized study intersections maintained acceptable level of service of E or better through the Year 2010 with project. Acceptable levels of service were also maintained at the unsignalized study intersections along SW 9 Street and at the two project access locations. For the unsignalized intersections along SW 7 Street and SW 8 Street, the following lane striping improvements were found to be needed to reduce delay at the following locations to maintain acceptable level of service E; • SW 7 Street at SW 6 Avenue -Add striping for the SB approach to stripe in the SB right and the SB through lane, • SW 7 Street at SW 5 Avenue -Add striping for the NB approach to stripe in the NB left and the NB through lane, • SW 8 Street at SW 6 Avenue - Add striping for the SB approach to stripe in the SB left and the SB through lane. Calle 0cho Brickell Square, LLC 44 Major Use Special Permit Traffic Impact Study January2007 Attachment I FDOT 2002 Quality/Level of Service Table City of Miami Person -Trip LOS Table TABLE 4-7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED Jr, LOW HIGHWAYS FREEWAYS ]nterellange spacing? 2 mi. apart Level of Service Level of Service Lanes Divided A B C D 1 Undivided 100 340 670 950 2 Divided 1,060 1,720 2,500 3,230 3 Divided 1,600 2,590 3,740 4,840 STATE TWO-WAY ARTERIALS 2,110 Class I (>0.00 to 1.99 signalized intersections per mile) 3,580 3,980 Level of Service 3 Lanes Divided A B C D 1 Undivided ** 220 720 860 2 Divided 250 1,530 1,810 1,860 3 Divided 380 2,330 2,720 2,790 4 Divided 490 3,030 3,460 3,540 FREEWAYS E 890 k** *k* sss Class II (2.00 to 4.50 signalized intersections per mile) ]nterellange spacing? 2 mi. apart Level of Service Level of Service Lanes Divided A B C D E E B C D E Level of Service 100 590 810 850 1,300 Lanes A B C D E 3,670 2 1,270 2,110 2,940 3,580 3,980 5,500 3 1,970 3,260 4,550 5,530 6,150 7,220 4 2,660 4,410 6,150 7,480 8,320 1t,310 5 3,360 5,560 7,760 9,440 10,480 0-84% °* >5 >4 >3 >2 6 4,050 6,710 9,360 11,390 12,650 E 890 k** *k* sss Class II (2.00 to 4.50 signalized intersections per mile) Paved Shoulder/ Level of Service Level of Service Level of Service Lanes Divided A B C D E Lanes Divided A B C D E 1 Undivided ** 100 590 810 850 2 Divided ** 220 1,360 1,710 1,800 3 Divided ** 340 2,110 2,570 2,710 4 Divided ** 440 2,790 3,330 3,500 Class 111 (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Interchange spacing < 2 mi. apart BICYCLE MODE (Note; Levc] of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes,) Paved Shoulder/ Level of Service Level of Service Bicycle Lane Lanes Divided A B C D E Lanes A B C D E 2 1,130 1,840 2,660 3,440 3,910 3 1,780 2,890 4,180 5,410 6,150 4 2,340 3,940 5,700 7,380 8,380 5 3,080 4,990 7,220 9,340 10,620 6 3,730 6,040 8,740 1t,310 12,850 BICYCLE MODE (Note; Levc] of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes,) Paved Shoulder/ Level of Service Level of Service Bicycle Lane Lanes Divided A B C D E Coverage A B C D E 1 Undivided ** ** 280 660 810 0-49% ** ** 170 720 >720 2 Divided ** ** 650 1,510 1,720 50-84% ** 130 210 >210 *** 3 Divided ** ** 1,020 2,330 2,580 85-100% 160 380 >390 *** *** 4 Divided ** ** 1,350 3,070 3,330 PEDESTRIAN MODE Class IV (more than 4.5 signalized intersections per mile and within (Note: Level of service for the pedestrian mode in this table is based on roadway primary city central business district of an urbanized area geometries at 40 mph posted speed and traffic conditions, not the number of over 750,000) pedestrians using the feeility.) (Multiply motorized vehicle volumes shown below Level of Service by number of directional roadway lanes to determine maximuln service volumes.) Lancs Divided A B C D E 1 Undivided ** ** 270 720 780 Level of Service 2 Divided ** ** 650 1,580 1,660 Sidewalk Coverage A B C D E 3 Divided ** ** 1,000 2,390 2,490 0-49% t* ** ** 330 810 4 Divided ** ** 1,350 3,130 3,250 50-84% /* ** ** 520 990 85-100% ** 120 590 >590 *** NON -STATE ROADWAYS Major City/County Roadways BUS MODE (Scheduled Fixed Route) Level of Service (Buses per hour) Lanes Divided A B C D E Level of Service I Undivided ** ** 480 760 810 Sidewalk Coverage A B C D E 2 Divided ** ** 1,120 1,620 1,720 0-84% °* >5 >4 >3 >2 3 Divided ** ** 1,740 2,450 2,580 85-100% >6 >4 >3 >2 >1 ARTERIALINON-STATE ROADWAY ADJUSTMENTS Other Signalized Roadways (signalized intersection analysis) DIVIDED/UNDIVIDED Level of Service (alter corresponding volumes by the indicated percent) Lanes Divided A B C D E 1 Undivided ** ** 250 530 660 Lanes Mcdian Left Turns Lanes Adjustment Factors 2 Divided +* ** 580 1,140 1,320 1 Divided Yes +5% I Undivided No -20% Source; Florida Department of Transportation 02/22/02 Systems Planning Office Multi Undivided Yes -5% 605 Suwannee Street, MS 19 Multi Undivided No -25% Tallahassee, FL 32399-0450 httpa/wwwl l.nryflorida.com/planning/systems/sm/los/default,htm ONE WAY FACILITIES Increase corresponding volume 20% *This table docs not constitute a standard and should be used only for general planning applications. The computer models from which Ibis table is derived should be used for more specific plauming applications. The table and deriving computer models should not be used for corridor or interseclim design, where more refined techniques exist. Values shown are hourly directional volumes for levels of service and are for the aulomobildiruck modes rmlrss specifically Stated, Level of service letter gmde thresholds are probably not comparable across modes and, therefore, cross modal comparisons should be madewitlr caution. Furthermore, combining levels of service of difrerent modes into one overall roadway levet of service is not recommended. To convert to annual average daily bathe volumes, these. volumes must be divided by appropriate D and K factors. The table's input value defaults and level of service criteria appear on the following page. Calculations are based on planting applications of the Highway Capacity Manuel, Bicycle LOS Model, Pedestrian IAS Model and Transit Capacity and Quality of Service Manual, respectively for the aulemrbilelhvck, bicycle, pedes Man and bus modes. *'Cannot be achieved using table input value defaults. **-Not applicable for that level of sorviee letter grade. For automobileltruck modes, volumes greater than level of service D become F because intersection capacities have been reached For bicycle and pedestrian modes, the level of service letter grade (including t� is not achievable, because thele is on maximum vehicle volume threshold using table input value defaults. 97 TABLE 4 - 7 (CONTINUED) GENERALIZED PEAK HOUR DIRECTIONAL. VOLUMES FOR FLORIDA'S URBANIZED AREAS INPUT VALUE ASSUMPTIONS LEVEL OF SERVICE THRESHOLDS UNINTERRUPIF,D FLOW FACILITIES Hlghways Highways Free wa s HE hways State Two-R'av Arterials ROADWAY CHARACATERISTICS Class Hl Class IV Pedestrian Sus Number of directional throua t Imes 2-6 2-6 I 2-3 Pasted speed (mph) 65 55 50 50 Fme flowspeed (mph) 70 60 55 55 Basic segment length (mi) 1.5 0 Pedestrian Bus Inturchurigz spaciur pu mile <0-29 Class i >42mph >35 mph Median (n,y) >25 mph >35 mph n y Left tura lanes (n,) Class IV B J, Y Terrsin (r,l) 1 ] I I %no passing zone 2-3 4 80 2-3 1 passing lanes (n,Y) 1 1 2-3 o 1 1 TRAFFIC CHARACTERISTICS 4 l 2-3 1-2 Plsnaing analysis hour factor (K) 0.097 0.093 0.095 OM5 Diroc6mtal distribution factor{➢ 0.55 9.55 0.55 0.55 Peak hour factor (PHF) 0.95 0.95 0.925 0.925 Base capacity (pcphpl) 45 45 1700 2100 Heavywhicle percent 6.0 4.0 2.0 2.0 Local ad'ustmem factor 0.98 1 1.00 1 1.0 1.0 LEVEL OF SERVICE THRESHOLDS Freeways Hlghways Highways State Two-R'av Arterials INTERRUPTED FLOW FACILITIES Bicycle Pedestrian Sus Level of Service Class ID vlc Density Class W. IV Dcnsi Two-lane h6 FFS Multilane We Density Class 1 ATS Class 11 AT5 Class III ATS State Arterials Major Citylcouuty ATS Other Signalised Control T).l.y Score Score Dusty pw hr. A NonState Roadways Bicycle Pedestrian Bus ROADWAY CHARACTERISTICS <0-29 Class i >42mph >35 mph classIl >25 mph >35 mph Class IH <1.5 <L5 Class IV B M-jorCity/Couuty 5518 Other Si nalizcd Class It Class 11 70.47 Numberofdimetional tkrogh Ianes 1 2-3 4 I 2-3 1 4 1 1 2-3 4 1 1 2-3 4 l 2-3 1-2 2 2 >27m h Posted speed (mph) 45 50 50 45 45 45 34 35 35 1 30 30 30 45 45 <35 40 40 >14 mph Free flows and tin h) 50 55 55 50 50 50 40 40 35 35 35 35 50 50 >13 mph 45 45 >13 mph Mcdian typc (n,nr,r) a r r n r r n r r n r r n r <7 mph r r >5.5 Left tarn lanes (n,Y) Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Paved shoulderibic ck lane (a,y) ti,50%,y n Outside lane width (n,t,w) t t Pavement condition (utd) t Sidewalk (n,) n,50%Y n, Sidewalkfmadwa se amtion (a,t,w) t Sidemllcfroadiwy protective harrier (n,) n Obstacle to bus stop (n,y) a TRAFFIC CHARACTERrSTICS PlanninS analysis hour factor (K) 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 1 0.095 0.095 0.095 Directional distribution factor (0) 0.55 0.55 0.55 055 0.55 .0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 1 0.55 0.55 Peak hour factor (PTM 0.925 0.925 0.925 1 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 Base saturation flow rate (ephpl) 1900 1900 1900 1900 1900 1900 1900 2900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Heav vchicicPer-t 2.0 2.0 2.0 2.0 2.0 2-0 1.5 2-0 2.0 1.5 1.5 15 1.5 L5 1.0 2.0 2.0 Local adjustment factor 1.0 1.0 0.95 0.98 098 0.95 0.95 0.95 0.92 0.92 0.92 0.90 0.98 0.98 0.95 0.98 0.98 tams from exclusive tum lanes 12 12 12 12 12 12 12 12 12 1 12 12 12 l4 14 16 12 12 Bus span of service IS CONTROL CHARACTERISTICS Si alined intessectiom permile LS 1.0 1.0 3.0 3.0 3.0 5A 5.0 5.0 8.0 3.0 8.0 3.0 3.0 Arrival type 1-6) 3 3 3 4 4 4 4 4 4 4 4 4 4 4 3 4 4 Signal type5 s s s s s s s s s s s s s Cycle len t(C) I20 120 120 120 120 120 I20 120 120 120 I20 120 120 120 120 120 120 Effective green ratio (glc) _ 0.44 0,44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.41 0.41 0.31 0.44 0.44 LEVEL OF SERVICE THRESHOLDS V/c = Demand to Capacity patio % FFS = Percent Free Flow Speed ATS = Average Travel Speed O2J22102 98 Freeways Hlghways Highways State Two-R'av Arterials Non -State Roadways Bicycle Pedestrian Sus Level of Service Class ID vlc Density Class W. IV Dcnsi Two-lane h6 FFS Multilane We Density Class 1 ATS Class 11 AT5 Class III ATS Class IV ATS Major Citylcouuty ATS Other Signalised Control T).l.y Score Score Dusty pw hr. A 70.32 <11 <029 <71 >0,917 <0-29 <11 >42mph >35 mph >30 mph >25 mph >35 mph 710 SOC <1.5 <L5 >6 B 750.53 5518 <OA7 7_18 >0.833 70.47 <I8 >34mph >28mph >24taph >19mph >23mph <20scc <2S 72.5 >4 C <0.74 <26 :5 M8 726 >0.750 <OAS 726 >27m h >22m h �13mph >13m h >22 mph 735 scc 7_3.5 73.5 >3 D 70.90 735 <0,38 <35 >0.667 70.88 <35 >21m h >17 mph >14 mph >9mph >17 mph <555cc <4.5 <4.5 >2 E <1.00 <45 <1.00 <45 >0.583 :51,00 541 >16 mph >13 mph >10 mph >7 mph >13 mph 580 sec 55.5 <5-5 >1 F >1.00 145 >1.00 >45 50.583 >1.00 >4F 716 mph 713 mph 710 mph <7 mph <13 mph >80 sec >5.5 >5.5 <1 V/c = Demand to Capacity patio % FFS = Percent Free Flow Speed ATS = Average Travel Speed O2J22102 98 TABLE 4 - 4 GENERALIZED PEAT( HOUR TWO-WAY VOLUMES FOR FLORIDA'S UNINTERRUPTED FLOW HIGHWAYS Class 1I (2.00 to 4.50 signalized intersections per mile) URBANIZED AREAS* FREEWAYS Interchange spacing > 2 mi, apart Level of Service Lanes Divided A B C D 2 Undivided 180 620 1,210 1,720 4 Divided 1,940 3,140 4,540 5,870 6 Divided 2,900 4,700 6,800 8,810 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) 6,670 4 Level of Scrvice Lanes Divided A B C D 2 Undivided ** 400 1,310 1,560 4 Divided 460 2,780 3,300 3,390 6 Divided 700 4,240 4,950 5,080 8 Divided 890 5,510 6,280 6,440 Class 1I (2.00 to 4.50 signalized intersections per mile) URBANIZED AREAS* FREEWAYS Class ]I] (monk than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Interchange spacing < 2 is apart Interchange spacing > 2 mi, apart Level of Service Lanes Divided A E C D Level of Service 2 Undivided ** 180 2,370 Lanes A B C D E 6,670 4 2,310 3,840 5,350 6,510 7,240 10,010 6 3,580 5,930 8,270 10,050 11,180 16,980 8 4,840 8,020 11,180 13,600 15,130 23,360 10 6,110 10,110 14,110 17,160 19,050 6,060 12 7,360 12,200 17,020 20,710 23,000 Class ]I] (monk than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Interchange spacing < 2 is apart Level of Service Lanes Divided A B C D E 2 Undivided ** 180 1,070 1,460 1,550 4 Divided ** 390 2,470 3,110 3,270 6 Divided ** 620 3,830 4,680 4,920 8 Divided ** 800 5,060 6,060 6,360 Class ]I] (monk than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Interchange spacing < 2 is apart ]BICYCLE MODE (Note: Level of service for the bicycle made 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.) Level of Service Lanes A B C D E 4 2,050 3,350 4,840 6,250 7,110 6 3,240 5,250 7,600 9,840 11,180 8 4,420 7,160 10,360 13,420 15,240 10 5,600 9,070 13,130 16,980 19,310 12 6,780 10,980 15,890 20,560 23,360 ]BICYCLE MODE (Note: Level of service for the bicycle made 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.) ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS Other Signalized Roadways DIV IDEDAJNDI V IDED (signalized intersection analysis) (alter corresponding volume by the indicated percent) Level of Service Lanes Median Left Turns Lanes Adjustment Factors Lames Divided A B C D E 2 Divided Yes +5% 2 Undivided ** ** 450 950 1,200 2 Undivided No -20% 4 Divided ** ** 1,050 2,070 2,400 Multi Undivided Yes -5% Source: Florida Department ofTransportation 02/22/02 Multi Undivided No -25% Systems Planning Office 605 Suwannee Street, MS 19 ONE-WAY FACILITIES Tallahassee, FL 32399-0450 Decrease corresponding two -directional volumes in this table by 40% to htq) /Pwwwl l.myflorida.coin/planning/systems/sinflosldefault.htm obtain the equivalent one directional volume for one-way facilities. -kris table does noGcoustitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Values shown are hourly twe-way volumes for levels of service and are for the automobileltmck modes unless specifically stated. Level of service letter grade thresholds are probably not comparable across modes and, therefore, cross modal comparisons should be made with caution. Furthemuro, combining levels of service of different modes into one overall madwey level of service is not m=mended. To convert to aimual average daily traffic volumes, these volumes rmrst be divided by an appropriate K factor, The cable's input value defaults and level of service eriterin appear on the following page. Calculations are based on pinnning applications of the Highway Capacity Mamwl, Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual, respectively for the autornobileAnrck, bicycle, pedestrian and bus modes. *'Cannot be achieved using table input valuedefaults. ***Not applicable for that level of service letter grade. For automobileltnrek modes, volumes greater than level of service D hecome F because intersection capacities have been reached. Forbicycle and pedestrian modes, the level ofservice letter grade (including F) is not achievable, becamue there is no maximum vehicle volume threshold using table inputvalue defaults. 91 Paved Shoulder Level of Service Bicycle Lane Level of Service Lanes Divided A B C D E Coverage A B C D E 2 Undivided ** ** 500 1,200 1,470 0-49o/a ** ** 310 1,310 >1,310 4 Divided ** ** 1,180 2,750 3,120 50-84% ** 240 390 >390 *** 6 Divided ** ** 1,850 4,240 4,690 85-100% 300 680 >680 8 Divided ** ** 2,450 5,580 6,060 PEDESTRIAN MODE Class IV (more than 4.5 signalized intersections per mule and within (Note: Level of service for the pedestrian mode in this table is based on roadway primary city central business district of an urbanized area geometries at 40 mph posted speed and traffic conditions, not number ofpedestrians over 750,000) using the facility.) (Multiply motorized vehicle volumes shown below by number Level of Service of directional roadway lanes to determine two-way maximum service volumes.) Lanes Divided A D C D E Level of Service 2 Undivided ** ** 490 1,310 1,420 Sidewalk Coverage A B C D E 4 Divided ** ** 12170 2,880 3,010 0-49% ** ** ** 600 1,480 6 Divided ** ** 1,810 4,350 4,520 50-84% ** ** ** 940 1,800 8 Divided ** ** 2,460 5,690 5,910 85-100% ** 210 1,080 >1,080 *** BUS MODE (Scheduled Fixed Route) NON -STATE ROADWAYS Major City/County Roadways (Buses per hour) Level of Service (Note: Buses per hour shovm am only for the peak hour in the single dtreellon ofhigher traffic flow.) Lanes Divided A B C D E Level of Service 2 Undivided ** ** 870 1,390 1,480 Sidewalk Coverage A B C D E 4 Divided ** ** 2,030 2,950 3,120 0-84% ** >5 Irl >3 >2 6 Divided ** ** 3,170 4,450 4,690 85400% >6 >4 >3 >2 >1 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS Other Signalized Roadways DIV IDEDAJNDI V IDED (signalized intersection analysis) (alter corresponding volume by the indicated percent) Level of Service Lanes Median Left Turns Lanes Adjustment Factors Lames Divided A B C D E 2 Divided Yes +5% 2 Undivided ** ** 450 950 1,200 2 Undivided No -20% 4 Divided ** ** 1,050 2,070 2,400 Multi Undivided Yes -5% Source: Florida Department ofTransportation 02/22/02 Multi Undivided No -25% Systems Planning Office 605 Suwannee Street, MS 19 ONE-WAY FACILITIES Tallahassee, FL 32399-0450 Decrease corresponding two -directional volumes in this table by 40% to htq) /Pwwwl l.myflorida.coin/planning/systems/sinflosldefault.htm obtain the equivalent one directional volume for one-way facilities. -kris table does noGcoustitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Values shown are hourly twe-way volumes for levels of service and are for the automobileltmck modes unless specifically stated. Level of service letter grade thresholds are probably not comparable across modes and, therefore, cross modal comparisons should be made with caution. Furthemuro, combining levels of service of different modes into one overall madwey level of service is not m=mended. To convert to aimual average daily traffic volumes, these volumes rmrst be divided by an appropriate K factor, The cable's input value defaults and level of service eriterin appear on the following page. Calculations are based on pinnning applications of the Highway Capacity Mamwl, Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual, respectively for the autornobileAnrck, bicycle, pedestrian and bus modes. *'Cannot be achieved using table input valuedefaults. ***Not applicable for that level of service letter grade. For automobileltnrek modes, volumes greater than level of service D hecome F because intersection capacities have been reached. Forbicycle and pedestrian modes, the level ofservice letter grade (including F) is not achievable, becamue there is no maximum vehicle volume threshold using table inputvalue defaults. 91 TABLE 4 - 4 (continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS LEVEL OF SERVICE THRESHOLDS UNINTERRUPTED FLOW FACILITIES Freewa a Free s Highways ROADWAY CHARACATERISTICS Numbarofthrou lanes 4-12 4-12 2 4-6 Pasted s ccd (,ph) 65 55 50 50 Free flow speed (mph) 70 60 55 55 Basic se tent len mi 1.5 0 Two -Lane %FFS Interchange spacing er mile 2.5 1 Class II ATS Median (n,y) CIass TV ATS n Leff turn lanes n, Scam Nen-State Roadways Terrain (rj) 1 I I 1 %tea Easling zone 1 80 Passing lanes (n,y)¢ >0.917 Class 11 TRAFFIC CHARACTERISTICS >42m h Class LI Planning analysis lour factor (K) 0.097 0.093 0.095 0.095 Directional distribution factor 9.55 0.55 0.55 055 Peak hour factor (PHF} 0.95 0.95 0.925 1925 Bsse ca ei c h 1 Numberoftluoughlanes 1700 2100 Heavy vehicle percent 5.0 4.0 2.0 2.0 Local adbs -1 factor 0.98 1.00 I.0 1.0 LEVEL OF SERVICE THRESHOLDS Freewa a Hi rwa s State L2:WY Arterials INTERRUPTED FLOW FACILITIES Nva -State Roadwa s Big cle Pedestrian Bus Level ofni Servicesity Class IV Two -Lane %FFS Multilane v!c Density State Arterials Class II ATS Class III ATS CIass TV ATS Major City/County ATS Other Slbmallsd Control Del Scam Nen-State Roadways Sic ele Pedestaian Bus ROADWAY CHARACTERISTICS 1 Class I <11 >0.917 Class 11 <11 >42m h Class LI >30m b >25m h Class IV <_10 sec major Ci ICounty OtherSig..Iized Class 11 Class 11 19 Numberoftluoughlanes 2 4-6 1 8 2 4-5 8 2 4-6 8 2 1 4-6 8 2 4-6 2-4 4 4 c26 Posted speed (mph) 45 50 50 45 45 45 35 35 35 30 30 30 45 45 US 40 40 <0.88 Free flow speed (mph) 50 55 55 50 50 5o 40 40 40 35 35 35 50 5o >0.593 45 45 >16mh Median type (n,=,r) n r r n r r n r r n r r nr N.00 >41 r r Left turn lanes(n,y) y y y y y y y y y y y y x y y y y Paved shouldeuNcycle lane (m,y) n,50%,y n Outside Lute width (n,r,w) t t Pavement condition ,,,4d) t Sidewalk (n,) n,50%, Y n, Y Sidewalk/roadway separation (a,t,w) t Sidemtlk/madway pmtcc&e barrier n, ¢ Obstacle to bus step n,y) TRAFFIC CHARACTERISTICS Planning analysis how factor (K) 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095VM50.155 095 0.095 0.095 D =clonal distribution factor D 0.55 0.55 0.55 0.55 0.55 0.55 OS5 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 Peak hour factor (PHF) 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 .925 0.925 0.925 0.925 Base saturation flow rate (c b l) 1900 1900 1900 1900 19M 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Heavy vehicle percent 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 L5 110 2.0 2.0 Local adjustment factor I.0 1.0 0.95 0.98 0.98 0.95 0.95 0.95 0.92 0.92 0.92 0.90 0.98 0.98 0.95 0.98 0.98 % turns fmnl ezdu M tum lanes 12 12 12 12 12 12 12 12 12 12 12 12 14 I4 I6 12 12 Bus spam of service 15 CONTROL CHARACTERISTICS Signalized intersections er mile i.5 1.0 L0 3.0 3.0 3.0 5.0 5.0 5.0 8.0 8.0 8.0 3.0 3.0 3.0 3.0 Azival a (lfi) 3 3 3 4 4 4 4 4 4 4 4 4 4 4 3 4 4 Signal a,s, a a 5 s s s s s s s s s s s s s cycle len C) 120 120 120 129 120 120 120 120 I20 120 120 120 120 120 120 120 120 Bf5W6ve gmcn ratio &Q 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 q,44 0.44 0.44 0.44 0.41 0.41 0.31 0.44 0.44 LEVEL OF SERVICE THRESHOLDS v/c = Demand to Capacity Ratio % FFS = Percent Free Flow Speed ATS = Average Travel Speed g2f221o2 92 Freewa a Hi rwa s State L2:WY Arterials Nva -State Roadwa s Big cle Pedestrian Bus Level ofni Servicesity Class IV Two -Lane %FFS Multilane v!c Density Class I ATS Class II ATS Class III ATS CIass TV ATS Major City/County ATS Other Slbmallsd Control Del Scam Score Bmcs er hr. v/c Density A 1 <0.29 <11 >0.917 <0.29 <11 >42m h >35m b >30m b >25m h >35m h <_10 sec <1.5 c_1.5 >6 B 19 <0.47 <Is >0.833 <0.47 <18 >34m h >28m h >24m h >19m h >28m h <20scc _<2.5 <2.5 >4 C 6 c0.68 c26 >0.750 c_0.68 <26 >21m h >22m h >18.ph >13m h >22,nph <355ec <3.5 <3.5 >3 D 5 US <35 >0.667 <0.88 <35 >21m b >17m h >14m h >9m h >17m h <55 sec <4.5 _<4.5 >2 E 5 el.W <45 >0.593 <1.00 X41 >16mh >13mh >1Omh >7rah >13mh 180 sec <5.5 <5.5 21 F 5 >L00 >45 <0.583 N.00 >41 X16 16. 1, <13mh <10 mph <l mph <73 mph >80 sec >5.5 >5.5 <I v/c = Demand to Capacity Ratio % FFS = Percent Free Flow Speed ATS = Average Travel Speed g2f221o2 92 TABLE I -A CITY OF MIAMI LEVEL OF SERVICE TABLE NOTES: 11] The Person Trip Level of Service is derived by dividing FDOT's Level of Service by the LOS E for each type of roadway. [2] The FDOT maximum service volumes are obtained from FDOT's 2002 Quality/LOS Handbook. FDOT'S 2002 QUALITY/LEVEL OF SERVICE [l] PERSON TRIP LEVEL OF SERVICE ROADWAY CLASS TYPE A B C D E A B C D E CLASS I 1 LU 0 220 720 860 890 0.00 0,25 0.81 0.97 1.00 ARTERIAL 2LD 250 1,530 1,810 1,860 1,860 0.13 0.82 0.97 1.00 1.00 3LD 380 2,330 2,720 2,790 2,790 0.14 0.84 0.97 1.00 1.00 4LD 490 3,030 3,460 3,540 3,540 0.14 0.86 0.98 1.00 1.00 CLASS II ILLI 100 590 810 850 0.00 0.12 0.69 1.00 ARTERIAL 2LD _0 0 220 1,360 1,710 1,800 _ 0.00 0,12 0.76 _0.95 0.95 1.00 3LD 0 340 2,110 2,570 2,710 Y 0.00 0,13 0.78 0.95 1.00 4LD 0 440 2,790 3,330 3,500 OLD 0.13 0.80 0.95 1.00 CLASS III 1 LU 0 0 280 660 810 0.00 0.00 0.35 0.81 1.00 ARTERIAL 2LD _ 0 0 650 1,510 1,720 _ 0.00 0.00 0.38 0.88 1.00 3LD 0 0 1,020 2,330 2,580 0.00 0.000.40 _ 0.90 1.00 4LD 0 0 1,350 3,070 3,330 0,00 0.00 0.41 0.92 1.00 CLASS IV 1LU 0 0 270 720 780 0.00 0.00 0.35 0.92 1.00 ARTERIAL 2LD 0 0 650 1,580 1,660 0.00 0.00 0.39 0.95 1.00 3LD 0 0 1,000 2,390 2,490 0.00 0.00 0.40 0.96 1.00 4LD 0 0 1,350 3,130 3,250 0.00 0.00 0.42 0.96 1.00 NON -STATE 1LU 0 0 480 760 810 0.00 0.00 0.59 0.94 1.00 ROADWAYS 2LD 0 0 1,120 1,620 1,720 0.00 0.00 0.65 0.94 1.00 3LD 0 0 1,740 2,450 2,580 0.00 0.00 0.67 0.95 1.00 GROUP 1 2 1,270 2,110 2,940 3,580 3,980 0.32 0.53 0.74 0.90 1.00 FREEWAY 3 1,970 3,260 4,550 5,530 6,150 0.32 0.53 0.74 0.90 1.00 4 2,660 4,410 6,150 7,480 8,320 0.32 0.53 0.74 0.90 1.00 5 3,360 5,560 7,760 9,440 10,480 0.32 0.53 0.74 0.90 1.00 6 4,050 6,710 9,360 11,390 12,650 0.32 0.53 0.74 0.90 _ 1.00 GROUP2 2 1,130 1,840 2,660 3,440 3,910 0.29 0.47 0.68 0.88 1.00 FREEWAY 3 1,780 2,890 4,180 5,410 6,150 0.29 0.47 0.68 0.88 1.00 4 2,340 3,940 5,700 7,380 8,380 0.28 0.47 0.68 0.88 1.00 5 3,080 4,990 7,220 9,340 10,620 0.29 0.47 0.68 0.88 1.00 6 3,780 6,040 8,740 11,310 12,850 _ 0.29 0.47 0.68 0.88 1.00 NOTES: 11] The Person Trip Level of Service is derived by dividing FDOT's Level of Service by the LOS E for each type of roadway. [2] The FDOT maximum service volumes are obtained from FDOT's 2002 Quality/LOS Handbook. Attachment II Traffic Data Print Date: Apr/17/2006 Florida Department of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report MIAMI-DADE NORTH Category: 8700 Week Dates SF PSCF 1 01/01/2004 - 01/03/2004 1.00 1.03 2 01/04/2004 - 01/10/2004 1.00 1.03 3 01/11/2004 - 01/17/2004 0.99 1.02 4 01/18/2004 - 01/24/2004 0.99 1.02 5 01/25/2004 - 01/31/2004 0.99 1.02 * 6 02/01/2004 - 02/07/2004 0.98 1.01 * 7 02/08/2004 - 02/14/2004 0.98 1.01 * 8 02/15/2004 - 02/21/2004 0.97 1.00 * 9 02/22/2004 - 02/28/2004 0.97 1.00 * 10 02/29/2004 - 03/06/2004 0.97 1.00 * 11 03/07/2004 - 03/13/2004 0.97 1.00 * 12 03/14/2004 - 03/20/2004 0.96 0.99 * 13 03/21/2004 - 03/27/2004 0.97 1.00 * 14 03/28/2004 - 04/03/2004 0.97 1.00 * 15 04/04/2004 - 04/10/2004 0.98 1.01 * 16 04/11/2004 - 04/17/2004 0.98 1.01 * 17 04/18/2004 - 04/24/2004 0.98 1.01 * 18 04/25/2004 - 05/01/2004 0.98 1.01 19 05/02/2004 - 05/08/2004 0.99 1.02 20 05/09/2004 - 05/15/2004 0.99 1.02 21 05/16/2004 - 05/22/2004 0.99 1.02 22 05/23/2004 - 05/29/2004 0.99 1.02 23 05/30/2004 - 06/05/2004 0.99 1.02 24 06/06/2004 - 06/12/2004 1.00 1.03 25 06/13/2004 - 06/19/2004 1.00 1.03 26 06/20/2004 - 06/26/2004 1.01 1.04 27 06/27/2004 - 07/03/2004 1.02 1.05 28 07/04/2004 - 07/10/2004 1.03 1.06 29 07/11/2004 - 07/17/2004 1.04 1.07 30 07/18/2004 - 07/24/2004 1.04 1.07 31 07/25/2004 - 07/31/2004 1.03 1.06 32 08/01/2004 - 08/07/2004 1.03 1.06 33 08/08/2004 - 08/14/2004 1.02 1.05 34 08/15/2004 - 08/21/2004 1.02 1.05 35 08/22/2004 - 08/28/2004 1.03 1.06 36 08/29/2004 - 09/04/2004 1.04 1.07 37 09/05/2004 - 09/11/2004 1.05 1.08 38 09/12/2004 - 09/18/2004 1.06 1.09 39 09/19/2004 - 09/25/2004 1.05 1.08 40 09/26/2004 - 10/02/2004 1.03 1.06 41 10/03/2004 - 10/09/2004 1.01 1.04 42 10/10/2004 - 10/16/2004 1.00 1.03 43 10/17/2004 - 10/23/2004 1.00 1.03 44 I0/24/2004 - 10/30/2004 1.00 1.03 45 10/31/2004 - 11/06/2004 1.01 1.04 46 11/07/2004 - 11/13/2004 1.01 1.04 47 11/14/2004 - 11/20/2004 1.01 1.04 48 11/21/2004 - 11/27/2004 1.01 1.04 49 11/28/2004 - 12/04/2004 1.01 1.04 50 12/05/2004 - 12/11/2004 1.00 1.03 51 12/12/2004 - 12/18/2004 1.00 1.03 52 12/19/2004 - 12/25/2004 1.00 1.03 53 12/26/2004 - 12/31/2004 0.99 1.02 MOCF = 0.97 Nate: ""indicates peals season week Page 1 TRAFFIC SURVEY SPECIALISTS, INC, SW 7TH STREET & SW 6TH AVENUE '624 GARDENIA TERRACE Site Code : 00060252 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33448 Start Date: 11/01/06 COUNTED BY: ANGEL PERALTA (561) 272-3255 FAX (561) 272-4301 File I.D. : 7ST 6AV NOT SIGNALIZED Page : 1 ALL VEHICLES SW 6TH AVENUE 11 0 JSW-7TH STREET 384 0 (5W 67H AVENUE 0 0 -JSW 7TH STREET 0 I 0 0 From North 0 415 jFrom East 13 7 (From South 0, 0 (From West 0 15 0 0 Right Thru UTurn Left Right Thru UTurn Left I Right Thru UTurn Left Right. Thtu 0 UTurn Left f Total Date 11/01/06 ---------------------------- 0 0 I .,----__ 0 0 0 39B 16s45 9 18 0 0 0 363 07c00 4 30 0 0 0 112 -0 11 0 0 0 0' -�- 0 0 0 0 157 -07:1,5 6 19 0 0 0 133 0 13 I 0 0 0. 0 0 0 0 0 171 07:30 3 23 0 0 0 169 -0 7 I 0 0 0 0 0 '0 0 0 202 07:45 .7 14 _ 0 0 0 187 0 9 I 0 0 0 0( 0 0 0 0 I �0 217 Hr Total 20 B6 0 0 0 601 0 40 0 0 0 0 0 0 0 0 747 08:00 5 12 0 0 0 .197 0 9 .` 0 0 0 0 j. 0 0 0 0 I 223 08:15 9 29 0 0 0 170 0 18 0 0 0 0 0 0 0 0 226 08.30 18 39 0 0 0 175 '0 17 0 0 0 0. 0. 0 0 0 249 0145__. 9 19 0, 0 1 0 '152 .0, 21 1 0 0 0 0 I 0 0 0 0 I 201 Hr Total 41 99 0 0 0 694 0 65 0 0 0 0 0 0 :0 0 I 895 ---------- * BREAK * ----- ------__.._--_----- 16:00 6 11 0 0 0 384 0 14 0 0 Q 0 I 0 0 0 0 415 16.:15 13 7 0 0, 0 330 0 15 0 0 0 0 0 0 0 0 365 16:30 4 15 0 0 0 353 0 26 0 0 0 0 I 0 0 0 0 39B 16s45 9 18 0 0 0 363 0 22 0 0 0 0 0 -0 0 0 412 Hr Total 32 51 0 0[ 0 143D 0 77 [ 0 0 0 0 'I 0 Q 0 0 1590 17:00 9 26 0 0[ 0 363. '0 25 0 0 0 0 0 -0 0 0 423 17:15 18 21 0 0 0 438 0 25 0 0 0 0 0 0 0 0 502 17:30 9 2.1 .0 0 0 381 0 17 0 0 0 0 0 .0 0 0 429 45 B 25 0 Q 0 39B 0 19 0 0 0 0 0 0 0 0 450 .: Total 44 94 0 0 0 1580 0 86 0 0 0 0I 0' 0 0 0 1804 *TOTAL* 137 310 0 0 1 0 4305 0 268 I 0 0 0 0 I 0 .0 0 0 1 5040 TRAFFIC SURV$Y 5PECTALI8T8, INC. SW 7TH STREET 6 SW 6TH AVENUE 624 GARDENIA TERRACE Site Code : 00060252 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 93444 Start Date: 11/01/06 COUNTED $Y: ANGRY, PFRALTA (561) 272-3255 PAA (561) 272-4381 Pile T.D. 7ST 6AV NOT SIGNALIZED Page 2 ALL VEHICLES SW 6TH AVENUE JSW-7TH 8TRRET JSW 6TK AVENUE JSW 7TH STREET From North lFrom Eaet {From South lFrom West .Right Thru UTurn Left I Right Thru UTurn Left Right Thru UTurn Left Right Thru UTuZtn Left Total Date11/01/06 ------------------------------------------------------ ----------------------------------------------------------------- Peak Hour Analysis By Entire Intersecti= for the period: 07:00 :to D9:00 on 11/01/06 Peak start 07:45 07-:45 07:45 07:45 ] Volume 39 94 0 0 0 729 0 53 l 0 0 0 0 0 0 0 0 Percent 293 71$ 0$ Ok k OY 93@r 08' 76 .� 0$ 0& Ob -08 0% 08 0% 09 Pk total 133 782 0 0 Highest 08430 08:00 07400 07100 Volume 1B 39 0 0 I 0 197 0 9 0 0 0 0 0 0 0 0 Hi total 57 206 0 0 PHP .5B- .95 .0 .0 SW 6TH AVENUE 39 - 94 0 0 0 0 ------ ------ ------ ------ 0 39 94 0 0 0 133 0 SW 7TH STREET 0 729 768 39 0 0 768 0 0 0 • 0 0 0 • ALL VEHICLES • 729 782 729 • 53 782 53 Intersection Total 0 915 0 0 0: SW 7TH STREET l� r 53 0 94 0 147 0 SW '6TH AVENUE 0 - • 0 0 TRAFFIC SURVEY SPECIALISTS, INC. SW 7TH STREET & SW 6TH AVENUE 624 GARDENIA TERRACE Site Code : 00060252 MIAMI, FLORIDA D13LPAY BEACH, FLORIDA 33444 Start Date: 11/01/06 COUNTED BYU ANGEL PERALTA (561) 272-3255 FAX .(5.61) 272-4381 File I.D. : 7ST SAV NOT SIGNALIZED Page : 3 ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------------- SW 6TH AVENUE {Sm 7TH STREET ISW 6TH AVENUE ISW 7TH STREET I From North ]From East ]From South iFrom West I [ i I Right Thru UTurn Left [ Right Thru UTurn Left Right Thru UTurn Left i Right Thru UTurn Left I Total Date 11/01/06 -------------------- _.-. Peak Hour Analysis By Entire Intersection for the Period: 16x00 to 18:00 on 11/01/06 Peak start 17:00 I 17:00 17:00 i 17:00 I Volume 44 94. 0 0 1 0 1560 0 86 ( 0 0 0 0 i 0: 0 0 0 1 Percent 323 684 08' 08 ( OB 956 Olk 58 ( 0% 04 06 0%. i '06 0%. o& 04' I Pk total 138 i 1666 f 8 i 0 i Highest 17:15 I 1?:15 09:00 i 07:00 I Volume 19 21 0 0 1 0 438 0 25 i 0 0 0 O i 0 0. 0 0 i Hi total 39 i 463 I 0 i 0 i PHF .88 i .90 i .0 i .0 i SW 6TH AVENUE • 0 44 94 0 0 0 0 0 44 94 0 0 0 138 138 - -- • 0 SW 7TH STREET 0 0 ALL VEHICLES 1,580 1,624 1,580 - 44 1,666 1,580 0 0 86 1,624 1,666 86 • 0 0 0 Intersection Total 0 1,804 0 0 0 • 0 0 SW 7TH STREET 180 86 0 94 0. 1.80 0 SW 6TH AVENUE 0 - 0 0 TRAFFIC SURVEY SPECIALISTS, INC. SW 7TH STREET & SW 6TH AVENUE 624 GARDENIA TERRACE Site Code 1 00060252 MIAMI, FLbRIDA DELRAY BEACH, FLORIDA 33444 Start Date: 11/01/06 COUNTED BY: ANGEL PERALTA (561) 272-3255 FAX (561) 272-4381 File I.D. p 7ST 6AV NOT SIGNALIZED Page 1 PEDESTRIANS -------------------------------------------------------------------------------------------------------------------------------------- SW 6TH AVENUE .6 0 ISW 7T11 STREET 0 j 2 JSW 6TH AVENUE 0 0 ISW 7TH STREET 0 0 1 From North 0 0 lFrom East 16115 4 (From South 0 0 From Weet a 0 0 Peds Right Thru Left I Peds Right Thru Left Fede Right Thru Left Peds Right ThTu Left Total Date11./D1/06 ------------------------------------------------------------------------------- 0 0 0 1 0 a 0 2 0 0 0 3 16:45 07:00 0 0 0 0 J 0 0 0 0 0 a 0 0 0 0 0 0 3. 0 07:3.5 0 0 0 0 0 0 0 0 3. 0 0 0 0 0 0. 0 0 0 07:30 2 0 0 0 j 0 0 0 0 1 a 0 0 3. 1 0 '0 0 4 07:45 a a 0 0 0 0 '0 0 1 0 0 -0 0 0 0 0 1 Hr Total 2 .0 0 0 j 0 0 0 0 3. 2 a 0 0 1 0 0 0 5 08.00 0 0 .0 4 j 0 0 0 0 2 a 0 0 0 '0 0 0 2 08:15 a 0 0 0 j 0 0 0 0 0 0 0 0 1 D D a 1 013a 30 0 0 0 0 0 0 0 0 0 0 0 0 3. 0 0 0 0 3. 0 08:45 0 0 0 0 3. 0 0 0 0 3. 0 0 -0 0 3. 0 0 0 0 3. 0 Hr Tatar 0 0 0 0 0 0 0 0 9 0 0 0 3. 1 0 0 0 3 ---------- t BREAK ;_--_--__-__-'-----------------.----.--.`----'---.------.--.-.---------------...._..__----__----- -- - -----__._----------- 16:00 .6 0 0 0 j 2 0 0 0 0 0 0 0 1 0 0 0 9 16115 4 0 0 0 3 a 0 0 1 0 0 0( 0 0 a 0 B 16:30 0 0 0 0 0 0 0 0 1 0 a 0 2 0 0 0 3 16:45 2 0 0 0 3 a 0 0 0 0 0 0 3 -0 0 0 H Ht Total 12 a 0 0 i B 0 D 0 2 0 0 0 6 0 .0 0 3. 28 17:00 2 0 0 0( 4 0 0 0 0 0 0 0 1 0 0 a 7 17:15 0. .0 0 0 3. 0 0 0 0 1 0 0 0 3 0 .0 0 4 17.30 1 0 0 0 2 0 0 0 0 0 0 0 1 0 0 0 0 3 45__. 2 D 0 D_ (. 0 0 0 o I_ 0 0 0 0 3. 0 0 0 o 3. 2 ` ..c Total 5 0 0 0 6 0 .0 0 1. 0 0 D I 4 0 .0 0 16 •TOTAL• 11 0 0 0 1 14 0 0 0 j 7 0 a 0 1 12 0 0 0 1 52 N T "j i 3 6 S w ? s- sin .ter ...r. .•�� Q �s WX TKA STe Ot" N) i4mi ,FLok 0A . it /O"aL/O,(o DRAWN BY: RAr,;F-L DEx6*oo NOT 5;&PjAtLrzL=b TRAFFIC SURVEY SPECIALISTS., INC. SW 7TH $TAFFY & SW 5TH AVENUE 624 GARDENIA TERRAM Site Code , 00060252' MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 11/01/06 COUNTED BX: RACIkEL DELGADO (561) 272-3255 FAX (561) 272-4381 File I.D. 79T SAV NOT SIGNALIZED .Page 1 ALL VEHICLES SW 5TH AVENUE 4 0 SSW 7TH STREET O I 34. �SW 5TH AVENUE 0 0 JEW 7TH STREET '33. 0 34 From North 0 0 From East 470 16:15 5 jFrom South 0 0 Irrom West 315 D 0 I Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date11/01/06 .._-__-_-.----------------------------- 339 0 0 I 0 ----------------.---.--------------_________------------- 0 25 0 0 --- 0 429 16:45 07:0.0 5 0 0 0-.� 14 130 0 0 .0 23 0 15 -0 0 0 0 187 07:15 8 0 0 0 23 139 0 0 0 19 0 16 { 0 0 0 0 205 07230 7 0 0 0 42 153 .0 0 0 x7 0 12 0 0 0 0 241 07:45 6 0 0 D 46 16B 0 0 0 28 0 15 0 0 .0 0 264 Hr Total 26 0 0 0 125 590 0 0 0 97 0 59 0 0 0 0 697 08:00 9 0 0 0 62 198 0 0 I 0 28 0 12 -0 -0 0 0 309 08:15 9 0 0 0 52 175 0 0 0 40 0 15 , -0 0 0 0 I 291 0630 12 0 0 0 25 172 0 0 I 0 33 0 20 .i 0 0 0 0 262 06:45 8 0 0 0 20 16.1 0 0 0 21 0 17 0 0 0 D 227 Er Total 38 0 0 0 159 706 0 0 0 322 0 64I- 0 0 0 0 I 1089 - ------ • BREAK * ------------------- _--------------- --- 16:00 4 0 0 O I 34. 365 0 0 0 '33. 0 34 -0 0 0 O I 470 16:15 5 0 0 0 37 315 D 0 I 0 37 D 31 0 0 0 0 425 16:30 6 0 0 0 26 339 0 0 I 0 33 0 25 0 0 0 0 429 16:45 3 _. 0 . 0 0 43 348 0 0 0 34 D 41 0 „0 0 0.,�_ 469 Hr Total 18 D 0 0 140 1367 0 0 0 137 0 131 :0 .D 0 0 1793 -17;00 6 0 0 D.j 39 363 0 0 0 38 0 30 0 0 0 0 476 17:15 3 0 0 0 33 438 0 Q 0 27 -0 31 D 0 0 0 532 17;30 13 0 0 0 48 353 0 0 I 0 33 0 31 0 0 '0 0 478 :95 7 0 .0 0 30 384 0 0 0 46 0 25. -0 0 0 0 492 i .1 Total 29 0 0 0, 150 1536 0 0 0 144 0 117 .0 0 0 0 1978 *TOTAL*. 11.1 0 0 01 574 4201 0 0 1 0 500 0 371 1 0 0 0 0 1 57.57 TRAFFIC SURVEY SPECIALISTS, INC. SW 77H STREET & SW 5TH AVENUE 624 GARDENIA TERRACE' - Site Code : 00060252 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 -Start Date: 11/01/06 COUNTED BY3 RACIE1, DELOADQ (561) 272-3255 FAX x(561) 272-4381 File I.D. 7ST SAV NOT SIGNALIZED Page r 2 ALL VEHICLES SW 5TH AVENUE I.SW 7TH STREET ISW STH AVENUE ISW 7Tx STREET From North lFrom East lFrom South From West Right Thru UTure Left Right Thru UTurn left Right Thru UTLrn Left Right Thra UTUrn Left Total Date11/01/06 ---------•__--_-_...,.------ -------------------------------------.- Peak Hour Analysis By.Entire intersection for the Period: 07:00 to 09:00 an 11/01/06 Peak start 07:45 07:45 I 07:45 1 07:45 ] Volume 36 0 0 0 165 7.13: 0 0 0 129 0 63 1 0 0 0 0 Percent 100% 06 08 _U$ , 216 796- 0k 08 0 W 67? -0 t 334 06 0$ 0® 0$ Pk total 36 895 192 0 Highest OB -30 00:00 1 05:15 07:00 Volume 22 0 0 0 62 19B 0 0 1 0 40 0 15 0 0 0 0 Hi total 12 260 55 0 PHF .75 I .86 I .87 .0: SW 5TH AVENUE11 SW 7TH STREET 63 71.3 812 36 0 0 • 0 .0 0 0 36 • 0 • 0 0 129 185 36 0 0 314 L 36 350 185 185 • 713 898 713 • 0 898 0 0 0 0 0 SW 7TH STREET • ALL VEHICLES 812 0 Intersection Total 1,126 192 �---- 192 0 63 • 129 .0 0 -- 0 63 129. SW 5TH AVENUE TRAFPIC SURVEY SPECIALISTS, INC. SW 7THSTREET& SW 5TH AVENUE 624 GARDENIA TERRACE Site Code ; 00060252 MIAMI, PLOHIDA DELRAY BEACH, FLORIDA 33444 Start Datez 11/01/06 COUNTED BY; RACIEL VELGADD (561) 272-3255 .PAX (561) 272-4381. Elle Y.A. : 76T 5AV NOT SIGNALIZED Page : 3 ALL VEHICLES --------------------------------------------------------------------------------------------------------------------------------------- SW STH.AVENUE ISW 7TH STREET #SW STH AVV=E JSW 7TH STREET # Prom North pYom East #From South IFrom West # Right Thru UTurn Left # Right Thru UTurn Left Right Thru UTurn Left # Right .Thru UTurn Left Total Date 11/01/06 _-----------`--------------------------.------- Peak Hour Analysis By Entire Intersection for the Period. 16x00 to 18;00 on 11/01/06 -Peak start 17:00 I. 17:00 17:00' # .17:00 Volume 29 0 0 0] 150 153E 0 0 I 0 144 0 117 I 0 0 0 0- Peraent 1009 0t 0% 08 96 916 of o4 04 551h 0& 456 J .0B 0-qr 04' 0% Pk total 29 16BB 261 # 0 # Highest 17.:30 17:15 17-.45 07:00 Volume 13 0 ❑ 0 �_ 33 43B 0 0# 0 46 0 25 .0 0 0 0 Hi total 13 471 71 0 PHF .56 .90 .92 I .❑ # I SW 5TH AVENUEII 29 0 0 0 144 150 ----291 __..�.-0 -----0 ---294 29 1 323 1 150 SW 7TH STREET 117 1,538 1,684 29 . 0 0 1,684 0 0 0 0 0 261 I- 0 11;7 0 .0 0:117 SW 5TH AVENUE. 150 • ALL VEHICLES • 1,538 1,688 1,5.38 • 0 1,688 0 Intersection Total 0 1,978 0 0 0 SW 7TH STREET 261 - • 144 144 TRAFFIC SURVEY SPECIALISTS, INC. SW 7THSTREETB SW 5TH AVENUE 1924.aARDENIA TERRACE Rite Code 00060252 MIAMI, FLORIDA DELRAY BEACH, FWRIDA 33444 Start Date.; 11/01/06 COUNTED BY; RACIEL DE.LGADD (561) 272-3255 FAC (561) 272-4381 File I.D. 73T 5AV NOT SIGNALIZED Page 1. PEDESTRIANS --^------------------- SW 5TH AVENUE -------------------------------------- 0 I -SW ITR STREET 0 1 --------------- --------------------------------------------- ISW STH AVENUE 0 0 I JSW 7TH STREET 0 0 --------- From North 0 0 jFr0M East 12 16 r.15 IFrom South 0 0 lFrom West 15 0 0 Pads Right Thal Left Peds Right Thru Left I Pede :Right Thru Left Peds Right Thru Left Total Date11/01/06 ------ 0 10 0 0 ---------------------------------------------------------_----«�--_-.------ 0 0 0 0 4 0 0 07.00 0 0 0 0 4 0 0 0 0 0 0 0 4 0 0 0 8 07:15 0 0 0 0 6 :0 0 0( 0 0 0 0 I 1 0 0 0 -I 7 07:30 3 0 0 0 3 0 0 0( 0 0 0 0 I 4 0 0 0 I 10 07:45 0 0 0 0 7 0 0 0 1 0 0 0 5 0 0 0 13 Hr Total 3 0 0 0 20 0 0 0 1 0 0 0 1.4 0 0 0 I 38 08:00 2 0 0 0 a 0 0 0( -2 0 0 0 7 0 0 0 19 08:15 2 0 0 0 8 0 0 0 1 -0 0 0 4 .0 0 0 15 08:.30 3 0 0 0 1 ]0 0 0 0 0 0 0 0 5 0 0 a 18 08,45. 1 0 0 -0 7 0 0 0 1 0 0 0 2 0 0 0 it Hr Total 0 0 0 0 33 0 0 0 4 0 0 0 18 0 0 .0 63 ------ ...._-- ! BREAK r ---------------„_-----`-___^--__---.-.---.--------„_----- .--_-------_---_--_----_----.-------------- _.-- ------ 16:00 0 0 0 0 1 3 0 0 0 I 0 0 0 0 1 9 0 0 0 12 16 r.15 0 0 0 0 15 0 0 0 0 0 0 0' 7 0 0 0 1 22 16,30 3 0 0 0 10 0 0 0 0 0 0 0 4 0 0 0 17 16-:45- 3 0_ __._0___. 0 9 0 0 „ 0 0 0 0 0 6 0 0 _ 0 1S Hr Total 6 0 :0 0 37 0 0 0 I 0 0 0 0 26 0 0 0 69 17:00 2 0 0 .0 [ 22 0 0 0 1. 0 0 0 7 0 0 0 32 17_15 3 0 0 0 '[ 1.0- D 0 0 I 2 'a 0 o 1 0 .0 0 16 X7;.30 3 0 0' 0 k 16 0 0 0 -I 3 0 .0 0 6 0 0 0 26 i 45 3 0 0 0 12. 0 0 0 0 0 0 ❑ 2 0 0- D 17 -,Total 11 0 .0 0 60 0 0 0 6 0 0 0 16 0 0 0 93 --------------------------------------------------------------------------------------------------------------------------------------- .TOTAL* 28 a 0 .0 ( 150 0 0 0 1 11 0 0 0 1 74 0 0 0 1 263 N T W s -r Sw 7 sr PLft A 141 �Fvu s� 70 Miam; , FLoo- AA U RAw�J ��: RAc�eL. �i�'LGAA� Nof 5 i 5+At• 2 eo Traffic Eutnay 9p"lal#..abg, Inc. 8R 711 9T9FVT r, 8N 41H AV6[40$/I-D5 RFa4P 624 oerderiie TerrUM 8'tu4y Name.a 7S9SOVFk M AMI, FLORIDA Delray Beach-01bridd 39444 Gicn Cade i 00060252 D 6Y: H, NkVHRA i R. GgHZALEZ (561).272-3295- Fax (5611 272-8381. ste=.Da", 11102/06 DIGF:AL1$M Pago E 1 ALL VIMICUO law 4" )Lvnm IL -99 OFF R7574P ISK 7TH8TUL-4 j8K 4THAV6NW esu 7rH8"VIRr 1rem J4=hIFrom'N=tlleaeft IFrom sane lFrom .Bouch prom WOOL .BEarr I 1 I I I I:FntYl. Time 1 Left fi ru. x1ghtl Left t`hr Rightl Wft -Thru rtlqbt Left Tbru RS ht . eEt RiEbtj,- Total 11/02106 ( (. 1 071001 0 61 �21 0 270 791 4.0 68 at o 0 01 0 0 01 480 07::lsl 0 $9 R1 0 sol 651 s7 Al 01 0 0 01 0 0 01 482 M30i 0 76 71 0- 241 1111 71 72 .01 .0 0 at 0 e aI -586 07•451 0 8e III 0 344 12 .63 .80 01 0 a 0 0 0 61 717 Hourj u 284 3DI 0 1026 Spit 23.1 31.1 aj D 0 0I 0 0 61 2265 ! 030001 0 e2 fil 0 385 130.1 _ E4 121. 01 '0 0 of 0 0 01 -616 061151 0 27 'eI 0 425 104-I .108 133 of 0 a 01 0 0 a1 874. na,30f. 0 1.14 71 0 445 511 Yo4 110 01 a 0 01 0 p of 633 Oa 5 0 a2 51 473 7 01 0t 0 6 0 6 0 0 B5 mourf 0 .375 861 0 1752 3601 416 .467 .01 0 0 41 6 0 01 33p5 1 1 .1 1 f i ., W-1-e_h_..._----_-----...w-_M..w___µ_-»_._f--------------------- 1-------------------- i___--- 26;001 0 59 4.1 0 109 145,1 91 210 01 0 D 01 0 0 01 710 181151 0 6.6' 61 0 197 2091 74 166 01 0 6 01 a 0 01. 710 161301 o tin 61 0 .165 1.511 97 1" 01 0 0 0.1 a n o1 737 Hour1 0 254 091 a 752 7521 367 770 01 9 0 01 0 0 01 2431 I C 1 f 1 C a7�041 a 91 111 0 192x61 111 116 p a 0 a1 a a a( 947 171U 0 6p 21j a 210 :1761 93 220 01 0 0 0.1 0 0 01 816 M201 0 76 171 4 201 71SI 108 2.52 .01 0 a 01 0 0 of 062 1,1,451 0 06 9.1 0 215 '1-13.1..103 754 01 0 '0 aI 0 _ 0 0 839 )Fou;•1 0 301 5aj 0 830 764:1 4115 970 01 0 0 o1. a 0 01 3530 1 1 1 C 1 1 Totalf 0 1236 142]. 0 4348 2212..1 .1429 3409 01 0 D g1 0 0 of 11913 a Apr. I - 09.6 10.31 - 6s.s 14.,31 16,3 03.6- e znt. - 10,2 .1.11 m4 ss.;o] 11.0 20.4 1 i 1 C I E 1 I I ( I C SH..W-9 A ," ', E -95 OFF RAM1� nq�. TimCfAc 5urvay Spaci;a3.Iata, Inc. &6 4 5N 7TH 9TR96T & EN 4TH AVBNGB/1-45 RAMP 629 Gorder711A Torrac�i study Namea 789SDFFU Hamr, F161knA [7&LYBq Hedah, Florido 33444 Site Cade 3 0006x252 COW"]) BV; V. HAVA94 a R, OWZAL92 1557.) 272-3255 Fax [S61) 372-9581 842 1182 3385 $part Da@e3 314/02/06 EIONALIBED S14 7TH STRMT N PAg 3 2 ►29 ALL IMI(rcL66 SW 4TH IA�J�1r ism 4TH AVBHUE Jr.-05 9ry RANP JOR 7TH STREST JSW 679{ AVENUE SW '7TH 6TRSET J rrAm vorth I4eYum Northeaak lFrom Baot Irrom South From Ha'st start f 1 J 1 1 J zttvl-. Ti Laft Thrg 7. . I, . Tb u Righul Beit ThrQ killfttl ThM RSq]ILI ZOfL Thra Ri Peak Hair Analyaie By Entire Intergectipn f0t the-POT3od4 07i4o on 11/.02/06 to 08:.45 ©wT 11/02/045 J Ilene { 0ar00 1 a®$aa 1 0600 I .00=00 1 ,00:00 ] Val, f a 175 261 0 1732 745[ 416. 967 a1 a 0 01 0 0 01 Bet. 1 0.0 92.5 6.41 0.0 02.4 17.51 47.1 52.0 0.01. 0.0 0.4 0.01 0,0 9.0 0.01 Total 1 401 1 2103 0 1 High OOT30 1 MO 08015 1 Yat. 1 0 114 11 0 47.3 11iI 108 133 01 0 a 0# 0 0 p1 hbYdl 1 123 54g [. :241 1 0 f YHP f 0.824 J 0.357-0..838 J0.400 ] 0.000 .1 SH..W-9 A ," ', E -95 OFF RAM1� nq�. &6 4 401 .2181 rr SW 7TH S7 ET WOV66 08: OBau� 0s . 43am 842 1182 3385 SS3 <-" 467 IF 416 S14 7TH STRMT N 2'83 2 ►29 SW 4TH IA�J�1r TrRffie G5.rVey mpe!Ciaii®as, inc, Sit 7rH'69 RIM-- & 94 4TK A.Yh710R/X-9.8 RA14P 624 QOrdCn4.0 '7%VeaCe V-Udy Www 79950". 141AMr, 41VORIbA balmy BearA, Florida :134.44 Site Guru z 00064752 COLWED W; N. NAVARO & R. {6 mAuss 0633 272-3255 Fax (561) 272*4361 Brart DAF,@7 .II/Q2!/06 SIGNALIZaD F41g@ ALL VERICLRS ISK 417H AVEC G 1:1-95 DP1T umv ASK 7TH SM" 19K 4TR AYE'm I." TPH STREET [prom HarWx (rom.lSartheaat (sra+a E!<6t 117gm Santa II7oa1 Nesr stare [ 1 Ilatvl, Ti f Thru Ri h f& 1'hrn RighLI LeftRightlj lj2_fj,,,,-Thru Righgj XaftLhmL—R4qhd Pn 1 Peak enur Analyalo By Entire InCexoaction Cor thO:Period-, MOO on 11102106to l7o4.3 an it/02/66 �. Time 17:40 [ 1700 ! 1.7400 [ 17cOQ 1 27:00 f Vol. ( 0 309. 58[ 0 666 7681 426 9y0 01 0 4 D.) 0 0 01 pct. 0,0 03.6 16.11 O.0 S2.I 47.91 .30,4 69,4 0.01 0..0 9.0 0,01 0�0 0..0 .0.01 Total .369 1606 ! 105s 1 0 1 0 xigh 1 V.45 1 17z3D i 37rio 1 17 'So 1 srAa vu1, [ 0 04 91 0 5,01 Zast 0.00 252 4l D D a1 r a a1 Tottil 1 95 416 �: 360 1 n j 0 1 $414r 0.945 1 01963 0.949 1 0,000 j D.ODQ & e# H AVEM -95 OFF IMAM X01 Ise T 760 1586 8J8 AM 7TH T 11�028B/1�6 05:3. 1776 <— 1776 3339 136.5 950 `6" 4i 5 SM 7TH STMT N 4534 15554 �j T t I pAK:�r, PQawo = Rac;cL DELGADO 5;514 A U7-.gD TRAFFIC SURVEY SPECIALISTS, INC. SW ETH STREET & RW 6TH AVENUE 624 GARDENIA TERRACL Site Code : 00060252 MIAMI, VLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 11/01/06 COUNTED BY, AHN .THOMAS .(561) 272-3255 PAX (561) 272-4381 .File I.D. BST_6AV NOT SIGNALIZED Page 1 ALL VEHICLES ---------`---------------------- SW 6TH AVENUE 3 5 9 5 0 0 0 0 JSW STH STREET 0 0 0 0 0 0 0 0 1SW 6TH AVENUE 9 7 10 12 0 0 0 0 JOW BTH STREET 6 6 3 4 253 267 269 310 0 0 0 0 From North 3.01 301 323 359 Hr Total JFrom East 22 0 From South 0 0 1prom West 0 38 0 Right. Thru VTurn Left j -Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date 11/01/06 -------------r--------------------------------------.--`--------------- 0 0 J 8 249 0 0 J 313 17:15 9 4 0 42 J 0 0 07:00 0 3 0 25 0 0 0 0 J 13 0 0 0 3 326 0 0 370 07:15 0 3 0 28 I 0 0- .0 0 J 10 0 0 0 3 373 0 0 417 07:30 0 5 '0 30 0 0 0 0 I 23 0 0 0 J 1 412 0 ❑ .471 07:.45 0 3. 0 23 0 0 0 0 22 0 0 0 4 351 0 0 403 Hr Total 0 14 0 106 J 0 0 0 0 68 0 0 0 11 1462 0 0 1661 08:00 0 1 0 31 0 0 0 0 I 15 0 0 0 I 2 320 0 0 369 08:15 0 13 0 31 i 0 0 0 0 13 0 0 0 J 3 377 .0 0 j 437 08-:30 0 6 0 48 J 0 0 0 0 I 14 0 0 0 1 420 0 - 0 469 08.45 0 8 0 33 0 0 0 0 11 0 0 0 5 361 0 0 418 Ht Total 0 28 0 143 0 0 0 0 53 0 0 OI 21 1478 0 O J 1713 -- --- & BREAK * --------- --------- .-__---_ 16:00 16415 15:30 16:45 0 0 0 0 3 5 9 5 0 0 0 0 30 16 I 32.j 20 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 0 9 7 10 12 0 0 0 0 0 0 0 0 0 I 0 0 0 6 6 3 4 253 267 269 310 0 0 0 0 0 O J 0 J 0 3.01 301 323 359 Hr Total 0 22 0 10.6 0 0 0 0 38 0 0 0 19 1099_ 0 0 J 1284 17:00 0 '7 0 43 0 0 0 0 6 0 0 0 J 8 249 0 0 J 313 17:15 9 4 0 42 J 0 0 0 0 7 0 0 0 7 268 0 0 J 328. 17:30 0 B 0 43 ] 0 0 0 0 I 9 0 0 0 3 206 0 0 J 349 • 45 0 8. 0 36 0 0 0 0 8 0 0 0 t 2 304 0 0 356 �- Total 0 27 0 164 J 0 0 0 0 30 0 0 0 J 20 1107 0 0 1 1348 rqOTpyt 0 91 0 519 J 0 0 0 0 j 189 0 0 0 J 61 5146 0 0 1 6006 TRAFFIC SURVEY SPECIALISTS. INC. SW 5TH STREET &.SW 6TH AVENUE 624 GARDENIA TERRACE Site code t 00060252 MIAMI., FLORIDA DMRAY MCH, FLORIDA 33444- Start Date.: -11/01%06 COUNTED BY: ABE THOMAS {561} 272-3255 FAX (561) 272-4381 File I.D. s- BST_6AV NOT SIGNALIZED Page c 2 ALL VEHICLES SW 6TA AVENUE JBW 8TH STREET ISW 6TH AVENUE JSW 8TH STREET From North lFrom East 1prom South jFrom West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date. 11/01/06----------------------------------------_-___.._..__.._---- ---_----_----------------_-________----.------ Peak Hour Analysis By Bntire Intersection for the Period: 07100 to 09:00 on 11/01/06 Peak start00.00 [ OB:00 a8 -.0a 08:00 f Volume a 28 a 143 a 0 0 0 j 53 0 a 0 11 1475 0 a .� Percent as l6r oa Baa of 01b 04 0% loot at 0% 0t la 99t 04 0t j Pk total 171 f a 53 1489 Highest. 0000 07:00 08100 08130 Volume 0 6 0 4B 0 a 0 0 15 0 0 0 1 420 a 0 Hi total 54 0 is 421 PHF .79 I .0 I .88 .BB SW 6TH AVENUE • 0. 28 143 0 0 0 0 28 143 0 0 4 171 1 1 171 1 0 SW STH STREET 0 0 0 0 • 0 0 • 1,478 1,478 1,489 1,489 0 • ALL VEHICLES • 0 0 0 0 1,674 0 Intersection Total 143 1,713 1,674 1,478 53 SW STH STREET SW 6TH AVENUE 92 0 0. 28 11 39 0. SW 6TH AVENUE TRAFFIC SURVEY SPECIALISTS, INC. SW aTH STREET &-SW 6TH AVENUE 624 GARDENIA TERRACE Site Code c 00060252 MIAMI, FLORIDA DELRAY BRACH, FLORIDA 33444 Start Date.: 11/01/06 COUNTED M ASE TRONAS (561) 272-3255 FAX {561) 272-4381 File I.D. :BST SAV :NOT SIGNALIZED Page : 3 -.�.. ALL VEHICLES SW 6TH AVENUE haw 8TH STREET ISW 6TH AVENUE JSW STH STREET From North IFrom East jFrcm South From West Rlght Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date 11./01/06 ------------------------------.---- Peak Hour Analysis By.Rntire Intereection for the Period. 16:00 to 18:00 on 11/01/06 Peak start 16:45 l 16:45 1 16x45 1 16:45 Volume 0 24 0 156 f 0 0 0 0 f 34 0 0 0 22 2.113 0 0 1 Percent 0% 135 04 87% 04 0%- 06 0% 100# gip% O% 04 24- 954: 04 04'-� Pk total 180 0 34 .1135 Highest 17.30 07:00 16;45 16:45 Volume 0 8 0 43 0 B 0 0 j 12 0 0 0 .4 ala 0 0 Hi total 51 0 j 12 314 PHF .8B .0 .71 .BO SW 6TH AVENUE • 0 24 156 0 0 0 0. 24 156 0 0 1 180 -- 0 SW 8TH STREET 0 0 0 0 0 0 1,135 • 1,113 1,113 1,135 • 22 22 80 0 0 24 22 46. 0 SW 6TH AVENUE 0 ALL VEHICLES • 0 0 0 • 0 1,303 0 Intersection Total 156 1,349 1.,303 1,113 34 SW 8TH STREET 34 • 0 0 TRAFFIC SURVEY. SPECIALISTS., INC. SW OTH STREET G SW 6TH -AVENUE 624 GARDENIA TERRACE Site Code : -00060252 MIAMI, FLORIDA DELRAY BEACH, FLORIDA .33444 Start Date; 11/01/06 COUNTED HYs ME THOMAS (561) 272-3255 FAX (561) 272-4381 File I.D. t BST 6AV NOT SIGNALIZED Page 1 PEDESTRIANS SW 6TH AV$NU8 0 0 JSW STH STREET 1. 0 I,SW 6TH AVENUE a] 2 ISW OTH.STREET 0 ] 1 From North a 0 lFrpm East 16:15 3 lFromSouth 0 0 IFrom West 0 0 0] Peds Right Thru Left I I Peds Right Thru Left I ( Peds Right Thru Left I I Peds Right Thru I Left I Total Date 11/01/06 ----------_._-_.,_.--------------------------- 0 0 4 0 0 D I 0 0 0 0 6 ------ 07:00 4 0 0 0 I 0 0 0 0' a 0 .0 0 I 1 0 a ❑ I 5 07:.15 a 0 0 0 0 0 0 0] a 0 0 0 I 2 0 0 0 2 07:30 2 0 '0 0] 1 0 0 0 a 0 0 0 2 0 0 ❑ I 5 07:45 5 0 0 0 a 0 0 0 1 0 0 0 0 0 0 0 6 Ar Total 11 0 0 0] 1 0 0 0 I 1 0 0 0 I 5 0 0 0 16 0a : 00 3 0 0 a 1 0 0 0 1 0 0 0 0 D 0 0] 5 08:15 0 0 0 0 0 0 0 0 I 1 0 0 0 I 0 0 0 0 1 06;3.0 1 0 0 0' 2 0 D 0 I 3 '0 0 D] 0 0 0 0 6 08:45.._.._. ... 1 0 0 0 1 0. __..0 O i 1--- 0 0 0] Q D_.._ D O I 3 .Hz Total 5 0 0 0 4 0 0 0 6 0 0 0] 0 0 0 0 i5 ---------- * 13REAX - -_-- .------------,.__ I6: 00' 4 0 0 0 i 1. 0 0 a] 2 0 0 0] 1 0 a 0 O 16:15 3 D 0 0 0 0 0 0] 6 0 0 D 0 0 0 0 9 16:30- 2 0 0 0 0 0 0 0 4 0 0 D I 0 0 0 0 6 16:45 4 0 0 0- 1 0 a 0 0 0 0 D 0 0 0 0 5 Hr Total 13 0 0 0 2 0 0 0. k .12 0 0 0 1 0 0 0 2B .17 c 00; 2 0 .0 0] 2 0 0 0- 4 0 0 0 0 0 0 0] a 17:15 0 0 0 .0 0 0 0 .0 0 a 0 0] 0 0 0 0] 0 .17-.30 0 0 0 0 -) 2 0 0 0 1 0 0 0] 2 0 0 0( 5 '45 2 0 a 0 0 0 0 0' 0 0 0 0 0 0 0 0 2 lt- , Total 4 0 0 0 4 0 0 0] 5 0 D 0] 2 0 0 a 15 *TOTAL* :33 0 0 0 I 11 0 0 0 1 24 0 0 0 1 a 0 0 0 1 76 N *TR a Sf a� Sw 8 yr C&O m ICIIAI Fl.oR ibA 11/oa/off Q4 RV Rpc.e L DUf.AOd No -r S 1 GN&L i z ED TRAFFIC .SURVEY SPECIALISTS, INC. SW STH STREET & SW '5TH AVENUE 624 GARDENIA TERRACE Site Code : 000602.92 MIAMI, .FLORIDA DELRAY BEACH, FLORIDA 33444 Start.Date: 11/01/06 Cp[1IVTED BY: NORA NAVARRO (56.1) 272-.3255 FAX (561) .272-4381 File I.D. BST SAV SIGNALIZED Page 1 ALL VEHICLES -9W STH AVENUE 0 0 jSW 8TH STREET 0 0 I6'W 5TH AVENUE 24 36 �6W 8TH STREET 0 -------------- 269 0 FromNorthIFsom 376 16;15 Bast 0 0 (From -South 0 0 jFrom West 0 40 24 0 Right Thai UTurn Left I Right Thru UTurn Left I I Right 'Thru UTurn Left I I Right Thru -UTurn Left Total Date 11/01/06 _.._-`---------------`----------------------------------------- 23 0 0 14 292' 0 38 392 16:45 D 0 0 0 -07:00 0 0 0 0 I 0 0 0 0 2a 11 0 D 1 6 352 0_ 28 425 07:15 0 0 0 0 I 0 0 0 0 36 12 0 0 I 3 478 D 22 .5S3 07:30 0 0 0 0 0 0 0 0 41 17 0 0 5 506 D 24 593 :07:45 0 0 0 0 0- 0 0 0 34 22 0 0 4 461 0 33 554 Hr Total 0 0 0 0 _� 0 0 0 0 139 .62 0 0 1B 1797 0 107 2123 08:00 0 0 0 0 I 0 0 0 0 I 32 24 0 0 5 51.0 0 21 592 08:.15 0 D, 0 0 I 0 0 0 0 38 18 Q O I 3.0 492 0 39 597 08:30 4 0 0 0 -� 0 0 0 0 55 18 0 0 7 606 0 40 726 08:45 0 0 0 0 0 0 0 0 31 17 0 0 1 510 0 17 576 Hr Total 0 0 0 0! 0 0 0 0I 156 77 0 D 23 2118. 0 117 2491 ---------- w BREAK • ---------------------- - ----------------------------------- ---------------------------------------------- 16; 00 -`---------------- ----__-------- 16:00 0 0 0 0 0 0 0 0 24 36 0 0 7 269 0 40 376 16;15 0 0 0 0 I 0 0 0 0 40 24 0 0 6 249- 0 45 '364 16:30 0 0 0 0 0 0 0 0 25 23 0 0 14 292' 0 38 392 16:45 D 0 0 0 0 0 0 0 27 26 0 0 12 305 .0 55 - 425 Hr Total 0 0 O 0 D 0 0 0 [- 116 109 0 0( 39 1115 0 178 1557 17:00 0 0 0 0 D 0 0 0 38 24 0 0 6 319 0 38 423 17:15 0 0 0 O 0 0 0 0 35 31 1 0 I 5 328 D 31 1 431 .17:30 0 0 0 0 I 0 0- 0 0 41 20 0 0 I 14 355 0 46 .I 476 .45 0 0 0 0 0 0 0 0 40 21 0 0 11 363 D 42 477 --ax Total 0 -0 0 0 0 0 0 0 154 96 1 0 36 1365 0 155 1x07 *TOTAL* 0 0 �0 0 0 0 0 0-1 565 344 1 ^ 0I .11.6 ____^ 6395 -A 05571 _- 7978 TRAFFIC SURVEY SPECIALISTS, INC. SW OTH STREET b SW 5TH 'AVENUE 624 GARDENIA TERRACE Site Code : 00060252 MIAMI., FLORIDA DELRAY BEACH, FLORIDA .33446 Start Date: 11/Q3/06 COUNTED BY: NDRA NAVARRO (563) -272--3255 FAX 1561) 272-4381 File I.D. c 8ST 5AV SIGNALIZED Page : 2 .ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- SW 5TH AVENUE SSW BTH STREET SSW 5TH AVENUE SSW BTH STREET From North (From East lFrom South IFrorn West 1 1 Right Thru UTurn, Left I Right Thru Vrurn Left I Right -Thru UTura Left I Right Thru UTurn Left I Total Date 11/01/06 -------------------..._»..__-»_-----------------------------------_,._ Peak Hour Analysis By Entire Intersection for the Period; 07100. to 09:00 on 11/01/Ob Peak start 08:00 ( 08:00 08:00 08:00 j Volume 0 0 4 .0 ( 0 0 D 0 156 77 0 0 j 23 2118 0 17,7 Percent 04 0% 0% 06 I O4 0% 05 04 674 334 0% 04• 14 944 O% 54 Pk total o 0 233 2258 Highest 07;00 07:00 08.30 08:30 volume 0 0 0 0 :j 0 0 0 a 5.5 16 0 0 7 606 0 40 Hl total 0 J a 73 6s3 -PHF- .0 .0 .80 .06 SW 5TH AVENUE • 0 • 0 0 117 77 0 ------ ------ _____ ------ .0 0 0 0 194 0 ( -- 194 1 0 SW BTH STREET 0 0 0 0 • 117 117 2,258 . 2,118 2,1.18 2,258 • ,2.3 23 0 ALL VEHICLES • 0 0 0 • 0 2.,.274 0 Intersection Total 0 2,491 .2,274 2,118 156 SW 8TH.STREET 2 SW .5TH AVENUE 233 77 77 56 0 0 0 23 23 0 SW .5TH AVENUE 233 77 77 TRAFFIC 811gVEY SPECIALISTS, INC. SW STH STREET & SW STH AVENUE 624 GARDENIA TERRACE Site Code : 00060252. MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 11/01/06 COUNTED BY: NORA NAVARRO (561).272-3255 FAX (561.} 372-4381 File I.D. : 8ST 5AV SIGNALIZED Page 3 ALL VEHICLES SW STH AVENUE JSW STH STREET JSW STH AVENUE (SW 8TH STREET From North )From East jFrom South IFrom West i 1 i i Right Thru UTurn Left I Right Thru- UTurn Left I Right Thru UTurn Left I Right Thru UTurn heft Total Date 11/01/06------------------------------- ----------------..._---------------------------------------- ------------------------- Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 11/01/06 Peak start 17:00 17:00 17:00 17:00 Volume 0 0 0 0� 8 0 0 0 154 96- 1 0 36 1365 0 155 Percent a* oir 0% oe 04 05F oir OW 61$ 3e* 08 0% 2t sae o4 10% Pk total 0 ` 0 251 1556 Highest 07:00 07:DO 17:15 ( 17:45 Volume 0 0 0 0 0 0 0 0 35 31 1 0 11 363 0 42 Hi total 0 0 67 416 PHF .0 .0 .94 .94 SW 5TH AVENUE • 0 0 0 0 1.55 96 0 0 0 0 0 251 0 I 0 i ( -- 251 0 SW BTH STREET 0 1 ALL VEHICLES _ 0 1 0 0 0 0 155 155 0 1,5.57 1,519 0 • 1.,365 1,365 1,556 Intersection Total 0 1,807 1,519 1,365 154 • 36 36 SW 8TH STREET 287 0 - 1 96 • 15 0 36 36 1 96 15 SW 5TH .AVENUE TWFiC SURVEY SPECIALIsTs, INC. SW STH STREET G SW 5TH AVENUE 624 GARDENIA TERRACE site Code : 00060252 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 11/01/06 COUNTED BY. NORA.NAVARRO (561) 272-.3255 PAX (561) 272-4301 File I.D, : 8ST-5AV SIGNALIZED Page s 1 PEDESTRIANS SW 5TH AVENUE 35 0 JEW BTM STREET O i 15 JSW 5TH AVENUE 0 6 JSW STH STREET 0 0( 16 From North 0 0 JFrom East 16:15 10 From South 0 0 From West 0 0 0 Pede Right Thru LeCt Peds Right Thru heft Peds Right Thru Laft PedB Right Thru Left Total Date11,/01/06 ------------------------------------ 0 0 ..__._.----_.__...._,_.._-,___._..__..-_-----,_______----__-_----__ 4 0 0 0 6 0 0 0 19 16:45 07:00 5 0 0 0 12 0 0 0 1 1 0 0 Q 1 7 0 0 0 1 25 07.15 5 0. 0 -0 9 0 0 0 2 0 0 0 11 0 0 0 j 27 07:30 5 0 .0 0 _� 9 0 0 0 I 1 .0 0 0 10 0 0 0 25 07:45 7 0 0 .0 4 0 0 0 6 0 0 0 10 0, 0 0 27 Hr Total 22 0 0 0 �� 34 0 0 0 10 0 0 0 38 0 0 0( 104 08:00 13 0 '0 .0 B 0 0 0 5 0 0 a I 10 0 0 0 36 0x:15 14 0 0 a 10 .0 0 0 3 0 0 0 14 0 0 0 41 08:30 15 0 0 0 5 0 0 0 9 0 0 0 6 0 0 0 35 08;45 7 0 0 0 7 0 0 0 '3' '0 0 0 15 0 0 0 32 Hr Total 49 0 0 O j 30 0 0 0 20 0 0 0 45 0 0 0 -144 ---------- * BREAK *---`------------------------------------------------,....._.,.__.----..-___-_-_--_-_-__._-----------`---`--------------- 16:00 35 0 0 O i 15 0 0 0 6 0 0 0( 16 0 0 0 72 16:15 10 0 0 0 12 0 0 0 5 0 0 0 I 24 0 0 0 51 16:30 6 0 0 0 3 0 0 .0 4 0 0 0 6 0 0 0 19 16:45 13-._...._._0_...,_. 0 0 6 0 _ 0 0, 0 . 0;,..,,.,.a,.,......,,._ 4 0 0 0 23 Hr Total 64 0 0 0 36 0 0 0 15 0 0 0 50 0 0 0 165 17;00 9 0 0 0 I 14 0 0 0- 1 0 0 0 6 0 0 0 30 17:15 10 0 0 0 10 0 0 0 9 0 0 0 20 0 0 0 49 17:30 4 0 0 - 0 I 5 0 0 0 0 0 0 0 I 11 0 0 D( 20 45 6 0 .0 0 1 0 0 0 5 0 0 0 9 0 -4 0 21 x Total 29 0 0 0 30 9 0 0 15 0 0 U I 46 0 '0 0 120 *TDTAL4 164 0 0 0 1 130 0 0 0 1 60 0 0 0 1 179 0 0 0 1 ' 533 N T MtaAi I j'Lop- bA fl%aa/a& DQ*,.,N $y: RAc.;e L DE-)-CADo Si5 Pik L i ZED TRAFFIC $URVEX SPECIALISTS, INC, SW BTR STREET '& BW 4TH AVENUE 624 GARDENIA TERRACE site code : OD060252 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 11/02/06 COUNTED.HY! NICNOLR BOWEN (561) 272-3255 .FAX (561) 272-4301 File L.D. BS3950N SIGNALIZED Page 1 ---------- * HREAIC 16:.00 0 9.1 35 209 0 0 ALL VEHICLES 0 0 0 1. 15 12 271 SW 4TH AVENUE 16:15 0 JSW aTH STREET 25 JSW 4TH AVENUE 0 ISW 8TH STREET 0 0 O I From North 11 237 lFrom Past 568 jFroM South 0 1prom West 35 229 0 0 Thru Thru 0 I 22 9 I O C I Right Right 0 B2 41 Right 4 AVE TO 95 Left f Right Thru Left I Right Thru Left 1 4 AVE TO 95 Thru .Left I Total Date 11/02/06 136 911 0 0 0 0 0 ------------------------------------------..___.__.----------- 65 40 1091 0 2545 07:00 0 37 21 299 0 0 0 I 0 0 0 I 0 18 361 0 736 07:15 0 25 24 288 J 0 0 0 0 0 0 3 25 443 0 806 07:30 0 50 31 365 0 0 0 0 0 O I 5 16 468 0 935 07:45 0 49 17 445 0 0 0 0 0 0 4 22 482 0 1019 Hr Total 0 161 93 1397 0 0 0 0 0 0 12 Bi 1754 0 3499 08:00 0 55 19 490 0 0 0 4 0 0 0 6 23 426 0 1019 08:15 0 37 26 566 0 0 0 a 0 0 3 16 440 0 j 1089 08:30 0 48 48 572 0 0 0 0 0 0 3 22 448 0 E 1141 08:4$ 0 61 35 607 0 0 -0 0 0 0 4 9 46$ 0 1181 Hr Total 0 201 128 2235 0 0 0 I 0 0 0( 16 70 1779 0 I 4425 ---------- * HREAIC 16:.00 0 9.1 35 209 0 0 -0 � 0 0 0 1. 15 12 271 D I 633 16:15 0 56 25 224 0 0 O. I 0 0 O I 15 11 237 0 568 16:30 0 73 35 229 0 0 -0 0 0 0 22 9 296 O C 6.64 16:45 0 B2 41 249 0 0 0 0 0 0 13 8 207 0 690 Hr Total 0 302 136 911 0 0 0 0 0 0 ' 65 40 1091 0 2545 17:00 0 63 43 260 0 -0 0 0 0 0 16 5 276 0 663 17:15 D 9.9 18 255 0 0 0 0_ 0 0 11 .5 286 3 �, 677 17:30 0 86 44 255 0 0 0 0 0 0 7 .11 281 0 684 45 0 76 44 315 0 .0 0 0 0 0 11 B 303 0 757 --,Lc 'Ectal 0 324 149 1085 0 0 0 '0 0 0 45 29- 1146 3 I 2781 ------------------------------------------------------------------------------------------------------------------------ *TOTAL* 0 9B8 506 5628 1 0 0 0 1 0 0 0 1 138 220 5770 3 1 13253 TRAFFIC SURVEY SPECIALISTS, INC. SW STH STREET & SW 4TH AVi=B 624 GARDENIA TERRACE Site Code : 00060252 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 11/02/06 COUNTED BY; NICHOLE BOWEN (561) 272_3255 FAX (,561) 272-4381 Fila S.D. 86T 95ON -SIGNALXZED Page :: 2 ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------ SW 4TH AVENUB 180 BTH STREET :jaw 47H AVENUE 1SW STH STREET From North 1Prom East .IFrom South lFrom West Thru Thru I I i Right Right Right 4 AVE TO 95 Left I Right Thru Left I Hight Thru Left 1 4 AV6 TO 95 Thru Left Total Date11/02/06 ------------------ ----------------------...---.._--- ----------------------------------- Peak Hour Analysis By Entire Intersection Cor the Period: 07:a0 to 09:00 on 11/02./06 .Peak start 05:00 1 08.:00 OB: -00 I 0a:00 Volume 0 201 129 2235 1 0 0 0 0 0 0 1 16 70 '1779 0 Percent 04 84 56 874 04 06 o@ 1 06 09 08 14 44 956 06 1 Pk total 2564 0 0 1965 Highest 09:45 07:00 ( 07:00 1 08:45 Volume 0 61 35 607 1 0 0 0! 0 0 0 4 9 465 0 Hi total 703 0 ( 0 479- PHF .91 .0 I .0 .90 SW 4TH AVENUE • 0 0 329 2,235 0 0 0 ------ ------------ -•----- ------ 0 00 329 2,235 0 0 �- 2,564 -----� 2,564 E 0 SW 8TH STREET 0 0 ALL VEHICLES 0 0 0 F- - 0 0 0 0 0 0 1,865 4,014 0 1,779 1,779 1,865 Intersection Total 2,235 4,429 4,014 1,779 0 86 86 SW 8TH STREET 4 7.5 0 0 329 86 41.5 0 SW 4TH AVENUE! 0 0 . 0 TRAFFIC SURVEY SPECIALISTS, INC. SW BTH STREET & SW 4TH AVENUE 624 GARDENIA TERRACE Site Code : 00060252 .MIAMI, FLORIDA, DELRAY BEACH, FLORIDA 33444 Start Date: 11/02/06 COUNTED BY: NICHOLE.BQWEN 1561) 272-3255 FAX ('561) 272--4381 File I.D. ORT 9501? SIGNALIZED Page 3 ALL VEHICLES SW 4TH AVENUE [SW BTH STREET JSW 4TH AVENUE ISW STH STREET From North 1prom East jProm South From West [ Thru Thru I I I Right Right f Right 4 AVS TO 95 Left I Right Thru Left I Right Thru Left 1 4 AVE TO 95 Thru Left Total Date 11/02/06 -------------------------------..----».---- --_._-»....,--------_---.--.-------.-- .Peak Hour Analyeis By Entire Intersection for the Period: 16:00 to 18.OD on 11/02/06 Peak start 17:00 17eDO .I 17:00 17:00 Volume 0 324 149 ].085 0 0 '0 .[ 0 0 0 45 29 1146 3 Percent 0i 216 104 70' 0%r 0$ 06 [ 06 0a -0i 44, 24 946 04 Pk total 1559 ( 0 [ 0 1223 Highest 17:45 07:00 [ 0?oOo 17:45 Volume 0 76 44 315 0 0 0{ 0 0 D 11 S 303 0 H.1 total 435 0 [. 0 322 PHF .90 .0 [ .0 .95 SW 4TH AVENUE 0 • 473 1,085 3 0 0 ------ ---------- 4 0 473 1,0.85 3 0 ) 1,558 � 1,561 1 • 0 SW BTU STREET 0 0 0 0 . 3 3 • 1,146 1,146 • 74 74 1,223 1,223 547 0 0 473 74 547 0 SW 4TH AVENUE 0 ALL VEHICLES • 0 0 0 0 2,231 0 Intersection Total 11085 2,781 2,231 1,146 0 SW 8TH STREET 0 0 0' N T she( 3f � Y S w+�S ST A am;) Zoe►DA I I A -x /o& DR,awrj BY: PActd DELgAbv cm NOON pri PDQ A4:5 LIN A am;) Zoe►DA I I A -x /o& DR,awrj BY: PActd DELgAbv TRAFFIC SURVEY SPECIALISTS, INC. SW 9TH STREET r. SW 6TH AVENUE 624 GARDENIA TERRACE Site Code : 00060252 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Staxt Date: 11/02/06 COUNTED 9Y; DAVID DUQUE (561) 272-3255 FAX (561) 272-438L File I.D. 9$T 6AV NOT SIGNALIZED Page 1 _..., ALL VEHICLES SW 6TH AVENUE 2 6 JSW 9TH STREET 1 2 IBW 6TH AVENUE 0 1 I I6W 97H STREBT 4 0 1 I From North 2 0 IFrom East 25 16:15 IFrom South 1 0 I£rom West 2 11 0 Right. Thru U urn Left I Right Thru UTurn Left Right Thru Uum Left I Right Thru UTurn Left Total Date11/02/06------------------------------------------------------- 1 3 13 0 1 I -------------------- a 0 -----------_--- _,--------------- 5 0 07:00 0 5 0 1 I 0 a 0 0 I 0 9 0- L I 1 6 0 4 f 35 07:15 0 1 0 1 I 3 2 0 1 I 1 7 0 1 I 0 4 1 3 I 25 07:30 3 5 0 0 I 3 9 0 0 I 0 17 0 -D f 0 5 0 4 I 46 07:45 4 1 0 2 1 7 0 1 1 20 0 D 0 1 0 3 41 Hr Total 7 12 0 4 I 7 26 0 2 I 2 53 0 2 1 16 1 14 I 147 DR.00 1 7 0 1 I 3 11 0 0 i 0 12 0 a 1 7 0 5 .I 4a 08:15 2 6 0 l I 2 4 0 1 I 1 15 0 0 1 6 0 5 'I 46 08.30 4 8 0 0 3 5 0 0 I 1 8 0 0 0 8 0 1 I 38 08,45 4 6 0 0 1 9 0 1 0 10 '0 2 2 7 0 4 46 Hr Total 11 .27 0 2 9 29 0 2 I 2 AS 0 2 I 4 3.0 0 1.5 I 178 • BREAK r ----------------- "_".-`------------ --- _---'---------- 16sD0 2 6 0 1 2 5 0 1 I 1 4 0 1 I 0 2 0 0 I 25 16:15 2 1 0 4 2 11 0 1 I 1 3 0 1 I 0 4 0 2 I 32 16:30 3 5 0 1 3 13 0 1 I 1 a 0 1 I 3 5 0 1 I 45 16:45 _ 1_ 3 0 _- 2_ 1 9 0 0 1 1 0 1 2 6 0 4 31 Hr Total 8 15 0 a 6 39 0 3 I 4 16 0 4 5 17 0 7 I 133 17x00 6 G 0 3 3 10 0 1 2 a 0 0 I 0 5 0 1 I 53 -17:1,5 1 9 0 1 '.� 4 19 0 2 0 6 0 .0 3 7 0 2 I 54 .17:30 6 5 D 1 I 2 7 0 1 2 5 0 A I 1 4 0 0 I 34 45 1 7 0 0 3 14 0 0' 0 7 0 2 2 6 0 2 44 r Total 14 27 0 5 I 12 56 0 4 f 4. 26 0 2 I 6 22 0 5 185 ^TOTALk 40 61 0- 19-I 3.6 151 0 11 I 12 14Q 0 10 I 16 85 1 41 I 643 TRAFFIC SURVEY SPECIALISTS, INC. SW 9TH STRE13T & SW 6TH AVENUE 624 GARDENIA TERRACE Site Code : OD060252 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date.: IL/02/06 COUNTED BY: DAVID DUQUE {561} 27:2-.3255 FAX (561) 272-4381 File L.A. 93T 6AV NOT SIGNALIZED Page 2 ALL VEHICLES SW6TH AVENUE JEW 9TH STREET ISW 6TH AVENUE [SW 9TH STREET I From North IFrom Bast (From South IFrom {gest 1 I I I Right Thru UTurn Left I Right Thru UTurn Left I Right -Thru UTurn Left I Right Thru UTurn Left I Total Date 11/02/06 --------------------------- ------------------------- .___ Peak Hour Analysis Ry Entire Intersection for the Period: 07:OD to 09:00 on 11/02/06 Peak start 07:30 1 07:30 07:30- 1 07:30 '.1 Volume 10 19 0 4 1 9 31 ❑ 2[ 2 64 0 0 1 2 21 0 17 [ Percent 30ir 58i 04 12i 1 21% 748 09 5% 3% 97V 06 04 1 5k 524 0% 42% f. Pk total 33 1 42 i 66 1 40 1 Highest 08:00 1 08:00 1 07:45 I 08:15 1 Volume 1 7 0 1 1 3 11 0 0 1 1 20 D 0 1 1 a a 5 1 Hi total 9 1 14 1 21 1 14 1 PAF .92 1 .7$ 1 .79 I .71 1 SW 6TH AVENUE 10 - 19 4 17 64 9 10 19 4 90 0 123 - 1 9 SW 9TH STREET 0 31 41 10 17 .17 81 • 21 21 40 2 2 ALL VEHICLES 42 69 Intersection Total 181 r ny 2 0 19 31 2 • 23 2 0 66 64 - 64 9 31 31 • 2 2 4 27 21 2 SW 9TH STREET 'TRAFFIC SURVEY SPECIALISTS,. INC. SW 9TH STREET 6 SW 6TH AVENUE 624 GARDENIA TERRACE Bite Code ; 00060252 -MIAMI_FIARXPA DELRAY BEACH, FLORIDA 33414 Start Date; .11/02/06 COUNTED.BY: FAVID DUQUH (561) 272-3255. FAX (561) 272-4381 File I.D. 9ST-6AV NOT SIGNALIZED Page 3 ALL VEHICLES -------------------------------------------------------------------------------------------------------------------------------------- SW 6TH AVENUE 1SW 9TH STREET 1SW 6TH AVENUE 1Sw 9TH $TRE&T' 1 From North 1From East jFrow South (From West 1 Right Thru ururn Left Right Thru UTurn Left € Right Thru UTurn Left Right Thru UTurn Left 1 Total Date 11/02/06 ----------------------------------..---- __-_- _-----____ Peak Hour Analysis By Vntire Intersection for the Period: 16:00 to 18:00 on L1/02/06 Peak start 17.00 1 17:00 1 17:00 1 17:00 1 Volume 14 27 0 5 1 12 se 0 4 1 4 26 '0 2 1 6 22 0 51 Percent. 30% 596 of 1.14 1 16* 78k 016 56 1 123 81% 0& 66 1 183 67t 0% 15% -1 Pk total 46 1 74 1 32 1 33 1 Highest 17:00 1 17:15 1 L7:00 1 17:15 1 volume 6 6 0 3 1 4 19 0 2 i :2 e 0 0 1 3 7 0 2 .1 Hi total 15 1 25 ( 10 1 12 1 PHF .77 I .74 1 ..60 1 .69 1 SW 6TH AVENUE • 14 • 27 • 5 5 26 12 ------ ------ ------ 0 14 27 5 43 0 i-- 89 1 • 12 SW 9TH STREET 2 1 58 74 14 • 5' 5 107 • 22 22 33 • 6 6 12 • ALL VEHICLES 58 74 58 • 4 105 4 Intersection Total 5 185 31 22 4 SW 6TH AVENUE 32 • 26 - 26 SW 9TH STREET �y 4 2 27 6. 371 2 SW 6TH AVENUE 32 • 26 - 26 SW 9TH STREET TRAFFIC SURVEY SPECIALISTS, INC. SW 9TH STREET & SW 6TH AVENUE 624 GARDENIA TERRACE Site Code : OOD60252 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date; 11/02/06 -ODUNTED BY: .DAVID DUQUE (561) 272-3255 FAX (561).2.72-4391 File I.D. 99T 6AV :NOT SIGNALISED Page 1 PEDESTRIANS SW .6TH AVENUE 2 0 18W 9TH STREET 0 3 I.SW 6TH AVENUE 0 0 199 9TH STREET 0 0 0 From North 0 0 From East 9 16.,15 From South 0 0 IFrom West 0 0 0 Pedo Right Thzu Left I Peds Right Th" Left ( Pada Right Thru Left I Peds Right Thru Left I Total Date11/02/06 -------.----------------------------- 0 :� 1 0 0 --__.--------.,,.___.--_..__._-_---------__ 0 0 0 0 1 0 0 07:00 a 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 07:15 0 0 0 U 0 0 0 0 I 3 0 0 0 3 0 0 0 .I 6 07,30 a 0 0 0] 0 0 0 0 I 3 0 0 D 1 0 D 0 4- 07:45 0 0 0 0 2 0 0 0 1 0 0 0 1 0 0 O 4 Hr Total 0 0 0 0 2 0 0 a 7 0 0 0 7 0 0 a 16 08:00 0 0 D 0 0 0 0 0 4 0 0 0 2 0 0 0 6 08:15 0 0 D 0 1 0 0 0 �. 1 0 0 0 j 2 O 0 0 4 08:30 0 0 .0 0 I 3 0 0 .0 I 2 0 0 0 I D 0 0 0€ 5 00:45 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 Hr Total 0 0 0 0 5 0 - 0 0 7 0 0 0 4 O 0 0 f 16 -------- BREAK • --- _.--_---- ------ ----- -- --------------------------------------- 16:00 2 0 0 0 3 0 0 0 2 0 0 0 2 0 0 0 9 16.,15 1 0 0 0 0 0 0 0 I -0 0 O p I 0 0 0 0 I 1 16:30 1 0 0 0 :� 1 0 0 0- I 0 0 0 0 1 0 0 0 3 16:45 2 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 4 Ht Total 6 0 a 0 j 5 .0 D 0 I 2 0 a 0 4 0 0 0 I 17 17:00 3 0 0 0 D 0 0 0 �. D 0. 0 0] 1 0 D 0 .I 4 17:.15 1 0 0 0 0 0 0 0 I 1 0 0 0] 1 0 D 0 3 17.30 2_ 0 0 0 1 0 0 0 3 0 0 O j 0 0 'D 0 6 45 1 0 0 D 1 a 0 0 2 0 0 0 0 0 D- 0 4 _f :Total 7 0 0 D 2 0 0 '0 6 0 0 9 2 0 -D 0- 17 *TOTAL* 13 0 0 0 1 14 D 0 0 1 22 0 0 0 1 17 -- 0 -- -_-- 00 ]"--66__ N 5w 9 ST CAOJ t r UNC CDIV S►"Tl�vtt�' W� FAA .vl S,r i r 4 VDA 1!%oaf o� NoT' S; gtjALi z g p TRAFFIC SURVEY SPECIALISTS., -INC. SW 9TH .STREET 6 SW 5TH AVENUE 624 GARDENIA TERRACE Site Code : 00060252 MIAMI, FLORIDA OELRAY BEACH, 'FLORIDA 33444 Start. Date: 11/02/06 COUNTED BY: GAMEAL GUDE (561) 272-.3255 FAX (561) 272-43RI File I.D. 9ST .SAV NOT SIGNALIZED Page 1 ALL VEHICLES ----------------------------------------------------------------------------------------------------------------------------------- SW 5TH AVENUE 1B 0 ISW 9TH STREET 20 3 jSW STH AVENUE 3 j 1 JSW 9TH STREET l j 2 1. From North 3 100 lFrom East 7 13 IBrom South 1 10 From West D } 0 Right -Thro VTurn Left Right Thru UTurn Left Right Thru VTurn Left ( Right Thru UTurn .Left j Total Date11/02/06--------------------------------------------____-.,_....__,.__.,.__..»..._.-_.-_-_----_---_____________._--_.---- .1 0 32 0 I j 2 0 0 4 j a8 16:45 ----_ 11 0 07:00 0 5 0 2 .� 8 B 0 1 I 0 32 0 0 2 3 -0 7 68 07:15 2 8 0 O j 8 4 0 0 0 29 0 1 1 1 0 5 59 07.:30 2 7 0 l j 14 7 0 2 I 1 37 0 1 1 2 1 0 4 79 07:45 2. 5 0 2 9 5 0 1- 0 34 0 1 0 2 D 3 64 Hr Total 6 25 0 5 39 24 0 4 1 132 0 3 5 7 0 19 270 08:00 1 5 0 2 7 9 0. 1 j a 37 0 2 1 2 0 6 73 OB:.15 4 7 0 1 15 2 0 0 j 0 30 0 2 3 1 D 7 72 08:30 4 32 -0 1 I 14 4 0 O j 0 33 0 0 I 1 2 0 7 78 OB:45 4 13 0 1 12 7 0 0 1 40 0 0 0 3 0 6 87 Hr Total 13 37 .0 5 4B 22 0 1 1 1.40 0 4 j 5 B 0 26. 310 ---------- * HRF_AK *--.-----`-`------------_.-- -_ 16:00 4 1B 0 4 20 3 0 3 j 1 40 0 l j 2 1. D- 3 100 16:.15 7 13 0 1 10 3 D 0 j 0 37 0 2 j 1 0- 0 5 I 07 16:30 3 11 0 4 I 15 15 0 .1 0 32 0 I j 2 0 0 4 j a8 16:45 .5 11 0 1 20 a 0 .1 0 32 0 1 3 1 0 2 85 Hr Total 19 53 0 1O 7.3 29 0 5 j 1 141 0 5( B 2 0 14 j 360 17:00 9 17 0 0 I a 16 0 2 j 1 49 0 1 j 1 0 a 9 j 113 17.15 12 19 0 3 j 18 12 0 a I 0 44 0 4 j 2 1 0 5 j 120 17:30 6 17 0 1 j 24 6 -0 0 I 1 31 0 t 3 0 0 5 95. 45 2 5 '.0 2 16 12 0 0 1 34 0 21 2 2 0 4 82 -.; Total 29 58 0 6 j 66 46 0 2 3 I58 0 a a 3. 0 23 410 *TOTAL* 67 173 0 26 j -226 121 0' l2 6 571 0 2D j 26 20 -0 82 i_„_ -L350 TRAFFIC SURVEY SPECIALIST$, INC-. SW 9TH STREET -f SW STH AVENUE 624 GARDENIA TERRACE Site Code : 00060252 MIAMI, FLORIDA DULRAY BEACH, FLORIDA 33444 Start Date: 11/02/06 COUNTED BY: GAMEAL. GLIDE (561) 272-3255 FAX (561) 272-4381 Dile I.D. 9ST SAV NOT SIGNALIZED Page 2 ...- ALL VEHICLES ---------------------------------------------------------------------------------------------------------------------------------- SW 5TH AVENUE - JSW 9TH STREET I SW 5TH AVENUE ISW 9TH STREET From North lFrom Eaet I.From South lFrom West I Right Thru UTurn Left I Right Thru UTurn Left I Right Thru Ltarn Left I Right Thru UTurn Left I Total .Date 11/02/06 ------------------------------------ ------ ____-----___ Peak Hour Analysis By Entire Intersection for the Periods 07100 to 09100 on 11/02/06_ Peak start 08:oo 08:00 08i0D 08:00 Volume 13 37 0 5 48. 22 0 1 1 140 0 4 J 5 8 0 26 Percent 24p, 674 0% 98 68% 31$ o$ 14 j 14 976 0% 39 13$ 21& Oa 67% Pk total 55 f 71 145 39 Highest 08:45 4 08;45 08:45 08:15 Volume 4 13. 0 1 12 7 0 -0 1 40 0 0 3 1 0 7 Hi total 18 I 19 41 - 11 -PHF .76 I ..93 .88 I .8.9 SW 5TH AVENUE 13 • 37 5 26 140 48. ------ ------ ____ — ------ 0 13 37 5 214 0 269 ( 48 SW 9TH STREET 4 22 39 f 13 • 26 26 78 • 8 8 39 • 5 5 48 ALL VEHICLES 22 71 22 • 1 85 Intersection Total 5 310 14 8 1 SW 9TH STREET las 145 1 4 140 37 5 43 4 140 SW STH AVENUE TRAPFICSURVEY SPECIALI$PS., INC. SW .9TH STREET 5_SW 5TH AVENUE 624 GARDENIA TERRACE Site Cade s 0.0060252 MIAMI, .FLORIDA 13ELRAY SEACH, FLORIDA -33444 Btart.Date: 13/02/06 COUNTED BY: CIAMEAL GUDE (561) 272-3255 FAX (561). 272-4381 File I.D. 9ST '5AV NOT SIGNALIZED Page i 3 ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------ SN STH AVENUE ISW -9TH STREET ISW STH AVENUE 18W 9TH STREET I From North-IFrom Last. Irrom South IV= west I. .1 1 f 1 Right Thru UTurn Left j Right Thru UTurn Left I Right -Thru U.Turn Left I Right Thru UTurn Left I Total Date11,/02/06 -------------------------------------------------------------....__- Peak Hour Analysis By Entire Intersection For the Period: 1600 to 1800 on 11/02/06 Peale start 16.45 16:45 I 16:45 I 16:45 I Volume 32 64 0 5 70 42 0 3 2. 156 0 7 1 9 2 0 21 1 Percent 324 63$ 04 54 614 374 0k 3% I 14 954 04 4' I ZBl; ba 0% 664 I Pk total 101 ! 115 1 165 I 32 I Highest 17:15 17:15 17:DD I 17100. Volume 12 .19 0 3 18 12 0 0 1 49 0 1 1 1 0 0 9 Hi total 34 I 3.0 I 51 I 10 PRF .74 I .96 I ,81 I .B0 SW 5TH AVENUE • 32 - 64 5 21 156 70 ----------- ------ ------ 0 32 64 5 247 0 34B 1 70 SW 9TH STREET 7 42 81 32 21 21 . 2 3 2 7 64 g 9 9 • ALL VEHICLES 113 32 Intersection Total 413 241 SW :5TH AVENUE 70 42. 115 42 3 124 3 5 9 2 2 SW 9TH STREET 165 - • 156 156 3 7 64 9 761 ------- 7 SW :5TH AVENUE 70 42. 115 42 3 124 3 5 9 2 2 SW 9TH STREET 165 - • 156 156 TRAFFIC SURVEY SPECIALISTS, INC. SW 9TH STREET & SW STA AVENUE 624 GARDENIA TERRACE Site Code : 00060252 MIAMI, PLORIDA DELRAY BEACH, FIORIDA 33444 Start Date: 11/02/06 COUNTED ]BY- GAMEAL GUDE (561) 272-3255 FAX (561) 272-43.81 File I.D. 987 5AV NOT BIGNALIZ61a Page s_ 1 PEDESTRIANS ------------------------------------------------------------------------------------------------------------------------------------- SW 5TH Av6rm 6 0 18W 9TH STREET 0 I 3 {SW STM AVENUE 0 0 I8W 9TH STREET '0 { 0 I From North 0 0 {Brom EaBt i8 16:1s From South 0 0 From West 5 0 0 Peds Right Thru Left ] Peds Right Thru Left { Peds Right Thru Left Peds Right Thru Left ( Total Date11/02/06 ----------------------- 0- I 6 ----------------------------------------------- 0 0 2 ---.------------------------------------------------ 0 0 I 3 0 0 07:00 4 0 0 0 I 2 0 0 0] 1 _0 0 Q{ 3 .0 0 0 10 07:15 4 0 0 0 5 0 0 0{ 0 0 0 0( 6 0 0 0 15 0713D 5 0 0 0 3 0 0 0] 3 0 0 0 3 0 0 0 14 07:45 5 0 0 0 4 0 0 0 3 0 0 0 6 0 0 0- 10 Hr Total. 18 0 0 0{ 14 0 0 0{ 7 0 0 D{ 16 0 0 0 .� 57 08:00 1 0 Q 0{ 7 0. 0 0 I 5 0 0 0] 4 0 0 0] 17 08:15 7 0 0 0{ 5 0 0 0 I 3 0 0 0{ 3 Q 0 0] 1B 48:30 7 0 0 0{ 0 0 0 0 1 0 0 0] 7 0 0 0{ is 00:45 2 0 0 0- 2 0 0 0 8 0 0 0 4 0 0 0 16 Ur Total 17 0 0 .0 { 14 0 0 0 17 0 0 0 is 0 0 a( 66 ---------- * BREAK * ----------------------- ----- 16:00 6 0 0 0 I 3 0 0 0 3 '0 0 0 I 5 0 0 0 ]- i8 16:1s 7 0 0 0 5 0 0 0 2 0 0 0 2 0 0 0] 16 16:3 0 4 0 0 0- I 6 0 0 0 2 0 0 0 I 3 0 0 0] 15 16:45 1 0 0 .0 5 0 0 0 -4 0 0 0 7 0 0 0 17 FIr Total 18 0 0 0{ 19 0 0 0{ 11 0 0 0 I 18 0 0 0( 66 17:00 6 0 0 0] 12 0 0 0 2 D 0 0 I 5 0 0 0] 25 17:15 4 0 0 0{ 12 0 0 .0 { 0 0 0 0 3 0 0 0. I 19 .17:30 4 0 0 0( 13 0 0 0. -{ 2 0 0 0 2 0 0 0 I .21 ':4.5 9 0 0 6 12 0 0 3 '0 0 0 5 0 -0 0 29 Total 23 0 0 0 I 49 0 0 p] 7 0 0 0{ 15 0 0 0 94 *TOTALt 76 0 0 -0 { 96 0 0 0 I 42 0 0 0 1 ------------------------------ 69 0 0 0 283 N T Irilanli ! FtoQ+D�j 11/ox1o< DQArJfJ RY : Pac et DEL O O No*r Sf3okuteO Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 2544 - SR90/US-41/SW 7 ST/ONE-WAY WB, 200 FT WEST OF 5-95 Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 F 20000 Y 0.08 1.00 3.60 2004 C 17000 W 0. 17000 0.06 1.00 7.00 2003 C 17000 W 0 17000 0.08 1.00 4.30 2002 C 18000 W 0 18000 0.09 1.00 4.50 2001 C 21000 W 0 21000 0.08 1.00 6.50 2000 C 15500 W 0 15500 0.08 1.00 4.80 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site; 2545 - SR 90/05-41/SW 8 ST/ONE-WAY EB,150 FT WEST OF I-95 Year ---- ----------- AADT - Direction 1 Direction 2 K ----------- Factor D Factor T Factor 2005 F 24500 - ----------- -------- -------- 0.08 -------- 1.00 3.60 2004 C 21000 E 21000 0 0.06 1.00 7.00 2003 C 20500 E 20500 0 0.08 1.00 4.30 2002 C 22000 E 22000 0 0.09 1.00 4.50 2001 C 21000 E 21000 0 0.08 1.00 6.50 2000 C 21500 E 21500 0 0.08 1.00 4.80 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T - Third Year Estimate; X = Unknown AADT Flags: C = Computed; E = Manual Estimate; F - First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5000 - SR 7/US-441/SW/NW 8 AV, 200' N SW 7 ST Year ---- AADT Direction 1 Direction 2 K Factor D Factor T Factor ----------- 2005 C 6200 ------------ N 3600 - ----------- S -------- 2600 -------- 0.08 -------- 0.66 4.70 2004 C 7400 N 4000 S 3400 0.08 0.67 9.50 2003 C 7500 N 3800 S 3700 0,06 0.72 5.70 2002 C 7600 N 3900 S 3700 0.09 0.68 5.10 2001 C 6400 N 3400 S 3000 0,08 0.54 5.40 2000 C 6600 N 3300 S 3300 0.0B 0.53 9.80 1999 C 6200 N 3400 S 2800 0.09 0.53 4,20 1998 C 6700 N 3900 S 2800 0.07 0.53 3.30 1997 C 6300 N 3600 S 2700 0.09 0.65 2.70 1996 C 6500 N 3800 S 2700 0,09 0.53 3.90 1995 C 4900 N 1900 S 3000 0.0B 0.63 9.30 1994 C 6900 N 3700 S 3200 0,09 0.60 5,40 1993 C 6300 N 0 S 0 0.00 0.00 0.00 1992 C 5900 N 0 S 0 0.00 0.00 0,00 1991 5385 N 0 S 0 0.00 O,DO 0.00 1990 7203 N 0 S 0 0,00 0.00 0,00 1989 5897 N 0 S 0 0,00 0.00 0.00 1988 4540 N 0 S 0 0.00 0.00 0.00 1987 1179 N 0 S 0 0.00 0,00 0,D0 1986 6934 N 0 S 0 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F - First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5090 - SR 90/US-41/SW 8 STONE -WAY EB, 200' W SR 5/US-1 Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 C 11500 E 11500 0 0.08 1.00 3.60 2004 C 11000 E 11000 0 0.08 1.00 7.00 2003 C 14500 E 14500 0 0.08 1.00 4.30 2002 C 13000 E 13000 0 0.09 1.00 4.50 2001 C 13500 E 13500 0 0.06 1.00 6.50 2000 C 14500 E 14500 0 0.08 1.00 4.80 1999 C 13500 E 13500 0 0.09 1.00 5.30 1998 C 13000 E 13000 0 0.09 1.00 5.20 1997 C 11000 E 11000 0 0.09 1.00 7.60 1996 C 11000 E 11000 0 0.09 1.00 6.40 1995 C 15000 E 15000 0 0.08 0.63 8.20 1994 C 13500 E 0 0 0.09 0.60 26.90 1993 C 14000 E 0 0 0.00 0.00 0.00 1992 C 10500 E 0 0 0.00 0.00 0.00 1991 10456 E 0 0 0.00 0.00 0.00 1990 19369 E 0 0 0.00 0.00 0.00 1989 18576 E 11267 7309 0.00 0.00 0.00 1968 17699 E 10527 7172 0.00 0.00 0.00 1987 13899 E 7908 5991 0.00 0.00 0.00 1965 28220 E 0 0 .0.00 0.00 0.00 1984 26924 E 12094 14830 0.00 0.00 0.00 1976 12395 E 7746 4649 0.00 0.00 0.00 AADT Flags: C = Computed; E - Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X - Unknown AADT Flags; C - Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T m Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5091 - SR 90/US-41/SW 7 ST/ONE-WAY WB, 200' W SR 5/US-1 Year ---- - ---------- AADT - Direction 1 Direction 2 H ----------- Factor D Factor T Factor 2005 C 11500 - ----------- 0 W -------- 11500 -------- 0.08 -------- 1,00 3.60 2004 C 11500 E 0 W 11500 0.08 1.00 7.00 2003 C 10000 E 0 W 10000 0.08 1.00 4.30 2002 C 9900 E 0 W 9900 0.09 1.00 4.50 2001 C 10500 E 0 W 10500 0.08 1.00 6.50 2000 C 10000 E 0 W 10000 0.08 1.00 4.80 1999 C 9900 E 0 W 9900 0.09 1.00 5.30 1998 C 8900 E 0 W 8900 0.12 1.00 5.20 1997 C 8500 E 0 W 8500 0.09 1.00 7.60 1996 C 9100 E 0 W 9100 0.09 1.00 8.90 1995 C 12000 E 0 W 12000 0.08 0.63 5.40 1994 C 13500E 0 W 0 0.09 0.60 4.40 1993 C 12500 E 0 W 0 0.00 0.00 0.00 1992 C 7900 E 0 W 0 0.00 0.00 0.00 1991 8265 E 0 W 0 0.00 0.00 0.00 1990 12606 E 0 W 0 0.00 0.00 0.00 AADT Flags; C - Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T m Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5095 - SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' E SW 7 RV Year ---- ----------- AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 C 19000 ------------ E 19000 - ----------- -------- 0 -------- 0.08 -------- 1.00 4.50 2009 C 22500 E 22500 W 0 0.08 1.00 4.50 2003 C 20500 E 20500 W 0 0.08 1.00 4.20 2002 C 19500 E 19500 W 0 0.09 1.00 4.90 2001 C 20500 E 20500 W 0 0.08 1.00 12.50 2000 C 19500 E 19500 W 0 0.06 1.0c 5.10 1999 C 17500 E 17500 W 0 0.09 1.00 4.90 1998 C 17500 E 17500 W 0 0.10 1.00 5.20 1997 C 17000 E 17000 W 0 0.09 1.00 7.60 1996 C 16000 E 16000 W 0 0.09 1.00 8.40 1995 F 13500 E 0 W 0 0.08 0.63 8.20 1994 C 13000 E O W 0 0.09 0.60 28.90 1993 C 13500 E 0 W 0 0.00 0.00 0.00 1992 C 16500 E 0 W 0 0.00 0.00 0.00 1991 18775 E 0 W 0 0.00 0.00 0.00 1990 17170 E 0 W 0 0.00 0.00 0.00 1969 31248 E 17143 W 20105 0.00 0.00 0.00 1968 26798 F 16497 W 10301 0.00 0.00 0,00 1967 26267 E 17286 W 9001 0.00 0.00 0.00 1966 19154 E 14709 W 4445 0.00 0.00 0.06 1985 26359 E 0 W 0 0.00 0.00 0.00 1964 25104 E 15340 W 9764 0.00 0.00 0.00 1976 25462 E 14210 W 11252 0.00 0.00 0,00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S - Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5096 -- SR 90/US-41/SW 7 ST/ONE-WAY W3, 200' ] Year ---- ------------ AADT Direction ------------ 1 Direction 2 K Fay 2005 C 17000 - 0 W ----------- ---- 17000 2004 C 19500 E 0 W 19500 2003 C 18500 E 0 W 18500 2002 C 16500 E 0 W 16500 1 2001 C 13500 E 0 W 13500 1 2000 C 18000 E 0 W 18000 1 1999 C 15000 E 0 W 15000 1998 C 16000 E 0 W 16000 1 1997 C 13500 E 0 W 13500 1996 C 14000 E 0 w 14000 I 1995 C 15000 E 0 w 15000 I 1994 C 15500 E 0 w 0 I 1993 C 15000 E 0 w 0 1992 C 13000 E 0 W 0 I 1991 14291 E 0 VT 0 I 1990 15709 E 0 w 0 s SW 7 AV :tor D Factor T Factor ).08 1.00 3.70 ).OB 1.00 3.70 ).OB 1.00 4.30 ).09 1.00 5.90 1.08 1.00 3.90 ).08 1.00 7.00 ).09 1.00 6.10 ).11 1.00 5.20 ).09 1.00 7.60 ).09 1.00 8.40 ).O8 0.63 5.40 ).09 0.60 4.40 ).00 0.00 0.00 ).00 0.00 0.00 ).00 0.00 0.00 Y.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics office 2005 Historical AADT Report County: 87 - DADE Site: 5097 - SR 90/US-41/SW 7 ST/oNE-WAY WB, 200' W SW 12 AV Year ---- AADT ----------- Direction 1 Direction 2 K Factor D Factor T Factor 2005 C 17500 ------------ 0 - ----------- -------- W 17500 -------- 0.08 -------- 1.00 3.60 2004 C 18000 E 0 W 18000 0.08 1.00 7.00 2003 C 18500 E 0 W 18500 0.08 1.00 4.30 2002 C 20000 E 0 W 20000 0.09 1.00 4.50 2001 C 18500 E 0 W 18500 0.08 1.00 6.50 2000 C 18000 E 0 W 18000 0.08 1.00 4.80 1999 C 16500 E 0 W 16500 0.09 1.00 5.3D 1998 C 17500 E 0 W 17500 0.10 1.00 5.20 1997 C 15500 E 0 W 15500 0.09 1.00 7.60 1996 C 15500 E 15500 W 0 0.09 1.00 8.40 1995 C 16500 E 0 W 16500 0.08 0.63 5.40 1994 C 16500 E 0 W 0 0.09 0.60 4.4D 1993 C 15500 E 0 W 0 0.00 0.00 0.00 1992 C 16000 E 0 W 0 0.00 0.00 0.00 1991 16225 E 0 W 0 0.00 0.00 0.00 1990 18186 E 0 W 0 0.00 0.00 O.OD AADT Flags: C = Computed; E - Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5098 - SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' W SW 12 AV Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 C 23000 D W 23000 0.08 ry 1.D0 Y 3.60 2004 C 24000 E 24000 W D 0.08 1.00 7.00 2003 C 25000 E 25000 W 0 0.08 1.00 4.30 2002 C 28000 E 28000 W 0 0.09 1.00 4.50 2001 C 26000 E 26000 W 0 0.08 1.00 6.50 2000 C 27000 E 27000 W 0 O.U8 1.00 4.80 1999 C 2300.0 E 23000 w 0 0.09 1.00 5.30 1995 C 23000 E 23000 W 0 0.09 1.00 5.20 1997 C 20000 E 20000 w 0 0.09 1.00 7.60 1996 C 20000 E 20000 w D 0.09 1.00 8.4D 1995 C 20000 E 20000 W 0 0.08 0.63 8.20 1994 C 16000 E 0 W 0 0,09 0.60 28.90 1993 C 17000 E 0 w 0 0.00 0.00 0.00 1992 C 19500 E 0 W 0 0.00 0.00 0.00 1991 22506 E 0 W 0 0.00 0.00 0.00 1990 19984 E 0 W 0 0.00 0.00 0.00 1989 41004 E 22251 W 18753 0.00 0.00 0.00 1988 29304 E 17754 W 11550 0.00 0.00 0.00 1987 28443 E 18113 W 10330 0.00 0.00 0.00 1986 26544 E 20946 W 5598 0.00 0.00 0.00 1985 31430 E 0 W 0 0.00 0,00 0.00 1984 29933 E 19075 W 10858 0.00 0.00 0.00 1976 31857 E 19793 W 12064 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F � First Year Estimate S - Second Year Estimate; T = Third Year Estimate; X - Unknown Attachment ill Programmed Transportation Improvements Project Description Funding Sheets MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PRIMARY STATE HIGHWAYS AND INTERMODAL HIGHWAYS MPO Project Prior Num Facility/Project NameLength Years {miies) Type of Work Project Cost Cast Agency From/Locaticn To/Location ($000s) ($0005) Project Num. Detailed Project Description DT4124701 SR 8171NW 27 AVENUE 7d RESURFACING Proposed Funding (in $000s) 30 2006- 2007 2007 2008 Proposed Funding (in $004s) 2009- 2010 FROM SR 91N.W. 27 AVENUE TO N.W. 187 STREET INC DS 0 Activity /Phase Funding Source 180 4124701 The project consists of milling and resurfacing of N.W. 27th avenue from Ali Baba avenue to N.W.187th street. In addition the project %A411 also upgrade 2006- 2007 - 2008- 2009- 2010 - signalizatioh along the corridor, update pedestrian ramps to meet ADA 0 0 2007 2008 2009 2010 2011 0 INC XA 0 160 0 0 0 53 CST XA 4,003 0 0 0 0 DT4124711 SR 8171NW 27 AVENUE 0.778 RESURFACING FROM NW 203 STREET TO NW 215 STREET 4124711 from NW 203rd St to NW 215th St One signal at Calder race Track Entrance DT4124731 I SR 51BRICKELL AVENUE 11.721 RESURFACING FROM S OF S.E. 25TH ROAD TO S:E. 4TH STREET 4124731 - - aivity Funding Proposed Funding (in $000s) 'hase Source 2006- 2007 - 2008 - 2009 - 2010- 2007 2008 2009 2010 2011 INC XA 50 0 4 0 0 ctivity Funding Source Proposed Funding (in $000s) 'hase 2006- 2007 2007 2008 2008- 2009 2009- 2010 2010- 2011 INC DS 0 Q 0 180 0 PE DS 300 0 0 0 0 PE DIN 30 0 0 0 0 CST DIH 0 0 53 0 0 CST DS 0 0 5,733 D 0 Listing reflects FDOT District 6 Work Program as of the evening of February 21, 2006 Section A i - Page 56 of 157 MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PRIMARY STATE HIGHWAYS AND INTERMODAL HIGHWAYS MPO Project Num. FacilitylProject Name Length 3100 Pricr Years Proposed Funding (in $ODDS) (miles) FromfLocation TolLocafon Type of Work Project Cost ($000s) Cost ($ODDS) Agency Project Num. Detailed Project Description 2006- DT4124792 SR 9851SW 107 AVENUE 0.505 2008- 550 2010- �PD&EIEMOSTUDY 2007 2008 2009 2010 Proposed Funding {in $OOOs) FROM SR 901SW 8 STREET TO SR 9681FLAGLER STREET INC XU Activity 1i1has Funding Source 0 4124792 (Capacity Improvements) Investigate and document existing traffic operation conditions, alternative modes of transportation, and develop alternative 2006- 2007- 2008- 2009- 2010 - solutions that are economically and environmentally feasible. 2007 2008 2009 2010 1 2011 PHTF DIH 50 0 0 0 0 DT4124811 I SR 90/SE-SW 7 STREET 12.933 1 RESURFACING FROM SR 518RICKELL AVENU TO SR 90/SW 8 STREET 4124811 DT4126371 I SR 8261NWINE1167 ST 11.412 RESURFACING FROM 500 FT W OF NW 1 AV TO NE 10TH AVENUE 4126371 Proposed Funding (in $000s) ,Wty Funding 'hase Source 2006- 2007- 2008- 2009- 2010- 2007 2008 2009 2010 2011 INC DDR 0 100 0 0 0 ;tivity Funding Proposed Funding (in $000s) 'hase Source 2006- 2007 - 2008 - 2009 - 1 2010 - 2007 2008 2009 2010 2011 INC DDR 96 1 0 0 0 0 DT4126372 SR 826INW/N Ell 67 ST 1.542 RESURFACING 3100 Proposed Funding (in $ODDS) FROM N.E. 10TH AVENUE TO W. DIXIE HIGHWAY Activity lPhase Funding Source 4126372 2006- 2007- 2008- 2009- 2010- 2007 2008 2009 2010 2011 INC XU 96 0 0 0 1 ll listing reflects FDOT District 6 Work Program as of the evening of February 21, 2006 Section Al -Page 60 of 157 MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PRIMARY STATE HIGHWAYS AND INTERMODAL HIGHWAYS MPO Project Num. Facility/Project Name Length (miles) F romiLocation To/Location Type of Work Project Cost ($000s ) Prior Years Cost ($QaQS) Agency Project Num. Detailed Project Description FROM S.W. 13TH STREET TO N.W. 7TH STREET DT4146411 SR AlAnNDIAN CREEK 0.813 RESURFACING 0 FROM 41 ST STREET TO 26TH STREET 4146411 Activity IPhas Funding Source Proposed Funding (in $OQOs) 2006 - 2007 2007- 2008 2008- 2009 2009- 2010 2010- 2011 FINC DS 0 40 0 0 CST DIH 42 0 0 0 CST DS 1,202 0 0 0 0 0 4 2011 1 DT4146421 SR 985ISW 107 AVENUE 1.138 RESURFACING DS 25 Activity IPhas Funding Source Proposed Funding (in $000s) FROM S.W. 56TH STREET TO S.W. 40TH STREET 4146421 The project consists of milling and resurfacing of S.W. 107 th avenue from S.W. 561h street to S.W. 40th street. The project will also upgrade pedestrian ramps to meet ADA 2006- 2007 2007- 2408 2008 - 2009 2009 - 2010 2010 - 2011 0 INC DS 0 48 0 0 0 CST DS 0 924 0 0 0 CST DIH 0 121 0 0 0 DT4146431 SR 9331SWINW 12 AVE. 1.596 FLEXIBLE PAVEMENT 25 Proposed Funding (in $OOOs} FROM S.W. 13TH STREET TO N.W. 7TH STREET RECONSTRUCT. Activity /Phase Funding Source 4146431 2006- 2007- 2008 - 2009 - 2010 - 2007 2008 2009 2010 2011 1 INC DS 0 0 480 Q Q CST DIH 0 67 0 0 D CS7 DS 0 1 7,929 0 0 0 Listing reflects FDOT District 6 Work Program as of the evening of February 21, 2006 Section A 1- Page 69 of 157 MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PRIMARY STATE H[GHWAYS AND INTERMODAL HIGHWAYS MPO ProjectLength Num. FacilitylPrcject Name 1 RESURFACING 25 Prior Years Funding Source Proposed Funding (in $000s) (miles) FromlLocation TolLoca6on Type of Work Project Cost ($DOGS) Cost ($0008) ! A en05` 9 Project Num. 0 0 96 0 Detailed Project Description DT4146461 SR 90/SE/SW 8TH ST. 2.306 RESURFACING 1 RESURFACING 25 Activity /Phase Funding Source Proposed Funding (in $000s) FROM BEACON BLVD TO SW 4TH AVENUE 4146461 2006- 2007- 2008- 2009- 2007 2008 2009 2010 2010- 2011 INC DS 0 0 96 0 0 CST DIH 0 238 0 0 0 CST DS 0 2,881 0 0 0 DT4146471 SR 911FL. TURNPIKE 0.238 1 RESURFACING 0 Activity IPhas Funding Source Proposed Funding (n $0008) FROM S OF GOLDEN GLDS P TO SR 826 RAMP (SIB ONLY) 4146471 2006- 2007- 2008- 2009- 2010- 2007 2008 2009 2010 2011 INC DS 0 12 0 0 0 CST DIH 0 89 0 0 0 CST DS 0 434 0 0 0 DT4145602 NW 42 COURT M[AARPT 0,201 NEW ROAD CONSTRUCTION Activity lPhas Funding Source Proposed Funding (in $OOOs) FROM NW 18 STREET TO NW 20 STREET 4146602 2006- 2007 2007- 2008- 2009- 2010- 2008 2009 2010 2011 CST DDR 0 3,913 236 0 0 CST DIH 0 62 0 0 0 CST LF 0 652 236 0 0 listing reflects FDOT District 6 Work Program as of the evening of February 21, 2006 Section R 1- Page 70 of 157 MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PRIMARY STATE HIGHWAYS AND INTERMODAL HIGHWAYS MPO ProjectPrior Num. FadlitylProject Name Length (miles) FromlLogtion TolLocaSon Type of Work Project Cost (500D5) Years Cost ($OOOs) (03 Agency Project Num. 2010- Detailed Project Description DT4163731 I MIAMI-DADE COUNTYWDE 0.000 ROUTINE MAINTENANCE FROM DADE COUNTY LINE TO BROWARD COUNTY LINE 4163731 1^� OT4163811 I DISTRICTWIDE PLANS 0.000 PRELIMINARY ENGINEERING REVIEW & SUPPORT SERVIC CONSULTANT 4163811 ctivity Funding Proposed Funding (in $000s) 'hase Source 2006- 2007- 2008- 2005- 2010- 2007 2008 2009 2010 2011 CST DS 0 0 135 0 0 CST I DIH 4 0 34 0 0 ;pvity Funding Proposed Funding (in $000s) hase Source [Phase Source 2006- 2007- 2006 - 2009- 2010- 2006 - 2007 - 2008- 2009- 2010- 2007 2048 2009 2010 2007 2008 2009 2010 1 2011 PE DS 800 500 500 500 500 PE 1 DIH 10 10 10 10 10 DT4164191 SR 71US-441/NW 7 AVE 0.733 SIDEWALK 0 FROM SW 8TH STREET TO NW 3RD STREET (ADA) Activity Funding Proposed Funding (in $000s) 4164191 [Phase Source 2006- 2007- 2006 - 2009- 2010- 2007 2048 2009 2010 2011 INC DS 0 0 12 0 0 CST DS 0 326 0 0 0 CST ➢IH 0 33 0 0 0 Listing r0ects FDO T District 6 Work Program as of the evening of February 21, 2006 Section A f - Page 76 of 157 Attachment IV I . Committed Development Information CITY OF MIAMI LARGE SCALE DEVELOPMENT REPORT - 1995 TO PRESENT - OCTOBER 2006 Citywide Major Use Spectal Permits (MUSP) and appllcable Class II, Spacial Exoeptions & Except Projects (Status: A -Completed; B -Under Construction: C -Approved; DApplicafon; E-Prellminarv: F -Withdrawn} As of September 30 2005 1 Locational information Units S . FL Review Name Address I Description Net Area Res/Condo Hotel Office Retail Approval Date L.L5 Committed Projects Under Construction or Approved Located to the East of the Calle Ocho MUSP: 1080 Brickell. 1080 Brickell Avenge Mixed Use: Residential & Office DOWNTOWN 315 0 1,250 B 1161 Brickell Avenue 1101 Brickell Avenue Mixed Use: Residential, Office & Retail DOWNTOWN 650 0 269,000 30,067 27 -Jan -0 C 50D Brickell 550 Brickell Avenue, 4155 SE Mixed Use: residential & retail 6 Street DOWNTOWN 633 0 0 20,497 24 -Jun B 600 Brickell 600 Brickell Avenue Mixed Use: Residential, Retail, Dffice & Hotel DOWNTOWN 134 350 952,030 1 17,000 22-JunCl C Asia - - - - - - 900 Brickell Key Boulevard Residential DOWNTOWN 123 0 B Avenue, The - 1060 Brickell Avenue Mixed Use: residential & retail DOWNTOWN 572 D 0 25,000 28 -Oct -0 B Axis Condominiu.)n (Brick.0 Station Towers) 1111 SW 1 Avenue Mixed Use: Residential & RetaiI DOWNTOWN 718 0 0 17,392 B Beacon at Brickell Village, The - 30 SE 8 Street & 830 BE 1 Avenue Residential with recreational uses DOWNTOWN 22a 0 0 0 15 -Nov -01 C Brickell Flatiron Building 1001-1121 South Miami Avenue Mixed Use: Residential, Retail & Office with Metromover through building DOWNTOWN 554 0 254,043 47,229 22 -Jun- C Brickell Station 3139 SE 6th Street Mixed Use: Residential & Retail (Modification to the 500 Brickell MUSP) DOWNTOWN 232 4,978 22�1u C Brickell Station Villas - "- 1 W-140 SW 10 Street Residential DOWNTOWN 63 $ B Brickell View Terrace 936-40 SW 1 Avenue Mixed Use: Residential & Retail DOWNTOWN 119 0 0 400 28.1u1 -0 C Icon Brickell 495 Brickell Avenue Remodel of Sheraton Hotel to Residential, Retail & Hotel DOWNTOWN 1,705 95 0 25,000 22 -Sep -I B Latitude on the River(fka River Place)' 615 SW 2 Avenue Residential, Office, & Retail DOWNTOWN 455 0 225,000 20,000 1S -Dec -0 B Los Suehcs de Brickell 145 SW 11th Street Residential DOWNTOWN 53 B Mary Brickell Village & Skyline at Mary Brickell V .... ................. 900 South Miami Avenue Mixed Use: Retail, Restaurant & Hotel DOWNTOWN 382 288 0 229,380 17 -Feb -0 B Neo Vertika (Neo Loft 2) 690 SW 1 Avenue Mixed Use: Residential & Retail DOWNTOWN 443 0 0 24,676 17 -Jul -0 B Parkview 115 SW 11th Street Residential DOWNTOWN 50 B Plaza on Bricke%.The Phase.11 (Brickell S care l 945 Brickell Avenue Mixed-use DRI: Residential & Retail DOWNTOWN 1,000 0 0 41,100 223ep-C B Pointe at Brickell Village; The . 1100 South Miami Avenue Mixed Use: Residential & Retail DOWNTOWN 330 0 41,553 13,659 24 -Mar -0 O Premiere Towers Brickell Village 2859 SW 9 Street Mixed Use: Residential, Retail & Office DOWNTOWN 560 0 46,000 20,266 28-Oct C Reflections on the Miami River 201-227 SW 6 Street Kxed Use: Residential & Retail DOWNTOWN 125 0 0 3,085 14,W-0 ... C West Brickell Centre 267 SW 11th Street Mixed-use: Residential and retail DOWNTOWN 192 2,780 25 May 0 C To and From the East 81038 743 1,0:6q 492,245 Table IV -A Calle Oche MUSP Traffic Impact Study January 20D7 CITY OF MIAMI LARGE SCALE DEVELOPMENT REPORT - 1995 TO PRESENT - OCTOBER 2006 Citywide Major Use Special Permits (MUSP) and applicable Class II, Special Exceptions & Bccept Projects (Status: A -Completed; B -Under Construction; C -Approved; D -Application; E -Preliminary; F -Withdrawn) As of September 30 2006 1 Locational Information I Units I S . Ft I Review Name Address Description NeYArea ReslCondo Hotel Office Retail Approval Date Status 3 ' Et'; }rs € '% 6c t F. %3" .'E'3 It€ 11II t Ptt 11 tt 1 ax l 36 II:<.,, < E)Il. .,fi.a P,. ,i i 1, " � .I F <F{�t.EeE° 4 I C #4ed ro e'd if ` er ronstrl E 'E E E 3 S =E 4EiI8i4 443'.1 ' E €E:t€E' 9E> `S -E it'.f '7�]eE E-' °'E I t;t;•p ! E 13 € i l 3 .3 > ii ryry t ..9 4.. €E€11t€€ 4 a 4, a i'€ > i 3 E °:E. [IE I :St.,f EEE F{{IF„ 13 ..., 33['„i=. {,� P.'...{{I4!.i , • a, la € 3. , ,933[.. - i >E ii E 3€ Si ”, 3 ,¢. ¢: �,>�s s ¢. .E tE , tl,i .<. 3 }}3 I ,.1:4aEl,$l E ,. 4{.,r '.'i; - }: 3'i •E'3.3. 3 i € E)! il...>>i¢,,',., i; (..( ci b n roved L a Ed isou,t a s. oA he icalld•Oeho U P � r5i h h.,.. IE�l. )EI °t" 6 E €t'' °•i'; i. ,°E < t t€ ti' `a . 13 lt! I i r .6 aE ,€ 3 Y }.,3E333 E 4� t4>tj?> �{ c� . } e9 j ¢( I t s�' ;'{j ' 4 E 4-', �: 7E'i{ IE"Ift..d.¢,e¢ I EE€ I € .t E a.{,, 41, i.. $ i : ..,1„'E � E'E � (,>tt ,t € jj 11 t iE 6�tlE�P3.€i1li'4°. �-J,.f¢,.a�¢},i......¢.i : .�� -:.A E E'3,1 I €: i { €{ € i E E. { . t €3a1. .d.ti;;al€ .° ¢ Ei€,aEa(i�l.t,., €9t ,, E i� -,:61 -='§''iata'a':s' , t EE ,. .€ 33 3, 9 3 -fa 6 l � 46E�t �i iE d €. P t„ t4a 6%zEfl;l€.r3[€(Et,�Ei= ! E.t4 ° it , Wil ,<§EtEEIE„t E, VIP :. ! :r, tE'ui s,'.,,�_ f.i, „¢„ E€. ,,€. t., ,.E.I ,$':t , •€I�t-E € t E>E3 .,�€�f t'tt ,lE.EE �?E, , t;,l, i < k € E -E1. E i 3 f .. a., € 3 f',i i , i, . i€€[�€.a..,E] t€t.,� t € ... E ¢i,:e - it .<. E[ 1,3,E E I i41 r.l aE !a r .,t,Et4,{ - .°.. t % pj 13 € F4 . E E1 ! 1„ i{E.E33 ,i .r i, 3s .j{ >t, f°4? „i<} <E--¢:€ tj,.,l{[E€[ E>1 >. 7 i 6 € 1 i € If f. .€ ,1 E,. L, „€� l� E°l r 'aE € „i] ,�1 •....... ,..... f a� e>itP + : , ei4 3 f ti 3: aE t,�- � � i E;i�E. ,t,..t ° ..� Brickell Bay Drive Mixed Use: Residential & Retail DOWNTOWN 364........ 0- 0 21,388 27-1an-0 C 1451 Brickell Avenue Mixed Use: Residential & Retall DOWNTOWN 199 0 17,840 1 3,985 22 -Mar -0 C 1430 South Miami Avenue Mixed Use: Residential, Retail & Office DOWNTOWN 832 4 108,543 47,853 B oq SE(ati si.3t7iSol � a �yi,[fe �Ei((i`; 1420 SW 1 Court Mixed Use: Residential, Retail and DOWNTOWN 481 C 0 40,606 recreational uses I €n ty ah r dl2§I i C$wa(l( [laylj I1 gz j€ ; !a": livjnnt i t j 34, 44, SC SW 13 Street Mixed Use: Residential, Retail, Office, Restaurant DOWNTOWN 459 0 61,544 5,727 27-May04 B 14E iEl�1i ' i,qe j 'E(I i `6ip¢` E¢ (i °i l I'lj 3 3 170 SE 14 Street Residential project DOWNTOWN 152 0 0 0 15-Nov,D2B Sala'ris;{;6Yje[iellf B yg gZgdery i : } EI j:'. 186 SE 12 Terrace Residential project DOWNTOWN 138 0 0 0 B !i!¢1 till" M di f ,�, iYe{Cqq i6j ICltjfEE€,"EE 1 f1�ilty2}i iiEiiil1fj E f ji { r¢iIIIE¢� g �; `ej 1300 1340 South Miami Avenue Mixed Use: Residential, Retail & Office DOWNTOWN 589 0 11,558 26 -Apr C Vi}la IVI g 'ej[ €t ,1 3 € ¢& EE' ¢ipp ! 1201 Brickell Bay Drive Mixed Use: Residental, Retali, Restaurant, DOWNTOWN 787 209 0 32,950 28 -Oct -04 C 1¢(' 14� , j, }¢ ?: ,? 1 lit€€ 9 1 1E1HI &Hotel. To and From the Southeast 4,001 209 187,923 165,077 Table IV -A Calle Ocho MUSP Traffic Impact Study January 2007 r CITY OF MIAMI LARGE SCALE DEVELOPMENT REPORT - 1995 TO PRESENT - OCTOBER 2006 Citywide Major Use Special Permits (MUSP) and applicable Class H. Special Pxmeptions & Except Projects Table N -A Calle Ochc MUSP Traffic Impact Study .January2007 CITY OF MIAMI LARGE SCALE DEVELOPMENT REPORT -1995 TO PRESENT - OCTOBER 2006 Citywide Major Use Special Permits (MUSP) and applicable Class II, Special Exceptions & Except Projects To and From the East _EI 8,038 743 5,518,626 492,245 I�aSb}i1'3.( IEi il° 3 1 (djpf/aTota ' [,t ro, #Fi 3southeast E I j t�E4t$, 7�< .i?I?i3 EE EI_, Pit i i=!lld€Eft Eti EmilTdartd From the West .1 249 0"'.` 20,200 70089'''' Table IV -A Calle Ocho MUSP Traffic Impact Study January 2007 TABLE IV -B COMMITTED DEVELOPMENTS TO THE EAST PM PEAK HOUR TRIP GENERATION ANALYSIS 26 -Jan -07 LAND USE UNITS ITE LUC. ITE 7TH EDITION RATE OR FORMULA PM TRIPS IN OUT % TRIPS % TRIPS Residential Hotel Office Retail 8,038 Ali 743 ROOME 1,518,626 SQ. FT. 492,245 SQ. FT. 232 310 710 814 T = 0.34 (X) + 15.47 Ln (T) =1.20 Ln (X) -1.55 T= 1.12 (X) +78.81 T = 2.40 (X) + 21.48' 2,748 592 1,780 1,203 62% 49% 17% 44% 1,704 290 303 529 38% 51% 83% 56% 1,044 302 1,477 674 Gross Vehicle Trips 6,323 45% 2,826 55% 3,497 Vehicle Occupancy Adjustment 16.941% of Gross Vehicle Trips 11] 1,012 45% 455 55% 557 Transit Trip Reduction 14,10% of Gross Vehicle Trips j1] 892 45% 401 55% 491 Pedestrian/Bicycle Trip Reduction 15.00% of Gross Vehicle Trips [1] 948 45% 427 55% 521 Net External Vehicle Trips 3,471 45% 1,543 55% 1,928 Net External Person Trips in Vehicles 1.40 Persons/Vehicle 4,860 45% 2,187 55% 2,673 Net External Person Trips using Transit 1.40 Persons/Vehicle 1,248 45% 562 55% 686 Net External Person Trips (Vehiclesand Transit) 6,108 45% 2,749 55% 3,359 Net External Person Trips Walking/Using Bicycles 1.40 Persons/Vehicle 1328 45% 598 55% 734 [1] These reductions are consistent with the Increment 11 of the Downtown Miami BRI for the Brickell Area. Calle Ocho MUSP Traffic Impact Study January 2007 TABLE IV -C COMMITTED DEVELOPMENTS TO THE SOUTHEAST PM PEAK HOUR TRIP GENERATION ANALYSIS 26 -Jan -07 LAND USE, UNITS ITE 7TH EDITION RATE OR FORMULA PM TRIPS IN OUT % TRIPS % TRIPS Residential Hotel Office Retail 4,001 DU 209 ROOM 187,923 SQ. FT. 165,077 SQ. FT. F232 310 710 814 T = 0.34 (X) + 15.47 Ln (T) = 1.20 Ln (X) -1.55 T = 1.12 (X) + 78.81 T = 2.40 (X) + 21.48 1,376 129 289 418 62% 49% 17% 44% 853 63 49 184 38% 51% 83% 56% 523 66 240 234 Gross Vehicle Trips 2,212 52% 1,149 48% 1,063 Vehicle Occupancy Adjustment 16.00% of Gross Vehicle Trips [1] 354 52% 184 48% 170 Transit Trip Reduction 14.10% of Gross Vehicle Trips [1] 312 52% 162 48% 150 Pedestrian/Bicycle Trip Reduction 15.00% of Gross Vehicle Trips [1] 332 52% 173 48% 159 Net External Vehicle Trips 1,214 52% 630 48% 584 Net External Person Trips in Vehicles 1.40 PersonsNehicle 1,700 52% 884 48% 816 Net External Person Trips using Transit 1.44 PersonsNehicle 437 52% 227 48% 210 Net External Person Trips (Vehicles and Transit), 2,137 52% 1,111 48% 1,026 Nest External Person Trips Waikin fUsin Bic cies 9 9 . Y 1.40 PersonsNehicle 464 52%480/6222 242 (1] These reductions are consistent with the Increment Il of the Downtown Miami DRI for the Brickell Area. Calle Ocho MUSP Traffic Impact Study January2007 TABLE IV -D COMMITTED DEVELOPMENTS TO THE NORTH PM PEAK HOUR TRIP GENERATION ANALYSIS 26 -Jan -07 LAND USE UNITS _ ITE LUC ITE 7TH EDITION RATE OR FORMULA PM TRIPS IN OUT % TRIPS % TRIPS Residential Hotel Office Retail 1,235 DU 0 ROOMS 23,545 SQ_ FT_ 48,586 SQ. FT. 232 310 710 814 T = 0.34 (X) + 15.47 Ln (T) = 1.20 Ln (X) - 1.55 T = 1.12 {X) + 78.81 T = 2.40 (X) + 21.48 435 0 105 138 62% 49% 17% 44% 270 0 18 611 38% 51% 83% 56% 165 0 87 77 Gross Vehicle Trips. 679 51% 349 49% 330 Internalization 10.00% of Gross Vehicle Trips 68 51% 35 49% 33 Transit Trip Reduction 6v00% of Gross Vehicle Trips 34 51% 17 49% 17 Pedestrian/Bicycle Trip Reduction 5.00% of Gross Vehicle Trips 34 51% 17 49% 17 Net External Vehicle Trips543 ... ... ................. . 51% 280 49% 263 Net External Person Trips in Vehicles 1,40 Persons/Vehicle 760 51% 388 49% 372 Net External Person Trips using Transit 1 40 Persons[Vehicle 48 51% 24 49% 24 . .. . . ... Net External Person Trips (Vehicles and Transit) 808 51% 412 49% 396 Net External Person Trips WalkinglUsing Bicycles • 1.40 Persons[Vehicle 481 51% 24 49% 24 Calle Ocho MUSP Traffic Impact Study January 2007 TABLE IV -E COMMITTED DEVELOPMENTS TO THE WEST PM PEAK HOUR TRIP GENERATION ANALYSIS 26 -Jan -07 LAND USE UNITS ITE LUC ITE 7TH EDITION RATE OR FORMULA PM TRIPS IN OUT % TRIPS % TRIPS Residential Hotel Office Retail 1,249 DU 0 ROOM 20,200 SQ. FT. 70,089 SQ. FT. 232 310 710 814 T = 0.34 (X) + 15.47 Ln (T) =1.20 Ln (X) - 1.55 T = 1.12 (X) + 78.81 T = 2.40 (X) + 21,48 440 0 101 190 62% 49% 17% 44% 273 0 17 831 38% 51% 83% 56% 167 0 84 107 Gross Vehicle Trips . 731 51% 373 49% 358 Internalization 10.00% of Gross Vehicle Trips 73 51% 37 49% 36 Transit Trip Reduction 5.00% of Gross Vehicle Trips 37 51% 19 49% 18 Pedestrian/Bicycle Trip Reduction 5.00%v of Gross Vehicle Trips 37 51% 19 49% 18 Net External Vehicle Trips 585 51% 298 49% 286 Net External Person Trips in Vehicles 1.40 Persons/Vehicle 819 51% 418 49% 401 Net External Person Trips using Transit 1.40 PersonslVehicie 51 51% 26 49% 25 Net:External Person Trips.(Vehicles and Transit). 870 51% 444 49% 426 Net aternal Person Trips Walking/Using Bicycles 1.40 Persons/Vehicle 511 51% 26 49% 25 Calle Ocho MUSP Traffic Impact Study January 2007 Attachment V Intersection Analyses Signal Timing Existing 2446 Peak Season Future without Project Future with Project SW 7 Street at SW 6 Avenue SW 7 Street at SW 5 Avenue SW 7 Street at SW 4 Avenuell-95 Off Ramp SW 8 Street at SW 6 Avenue SW 8 Street at SW 5 Avenue SW 8 Street at SW 4 Avenuel1-95 On Ramp SW 9 Street at SW 6 Avenue SW 9 Street at SW 5 Avenue SW 9 Street at Project Access A SW 5 Avenue at Project Access B TIMING DATA FOR 3381 SW 4 AV & 7ST I-95 OFF (SEC: 24 TYPE: SA) PAT OFWW F Y RCW F G Y RSW F G Y R SYMCYC 1 T32 13 10 4 1 7 5 37 4 1 7 5 1 4 1 100AM PEAK 3 M 46 20 10 4 1 7 5 10 4 1 7 5 1 4 1 80PARADE OUT 4 T 9 10 10 4 1 7 5 10 4 1 7 5 1 4 1 70PRE AM PEAK 6 T 45 10 10 4 1 7 5 10 4 1 7 5 1 4 1 70AVERAGE 7 T 70 20 10 4 1 7 5 10 4 1 7 5 1 4 1 80PM PEAK 8 T 50 10 10 4 1 7 5 10 4 1 7 5 1 4 1 70POST PM PEAK 9 T 24 10 10 4 1 7 5 5 4 1 7 5 1 4 1 65EVENING 2/0 19 T 24 9 10 4 1 7 5 1 4 1 7 5 1 4 1 6 60LATE NIGHT 1 22 T 24 10 10 4 1 7 5 5 4 1 7 5 1 4 1 65EARLY NIGHT 23 T 24 10 10 4 1 7 5 5 4 1 7 5 1 4 1 65NIGHT 1110 24 T 24 24 10 4 1 7 5 1 4 1 7 5 1 4 1 7 75RECALL TEST MIN: 7 10 5 1 5 1 TIMING DATA FOR 4388 SW 5 AVE & 8 ST (SEC: 24 TYPE: NA) PAT OF EW F Y NW F G Y S Y M CYC S Y M CYC 1 T 10 70 5 4 610 1 4 3 1 OOAM PEAK 3 M 29 50 5 4 610 1 4 80PM PEAK 80PARADE OUT 4 T 50 40 5 4 610 1 4 3 70PRE AM PEAK 6 T 24 40 5 4 610 1 4 3 70AVERAGE 7 T 29 50 5 4 610 1 4 3 80PM PEAK 8 T 39 40 5 4 610 1 4 3 70POST PM PEAK 9T 1133 5 4 610 3 4 3 65EVENING 2/0 19 T 13 20 5 4 610 1 4 6 50LATE NIGHT 1 22 T 13 25 5 4 610 1 4 6 55EARLY NIGHT 23 T 13 25 5 4 610 1 4 6 55NIGIIT 1110 24 T 13 20 5 4 610 1 4 6 50RECALL TEST MIN: 15 5 10 1 TIMING DATA FOR 3327 SW 4 AVE & 8 ST (SEC: 24 TYPE: NA) PAT OF EW F Y SW F Y S Y M CYC 1 T 20 22 14 443 13 4 100AM PEAK 3 M 10 12 14 433 13 4 80PARADE OUT 4 T 4 28 14 4 7 13 4 70PRE AM PEAK 6 T 35 28 14 4 7 13 4 70AVERAGE 7 T 22 22 14 423 13 4 80PM PEAK 8 T 53 22 14 4 13 13 4 70POST PM PEAK 9 T 25 20 14 4 10 13 4 65EVENING 2/0 19 T 25 10 14 4 713 4 6 52LATE NIGHT 1 22 T 29 20 14 4 10 13 4 65 EARLY NIGHT 23 T 25 15 14 4 7 13 4 6 57NIGHT 1110 24 T 25 15 14 4 10 13 4 6 60RECALL TEST MIN: 7 14 7 13 Existing 2006 Peak Season PM Peak Hour SW 7 Street at SW 6 Avenue SW 7 Street at SW 5 Avenue SW 7 Street at SW 4 Avenuell-95 Off Ramp SW 8 Street at SW 6 Avenue SW 8 Street at SW 5 Avenue SW 8 Street at SW 4 Avenuel1-95 On Ramp SW 9 Street at SW 6 Avenue SW 9 Street at SW 5 Avenue TWO-WAY STOP CONTROL SUMMARY Analyst Agency/Co. Date Performed Analysis Time Period LSB Cathy Sweetapple & Associates 1/17/2007 PM Peak Hour Intersection Jurisdiction Analysis Year SW 7 Street/SW 6 Avenue Miami -Dade Existing Project Description Calle Ocho MUSP EastfVVest Street: SW 7 Street North/South Street: SW 6 Avenue Intersection Orientation: Fast -West IStudy Period hrs : 0.25 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 89 1643 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.90 0.90 1.00 Hourly Flow Rate, HFR 0 (veh/h 0 0 98 1825 0 Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 2 0 Configuration LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 98 46 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 0.88 0.88 Hourly Flow Rate, HFR 0 (veh/h) 0 0 0 111 52 Percent Heavy Vehicles 0 0 0 0 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration TR lire a - tll--_ Approach i_r iNO Eastbound Westbound - Northbound _ Southbound Movement 1 4 7 S 9 14 11 12 Lane Configuration LT TR v (veh/h) 98 163 C (m) (veh/h) 1623 74 V/c 0.06 2.20 95% queue length 0.19 15.16 Control Delay (slveh) 74 672.8 LOS A F Approach Delay 672.8 (s/veh) Approach LOS -- -- F Copyright© 2005 University of Florida, All Rights Reserved NCS+Tm Version 5.2 Generated; 1/17/2007 7:58 PM TWO-WAY STOP CONTROL SUMMARY rae�ra®ivrri�lro6 Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 119812007 Analysis Time Period PM Peak Hour Intersection SW 7 Street/SIN 5 Avenue Jurisdiction Miami-Dade Analysis Year Existing Project Description Calle Ocho MUSP East/West Street: SW 7 Street NorthlSouth Street: SW 5 Avenue Intersection Orientation: East-West IStudy Period hrs . 0.25 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (vehlh 1600 956 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 0.90 0.90 Hourly Flow Rate, HFR veh/h) 0 0 0 0 1777 173 Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 2 1 Configuration T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 122 950 30 Peak-Hour Factor, PHF 0.92 0.92 1.00 1.00 1.00 0.56 Hourly Flow Rate, HFR veh/h 132 163 0 0 0 53 Percent Heavy Vehicles 2 2 0 0 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 1 Configuration LT R Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT R v (veh/h) 295 53 C (m) (veh/h) 94 343 Vic 3.14 0.15 95% queue length 28.95 0.54 Control Delay (s/veh) 1059 1.7.4 LOS F C Approach Delay slveh -- -- 1059 97.4 Approach LOS 1-- -- F C Copyright @ 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1/29/2007 6:38 PM FULL REPORT .n�ormi�n Analyst LSS Cathy S ple & Intersection SW 7 Street/SW 4 Avenue Agency or Co. Associates Assodai Area Type All other areas Date Performed 1/18/200077 Jurisdiction Miami -Dade Time Period PM Peak Hour Analysis Year Existing Grade = 0 1 2 �-- J Grade = 0 5hc+� Madh i �. R 1 TR Grade= LT z LR .,,...� Grade = LTR �i.�Ium�i�zl=NEW— EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 432 988 1185 859 % Heavy Veh 2 2 2 0 PHF 0.95 0.95 0.95 0.95 Actuated (PIA) P P P P Startup Lost Time 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 60 Lane Width 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N Parking/Hour Bus Stops/Hour 0 0 0 0 Pedestrian Timing - 1 j 3.2 1 �� 3.2 WB Only 02 03 04 SB Only 06 07 08 IG Timing G= 30.0 G= G= G= G= 40.0 G= G= = TH Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs) = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description Calle Ocho MUSP �- ®� EB WBNB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 432 988 1185 859 PHF 0.95 0.95 0.95 0.95 Adjusted Flow Rate 455 1040 1247 841 Lane Group L LT TR R Adjusted Flow Rate 455 1040 1247 841 Proportion of LT or RT -- 0.000 -- 0.000 -- 0.000 -- 0.000 Base Satflow 1900 1900 1900 1900 Number of Lanes 1 2 2 1 fw 1.000 1.000 1.000 1.000 fHv 0.980 0.980 0.980 1.000 f9 1.000 1.000 1.000 1.000 f p 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 f a 1.000 1.000 1.000 1.000 feu 1.000 0.952 0.952 1.000 fLT 0.950 1.000 1.000 Secondary fLT f RT __ EB _- 1.000 Lane Group 1. 000 0.850 1.000 1.000 Adjusted Flow Rate 455 1.000 fRpp -- -- 1.000 Satflow Rate -- -- 1.000 1.000 Adjusted Satflow 1770 3547 Lost Time 2.0 3547 1615 Secondary Adjusted 2.0 2.0 Green Ratio 0.38 0.38 Satflow -- 0,50 0.50 -- -- 664 1330 - CAPACITY AND LOS WORKSHEET Project Description Gallo Qcho MUSP EB WB NB SB - Lane Group L LT TR R Adjusted Flow Rate 455 1040 1247 841 Satflow Rate 1770 3547 3547 1615 Lost Time 2.0 2.0 2.0 2.0 Green Ratio 0.38 0.38 0,50 0.50 Lane Group Capacity 664 1330 1774 808 vlc Ratio 0.69 0.78 0.70 1.04 Flow Ratio 0,26 0.29 0.35 0.52 Critical Lane Group N y N y Sum Flow Ratios 0.81 Lost Time/Cycle 10.00 Critical v/c Ratio 0.93 EB t% WB a a NB SB Lane Group L LT TR R Adjusted Flow Rate 455 1040 1247 841 Lane Group Capacity 664 1330 1774 808 v/c Ratio 0.69 0.78 0.70 1,04 Green Ratio 0.38 0.38 0.50 0.50 Uniform Delay di 21.0 22.1 15.4 20.0 Delay Factor k 0.50 0.50 0.50 0.50 5.7 4,6 2.4 42.8 Incremental Delay d2 PF Factor 1.000 1.000 1.000 1.000 Control Delay 26.7 26.7 17.8 62.8 Lane Group LOS C C B E Approach Delay 26.7 35.9 Approach LOS C D Intersection Delay 32.1 Intersection LOS C Copyright @ 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1130/2007 7:55 PM TWO-WAY STOP CONTROL. SUMMARY Analyst LSB Agency/Co. Cathy Sweetapple $ Associates Date Performed 9/98/2007 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year SW 8 Street/SW 6 Avenue Miami-Dade Existing Project Description Calle Ocho MUSP East/West Street: SW 8 Street North/South Street: SW 6 Avenue Intersection Orientation: East-West S#ud Period (hrs): 0.25 Westbound Major Street Eastbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 9958 23 Peak-Hour Factor, PHF 9.00 0.90 0.90 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h) 0 9286 25 0 0 0 Percent Heavy Vehicles 0 -- -- 2 -- — Median Type Undivided RT Channelized 0 0 Lanes 0 2 1 0 0 0 Configuration T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 35 162 25 Peak-Hour Factor, PHF 9.00 9.00 0.71 0.88 0.88 1.00 Hourly Flow Rate, HFR veh/h 0 0 49 184 28 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 1 0 Configuration R LT Southbound Approach Eastbound Westbound Northbound Movement 1 4 7 8 9 10 11 12 Lane Configuration I R LT v (veh/h) 49 292 C (m) (veh/h) 473 299 v/c 040 0.71 95% queue length 0.34 5.01 Control Delay (slveh) 13.5 41.7 LOS B E Approach Delay slveh -- -- 13.5 41.7 Approach LOS - -- 8 E Copyright © 2005 University of Florida, Alf Rights Reserved NGSOA Version 5.2 Generated: 1/29/2007 6:46 PM FULL REPORT .—��.�� CerC .axon _ ---� i..t�si- m �w Analyst LSS Cathy Sweeta& Intersection SW 8 Street/SW 5 Avenue Agency or Co. Associatess Area Type All other areas Date Performed 1/18/2007 Jurisdiction Miami -Dade Time Period PM Peak Hour Analysis Year Existing Grade = ~���,�� _N•AyMM1� I i i 4441-J 4- Grade = , 4- 1 , r i '.a 3 I _.. ,gym, : �,.:�. �1. .twa in # R I �3 3 L i i 0�`5 €awl t TR �. T Grade 0 LR3 LTR Grade = 0 1 0 111i1CCEti(1 Irw _ EB. WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 161 1420 37 101 160 % Heavy Veh 0 0 0 2 2 PHF 0,94 0.94 0.94 0.94 0.94 Actuated (PIA) P P P A A Startup Lost Time 2.0 2.0 Extension of Effective Green 2.0 2.0 Arrival Type 3 3 Unit Extension 3.0 3.0 PedlBike/RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 Parking (Y or N) N N N N Parking/Hour Bus Stops/Hour 0 0 Pedestrian Timing T 3.2 Project Description Calle Ocho MUSP 3.2 EB Only 02 03 04 NB Only 06 07 08 Timing G= 55.0 G= G= G= G= 17.0 G= G- G= RT Y= 4 Y= Y= Y= Y= 4 Y= YIY= 1420 Duration of Analysis hrs) = 0.25 1 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description Calle Ocho MUSP EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 161 1420 37 101 160 PHF 10.94 0.94 0.94 Q94 0.94 Adjusted Flow Rate 171 1517 39 107 170 Lane Group LTR TR Adjusted Flow Rate 1721 277 Proportion of LT or RT 0.099 -- 10.023 -- 0.000 1 -- 0.614 -- Base Satflow 1900 1900 Number of Lanes 0 3 0 1 0 fw 1.000 1.000 fHv 1.000 0.980 f 9 1.000 1.000 f P 1.000 1.000 fhb 1.000 1,000 f a 1.000 1,000 fw 0.908 1.000 fLT 0.995 -- -- 1.000 -- -- Secondary fLT f Rr -- 0.997 -- -- 0.917 NB -- Lane Group fLpb 1.000 TR 1.000 Adjusted Flow Rate fRpb -- 1.000 -^ 277 -- 1.000 -^ Satflow Rate Adjusted Satflow 5133 1708 1708 Lost Time Secondary Adjusted 2,0 Green Ratio Satflow -- ^- -- Lane Group Capacity -- CAPACITY AND LOS WORKSHEET Project Description Calle Ocho MUSP EB WB NB SB Lane Group LTR TR Adjusted Flow Rate 1721 277 Satflow Rate 5133 1708 Lost Time 2.0 2,0 Green Ratio 0.69 0.21 Lane Group Capacity 3529 363 ulc Ratio 0,49 0.76 Flow Ratio 0,34 0.16 Critical Lane Group Y Y Sum Flow Ratios 0.50 Lost Time/Cycle 8.00 Critical vIc Ratio 0.55 wl�ir±p1 a - _I�i = ' EB WB NB SB Lane Group LTR =TR Adjusted Flow .Rate 1721 277 Lane Group Capacity 3529 363 v1c Ratio 0.49 0.76 Green Ratio 0,69 0.21 Uniform Delay di 5.9 29,6 Delay Factor k 0.50 0.32 I I l 1 1 I I I I I I ! 1 I Incremental Delay d2 0.5 9.3 PF Factor 9.000 1.000 Control Delay 6.4 38.9 Lane Group LOS A D Approach Delay 6.4 38.9 Approach LOS A D Intersection Delay 10.9 Intersection LOS B Copyright © 2005 University of Florida, All Rights Reserved HCS+T" Version 5.2 Generated: 112812007 8:23 PM FULL REPORT Analyst LSS Cathy Sweetapple & Intersection SW 8 Street/SW 4 Avenue Agency or Co. Associates Area Type All other areas Date Performed 1/98/2007 Jurisdiction Miami -Dade Time Period PM Peak Hour Analysis Year Existing Grade = 0 2 2 ;:` r 1 i " _j f�- Grade= <u1v jvN"1i1 :. L TR Grade= o i LT ,^ c LAR �'. ^t Grade = LTR -- .WB EB IVB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 1195 77 1128 492 % Heavy Veh 2 2 2 2 PHE 0.95 0.95 0.90 0.90 Actuated (PIA) P P P P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 Parking (Y or N) N N N N Parking/Hour Bus StopslHour 0 0 0 Pedestrian Timing 3.2 1 1 1 3.2 EB Only 02 03 04 SB Only 06 07 08 Timing G= 36.0 G= G= G= G= 36.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description Calle Ocho MUSP ry EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 1195 77 1128 492 PHF 0.95 0.95 0.90 0.90 Adjusted Flow Rate 1258 81 1253 547 Lane Group TR L LT Adjusted Flow Rate 1339 1253 547 Proportion of LT or RT 0.000 -- 0.060 -- -- 0.000 -- 0.000 Base Satflow 1900 1900 1900 Number of Lanes 4 0 2 2 fw 1.000 1.000 1.000 fHv 0.980 0.980 0.960 f B 1.000 1,000 1.000 f P 1.000 1.000 1.000 fbb 1.000 1.000 1.000 f a 1.000 1.000 1.000 feu 0.908 0.971 0.952 fir 1.000 -- -- -- 0.950 1, 000 -- Secondary fLT fRr -- 0.991 -- EB -- NB SB -- 1.000 TR fLpb 1.000 L LT 1.000 1.000 1339 fRpti -- 9.000 -- -- 547 -- 1.000 6704 Adjusted Satflow 6704 3437 3547 3437 3547 2.0 Secondary Adjusted 2.0 2.0 Green Ratio 0.45 Satflow -- -- 0.45 0.45 -- Lane Group Capacity -- CAPACITY AND LAS WORKSHEET Project Description Calle Ocho MUSP by �.m. EB WB NB SB Lane Group TR L LT Adjusted Flow Rate 1339 1253 547 Satflow Rate 6704 3437 3547 Lost Time 2.0 2.0 2.0 Green Ratio 0.45 0.45 0.45 Lane Group Capacity 3017 1547 1596 v/c Ratio 10.44 0.81 0.34 Flow Ratio 0.20 0.36 0.15 Critical Lane Group Y Y N Sum Flow Ratios 0.56 Lost Time/Cycle 8.00 Critical vIc Ratio 0.63 EB WB NB SB Lane Group TR L LT Adjusted Flow Rate 1339 1253 547 Lane Group Capacity 3017 1547 1596 vIc Ratio 0.44 0.61 0.34 Green Ratio 0.45 0.45 0.45 Uniform Delay di 15.1 19.0 14.3 Delay Factor k 0.50 0.50 0.50 0.5 4.7 0.6 Incremental Delay d2 PF Factor 1.000 1.000 1.000 Control Delay 15.6 23.7 14.9 Lane Group LOS B C S Approach Delay 15.6 21.1 Approach LOS B C Intersection Delay 18.7 Intersection LOS B Copyright © 2005 University of Florida, All Rights Reserved NCS+Tr'4 Version 5.2 Generated: 1129/2007 8:36 PM TWO-WAY STOP CONTROL SUMMARY Analyst Agency/Co. Date Performed Analysis Time Period LS8 Cathy Sweetapple & Associates 1/18/2007 PM Peak Hour Intersection Jurisdiction Analysis Year SW 9 Street/SW 6 Avenue Miami-Dade Existing Project Description Calle Ocho MUSP East/West Street: SW 9 Street North/South Street: SW 6 Avenue Intersection Orientation: North-South IStudy Period (hrs): 0.25 ..................... Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 2 27 4 5 28 15 Peak-Hour Factor, PHF 0.80 0.80 '0.80 0.77 0,77 0.77 Hourly Flow Rate, HFR veh/h) 7 33 8 5 81 16 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 23 6 4 60 12 Peak-Hour Factor, PHF 0.69 0.69 0.69 0,74 0.74 0.74 Hourly Flow Rate, HFR veh/h) 6 36 19 2 33 4 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Ct Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 2 6 102 48 C (m) (veh/h) 1550 1574 814 all v/c 0.00 0.00 0.13 0.06 95% queue length 0.00 0.01 0.43 0.19 Control Delay (s/veh) 7.3 7.3 10'l 9.7 LOS A A B A Delay -- 7�lveh 9.7 [Approach pproach LOS -- -- B A Copyright© 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1129/2007 6:47 PM TWO-WAY STOP CONTROL SUMMARY Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 1/18/2007 Analysis Time Period PM Peak Hour Intersection SW 9 Street/SW 5 Avenue Jurisdiction Miami -Dade Analysis Year Existing Pro'ect Description Calle Ocho MUSP EastANest Street: SW 9 Street —[North/South Street: SW 5 Avenue Intersection Orientation: North-South IStudy Period (hrs): 0.25 Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 7 162 2 5 67 33 Peak -Hour Factor, PHF 0.81 0.81 0.81 0.74 0.74 0.74 Hourly Flow Rate, HFR (veh/h 27 2 11 3 45 76 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 22 2 9 3 44 73 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.96 0.96 0.96 Hourly Flow Rate, HFR (veh/h 6 90 44 8 199 2 Percent Heavy Vehicles 2 2 2 2 2. 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 8 6 124 40 C (m) (veh/h) 1451 1371 705 555 v/c 0.01 0.00 0.18 0.07 95% queue length 0.02 0.01 0.63 0.23 Control Delay (s/veh) 7.5 7.6 11.2 12.0 LOS A A B B Approach Delay _ 11.2 72.0 (S/veh Approach LOS -- -- B B Copyright © 2005 University of Florida, All Rights Reserved NCS+TM Version 6.2 Generated: 1129/2007 6:53 PM Future without Project PIS Peak Hour SW 7 Street at SW 6 Avenue SW 7 Street at SW 5 Avenue SW 7 Street at SW 4 Avenuel1-95 Off Ramp SW 8 Street at SW 6 Avenue SW 8 Street at SW 5 Avenue SW 8 Street at SW 4 Avenuell-95 On Ramp SW 9 Street at SW 6 Avenue SW 9 Street at SW 5 Avenue TWO-WAY STOP CONTROL SUMMARY Analyst LSB Intersection SW 7 Street/SW 6 Avenue Agency/Co. Cathy Sweetapple & Jurisdiction Miami -Dade Associates Date Performed 1/29/2007 Analysis Year Future Without Project Analysis Time Period PM Peak Hour PpgLect Description Calle Ocho MUSP East/West Street: SW 7 Street North/South Street: SW6Avenue IStudy Intersection Orientation: East-West Period (hrs): 0.25 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 128 2325 Peak -Hour Factor,'PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFIR (veh/h) 0 0 0 134 2447 0 Percent Heavy Vehicles 0 — -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 2 0 Configuration LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 a 9 10 11 7127 L T R L T R Volume (veh/h) 103 48 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0. 95 0.95 Hourly Flow Rate, HFR (veh/h) 0 0 0 0 108 50 Percent Heavy Vehicles 0 0 0 0 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration TR pi �—Ap!�ij Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 116 11 12 Lane Configuration LT TR v (veh/h) 134 158 C (m) (veh/h) 1623 27 V/c 0.08 5.85 95% queue length 0.27 19.43 Control Delay (s/veh) 7.4 2472 LOS A F Delay2472 [Approach /vehpproach LOS - - F Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 1/29/2007 6:31 PM TWO-WAY STOP CONTROL SUMMARY mot Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 112912007 Analysis Time Period PM Peak Hour Intersection SW 7 StreetlSW5 Avenue Jurisdiction Miami-Dade Analysis Year Future Without Project Project Description Cafie Ocho MUSP EastNVest Street: SW 7 Street DNorth/South Street: SW5Avenue Intersection Orientation: East-West IStudy Period (hrs): 0.25 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 2278 235 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0,95 0.95 Hourly Flow Rate, HFR 0 (veh/h) 0 0 0 2397 247 Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 0 0 0 0 2 1 Configuration I T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 129 157 65 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 135 (veh/h) 165 0 0 0 68 Percent Heavy Vehicles 2 2 0 0 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 1 Configuration LT R rpl Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT R v (veh1h) 300 68 C (m) (veh/h) 36 226 V/c 8.33 0.30 95% queue length 36.12 1.22 Control Delay (s1veh) 3515 27.6 LOS F Delay3575 27.6 [Approach /vehpproach LOS -- -- F D Copyright @ 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 1/29/2007 6:34 PM FULL REPORT Analyst LSB Cathy Sw t & Intersection SW 7 Stre WSW 4 Avenue Agency or Co. Ais es Area Type All other areas Date Performed 07 112912007 07 20 Jurisdiction Miami -Dade Time Period PM Peak Hour Analysis Year Future Without Project 0 O� _ Grade = 0 4 2 1 Grade = 0 5lInNoMAr slu T uR LE2 ' TR Grade =.m 1 I i. 1 LT LR Grade = LTR SB EB WB NB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 557 1601 9386 1009 % Heavy Veh 2 2 2 0 PHF 0.95 0.95 0.95 0.95 Actuated (PIA) P P P P Startup Lost Time 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 100 Lane Width 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N Parking/Hour Bus Stops/Hour 0 0 1 0 0 Pedestrian Timing 1 3.2 1 j 3.2 WB Only 02 03 04 SB Only 06 07 08 Timing G= 30.0 G= G= G= G= 40.0 G= G= G= LT Y= 5 Y= Y= I Y= IY= 5 Y= I Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description Calle Ocho MUSP EB WB NB SB . LT TH RT LT TH RT LT TH RT LT TH RT Volume 557 1601 1386 1009 PHF 0.95 0.95 0.95 0.95 Adjusted Flow {tate 586 1685 1459 957 Lane Group L LT TR R Adjusted Flow Rate 586 1685 1459 957 Proportion of LT or IST -- 0.000 1 -- 0.000 1 0.000 1 -- 0.000 Base Satflow 1900 1900 1900 1900 Number of Lanes 1 2 2 1 fw 1.000 1.000 1.000 1.000 fHv 0.980 0.980 0.980 1.000 f 9 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 f a 1.000 1.000 1.000 1.000 feu 1.000 0.952 0.952 1.000 fLT -- 0.950 1.000 -- -- 1.000 -- Secondary fLT f RT -- EB WB -- 1.000 -- L -- 1.000 0.850 fLpb TR 1.000 1,000 586 1685 1.000 fRpb -- 1459 -- 1.000 -- 1770 -- 1.000 1.000 Adjusted Satflow 3547 1770 3547 2.0 2.0 3547 1615 Secondary Adjusted 2.0 2.0 Green Ratio 0.38 0.38 Satflow -- 0.50 Lane Group Capacity -- -- 1330 -- CAPACITY AND LOS WORKSHEET Project Description Calle Ocho MUSP EB WB NB SB Lane Group L L7 TR R Adjusted Flow Rate 586 1685 1459 957 Satflow Rate 1770 3547 3547 1615 Lost Time 2.0 2.0 2.0 2.0 Green Ratio 0.38 0.38 0.50 0.50 Lane Group Capacity 664 1330 1774 808 v/c Ratio 0.88 1.27 0.82 1.18 Flow Ratio 0.33 0.48 0.41 0.59 Critical Lane Group N Y N Y Sum Flow Ratios 1.07 Lost Time/Cycle 10.00 Critical v/c Ratio 1.22 Lance . ,rI I �d 0 EB WB NB SB Lane Group L LT TR R Adjusted Flow Rate 586 1685 1459 957 Lane Group Capacity 664 1330 1774 808 v/c Ratio 0.88 1.27 0.82 1.18 Green Ratio 0.38 0.38 0.50 0.50 Uniform Delay d, 23.4 25.0 17.0 20.0 Delay Factor k 0.50 0.50 0.50 0.50 15.7 126.2 1 4.5 95.4 Incremental Delay d2 PF Factor 1.000 1.000 1.000 1.000 Control Delay 39.1 151.2 21.4 115.4 Lane Group LOS D F C F Approach Delay 122.3 58.7 Approach LOS F F Intersection Delay 89.5 Intersection LOS F Copyright 4 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1/3012007 7:54 PM TWO-WAY STOP CONTROL SUMMARY Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 112912007 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year SW 8 StreetlSW 6 Avenue Miami-Dade Future Without Project Project Description Calle Ocho MUSP East[West Street: SW 8 Street North/South Street: SW 6 Avenue Intersection Orientation: East-West IStudy Period hrs : 0.25 AM Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 1717 34 Peak-Hour Factor, PHI; 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR vehlh 0 1807 35 0 0 0 Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 1 0 0 0 Configuration T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 47 201 26 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 0 0 49 211 27 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 1 0 Configuration R LT Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R LT v (vehlh) 49 238 C (m) (vehlh) 335 180 vlc 0.15 1.32 95% queue length 0.51 13.74 Control Delay (s/veh) 17.6 228.5 LOS C F Approach Delay 17.8 228.5 (slveh) Approach LOS Copyright© 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1/29/2007 6:43 PM FULL REPORT_ _ Analyst LSB Cathy Sweetapple & Intersection SW 8 Street/SW 5 Avenue Agency or Co. Associates Area Type All other areas Date Performed 1/29/2007 Jurisdiction Miami -Dade Time Period PM Peak Hour Analysis Year Future Without Project Grade = Grade = T .,=......,.�,,, .r. I—, s t z � � _ 3 E z o. 444-1- J i M :P Ilp'P= ra Grade= o m� LT ! LR Grade= 0 LTR 1 0 EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 1S7 2022 49 105 177 % Heavy Veh 0 0 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) P P P A A Startup Lost Time 2.0 2.0 Extension of Effective Green 2.0 2.0 Arrival Type 3 3 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 Lane Width 12,0 12.0 Parking (Y or N) N N N N Parking/Hour Bus Stops/Hour 0 I 0 Pedestrian Timing 3.2 Project Description Calle Ocho MUSP 3.2 WB EB Only 02 03 04 NB Only 06 07 08 Timing G= 55.0 G= G= G= G= 17.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis hrs = 0,25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description Calle Ocho MUSP Q1urr� AfiJutile EB LT TH RT WB NB SB LT TH RT LT TH RT LT TH RT Volume 167 2022 49 105 177 PHF 0.95 0.95 0.95 0.95 0.95 Adjusted Flow Rate 176 2126 52 111 186 Lane Group LTR TR Adjusted Flow Rate 2356 297 Proportion of LT or RT 0.075 -- 0.022 -- 0.000 -- 0.626 -- _ Base Satflow 1900 1900 Number of Lanes 0 3 0 1 0 fw 1.000 1.000 fHv 1.000 0.960 f s 1.000 1.000 fp 1.000 1.000 fbb 1.000 1.000 f a 1.000 1.000 feu Q.908 1.000 ftT 0.998 -- -- 1.000 -- -- Secondary fLT -- -- -- -- fRT -- 0.997 EB WB -- SB Lane Group ^- 0.915 -- TR 1.000 Adjusted Flow Rate 1.000 fRpb -- 1.000 -- Satflow Rate -- 1.000 -- Adjusted Satflow 1705 5139 Lost Time 1705 Secondary Adjusted 2.0 Green Ratio 0.69 Satflow 0.21 _ Lane Group Capacity 3533 -- CAPACITY AND LOS WORKSHEET Project Description Calle Ocho MUSP EB WB NB SB Lane Group LTR TR Adjusted Flow Rate 2356 297 Satflow Rate 5139 1705 Lost Time 2.0 2.0 Green Ratio 0.69 0.21 Lane Group Capacity 3533 362 v/c Ratio 0.67 0.82 Flow Ratio 0.46 0.17 Critical Lane Group Y Y Sum Flow Ratios 0.63 Lost Time/Cycle 8,00 Critical We Ratio 0.70 EWAN EB WB NB SB Lane Group LTR TR Adjusted Flow Rate 2356 297 Lane Group Capacity 3533 362 v/c Ratio 0.67 0.82 Green Ratio 0.69 0.21 Uniform Delay di 7.2 30.0 Delay Factor k 0.50 0,36 Incremental Delay d2 1.0 19.9 PF Factor 1.000 1.000 Control Delay 8.2 44.0 Lane Group LOS A D Approach Delay 8.2 44.0 Approach LOS A D Intersection Delay 12.2 Intersection LOS 8 copyright © 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 112912007 8:24 PM FULL REPORT Analyst LSB Cathy Sweet & Intersection SW 8 Street/SW 4 Avenue Agency or Co. Associateser Area Type All other areas Date Performed 1 07 Jurisdiction Miami -Dade Peak Hour Time Period PM Peak Analysis Year Future Without Project Grade = 0 2 2 Grade = Shm Nth Arram -.�.� 4� `-d Grade= Q Y �"`� Y m LT LR — i 71 Pow. '� Grade= OR EB WB NB 5B LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph} 9798 80 1358 582 % Heavy Veh 2 2 2 2 PHF 0.95 0.95 0.95 0.95 Actuated (PIA) P P P P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTDR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 Parking (Y or N) N N N N Parking/Hour Bus Stops/Hour 0 0 0 Pedestrian Timing 3.2 1 1 1 3.2 EB Only 02 03 04 SB Only 06 07 08 Timing G= 36.0 G= G= G= G= 36.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description Cat/e Ocho MUSP EB WB IAB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 1798 80 1356 562 PHF 0.95 0.95 0.95 0.95 Adjusted Flow Rate 1893 84 1427 592 Lane Group TR L LT Adjusted Flow Rate 1977 1427 592 Proportion of LT or RT 0.000 -- 0.042 -- -- 0.000 -- 0.000 v t.la= ilj m..g. �e Base Satflow 1900 1900 1900 Dumber of Lanes 4 0 2 2 fw 1.000 1.000 1.000 fHV 0.980 0.980 0.980 f 1.000 1.000 1.000 fp 1.000 1.000 1.000 fbb 1.000 1.000 1.000 f a 1.000 1.000 1.000 feu 0.908 0.971 0.952 fir 1.000 -- -- -- 0.950 1.000 -- Secondary fLT fRT Project Description Calle Ocho MUSP 0.994 EB NP ME WB NB SB Lane Group TR 1.000 fLpb 1.000 L LT Adjusted Flow Rate 1977 1.000 1.000 fRpb 1.000 1427 592 Satflow Rate 6722 1.000 Adjusted Satflow 6722 3437 3547 Lost Time 2.0 3437 3547 Secondary Adjusted 171 2.0 2.0 Green Ratio 0.45 Satflow _ 0.45 0.45 -- Lane Group Capacity -- -- CAPACITY AND LOS WORKSHEET Project Description Calle Ocho MUSP EB NP ME WB NB SB Lane Group TR L LT Adjusted Flow Rate 1977 1427 592 Satflow Rate 6722 3437 3547 Lost Time 2.0 2.0 2.0 Green Ratio 0.45 0.45 0.45 Lane Group Capacity 3025 1547 1596 vlc Ratio 0.65 0.92 0.37 Flow Ratio 0.29 0.42 0.17 Critical Lane Group Y Y N Sum Flow Ratios 0.71 Lost Time/Cycle 8.00 Critical v/c Ratio 0.79 . . EB WB In� am NB SB Lane Group TR L LT Adjusted Flow Rate 1977 1427 592 Lane Group Capacity 3025 1547 1596 vlc Ratio 0.65 0.92 0.37 Green Ratio 0.45 0,45 0.45 Uniform Delay di 17.1 20.7 14.5 Delay Factor K 0.50 0,50 0.50 1.1 10.6 1 0.7 Incremental Delay d PF Factor 1.000 1.000 1.000 Control Delay 16.3 39.3 15.2 Lane Group LOS B C B Approach Delay 18.3 26.6 Approach LOS B C Intersection Delay 22.5 Intersection LOS C Copyright© 2005 University of Florida, All Rights Reserved NCS+7M Version 5.2 Generated: 1/28/2007 8:33 PM TWO-WAY STOP CONTROL SUMMARY et-_vrlmtQt�..�_—�aitatn Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 912912007 Analysis Time Period PM Peak Hour -M= Intersection Jurisdiction Analysis Year SW 9 StreetlSIN 6 Avonuo Miami-Dade Future Without Project Project Description Calle Ocho MUSP EasVWest Street: SW 9 Street North/South Street: SW 6 Avenue Intersection Orientation: North-South IStudy Period (hrs): 0.25 Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 2 38 4 5 39 15 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR vehih 5 35 6 4 76 13 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (vehih) 5 34 6 4 73 13 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR vehih 5 41 15 2 40 4 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR I I LTR Approach Northbound Southbound Westbound ............................. Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vehih) 2 5 93 46 C (m) (vehih) 1549 1564 803 801 v/c 0.00 0.00 0.12 0.06 95% queue length 0.00 0.01 0.39 0.18 Control Delay (s/veh) 7.3 7.3 10.1 9.8 LOS A A 8 A Copyright © 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1129!2007 6:50 PM TWO-WAY STOP CONTROL SUMMARY ��Qr,aa r— Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 1/29/2007 Analysis Time Period PM Peak Hour In tone Intersection Jurisdiction Analysis Year SW 9 StreetlSW 5 Avenue Miami-Dade Future Without Project Project Description Calle Ocho MUSP East/West Street: SW 9 Street North/South Street: SW 5 Avenue Intersection Orientation: North-South IStudy Period hrs : 0,25 ill._�I7�U .a US 11<I (l. VW Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 8 179 2 5 79 35 Peak-Hour Factor, PHF 0,95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 24 12 10 3 57 80 Percent Heavy Vehicles 2 -- -- 2 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 23 12 10 3 55 76 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 5 83 36 8 188 2 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR eta. !��� .gin � ��►e Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 8 5 140 46 C (m) (vehlh) 1469 1384 711 568 v/c 0.01 0.00 0.20 0.08 95% queue length 0.02 0.01 0.73 0.26 Control Delay (slveh) 7.5 7.6 11.3 11.9 LOS A A B B Approach Delay (slveh) 11.3 11.9 Approach LOS -- -- 8 8 Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 1129/2007 6.56 PM Future with Project PM Peak Hour SW 7 Street at SW 6 Avenue SW 7 Street at SW 5 Avenue SW 7 Street at SW 4 Avenuel1-95 Off Ramp SW 8 Street at SW 6 Avenue SW 8 Street at SW 5 Avenue SW 8 Street at SW 4 Avenuel1-95 On Ramp SW 9 Street at SW 6 Avenue SW 9 Street at SW 5 Avenue SW 9 Street at Project Access A SW 5 Avenue at Project Access B TWO-WAY STOP CONTROL SUMMARY Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 1/29/2007 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year SW 7 Street/SW 6 Avenue Miami -Dade Future With Project Project Description Calle Ocho MUSP East/West Street: SW 7 Street North/South Street: SW 6 Avenue Intersection Orientation: East-West IStudy Period hrs : 0.25 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 134 2334 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh/h) 0 0 0 141 2456 0 Percent Heavy Vehicles 0 -- - 2 -- — Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 2 0 Configuration LT T U stream Signal 0 0 Minor Street Northbound Southbound 7 Movement 7 8 9 10 I 11 12 L T R L T R Volume veh/h) 103 48 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0,95 Hourly Flow Rate, HFR (veh/h) 0 0 0 0 108 50 Percent Heavy Vehicles 0 0 0 0 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration TR Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR v (veh/h) 141 158 C (m) (vehlh) 1623 25 vlc 0.09 6.32 95% queue length 0.28 19.64 Control Delay (s/veh) 7.4 2703 LOS A F Approach Delay -- '- 2703 (s/veh) Approach LOS -- - F Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 1/29/2007 6:36 PM TWO-WAY STOP CONTROL SUMMARY Analyst LSe Agency/Co. Cathy Sweetapple & Associates Date Performed 1/29/2007 Analysis Time Period PM Peak Hour Intersection SW 7 Street/SW 6 Avenue Jurisdiction Miami-Dade Analysis Year Future With Project with Imp Project Description Calle Ocho MUSP East/West Street: S W 7 Street NarthlSouth Street: SW 6 Avenue Intersection Orientation: East-West IStudy Period hrs : 0.25 Vi'c11.1m�r1=�� r�lstlmeri g _ Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 134 2334 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h) 0 0 0 141 2456 0 Percent Heavy Vehicles 0 -- -- 2 -- — Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 2 0 Configuration LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 1C 11 12 L T R L T R Volume (veh/h) 103 48 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 0 0 0 0 108 50 Percent Heavy Vehicles 0 0 0 0 1 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 1 Configuration T R Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT T R v (veh/h) 141 108 50 C (m) (vehlh) 1 1623 1 167 217 vlc 0.09 0.65 0.23 95% queue length 0.28 1 3.67 0.86 Control Delay (slveh) 7.4 59.3 26,5 LOS A F D Approach Delay 48.9 (slveh) Approach LOS -- -- E Copyright © 2005 University of Florida, All Rights Reserved HCS+7M Version 5,2 Generated: 1/30/2007 8:10 PM TWO-WAY STOP CONTROL SUMMARY Analyst LSB Cathy Sweetapple & Agency/Co. Associates Date Performed 1129/2007 Analysis Time Period PM Peak Hour Intersection SW 7 Street/SW 5 Avenue Jurisdiction Miami-Dade Analysis Year Future With Project Project Description Calle Ocho MUSE EastlWest Street: SW 7 Street NorthlSouth Street: SW 5 Avenue Intersection Orientation: East-West IStudy Period hrs . 0.25 i fllarileS 11 # t _ mei !!Ajor Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 2284 235 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh/h) 0 0 0 0 2404 247 Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 2 1 Configuration T R Upstream Signal 0 0 Minor Street Northbound 77777Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 138 157 65 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h) 145 165 0 0 0 68 Percent Heavy Vehicles 2 2 0 0 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 1 Configuration LT R Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT R v (veh/h) 310 68 C (m) (vehlh) 37 225 v/c 8.38 0,30 95% queue length 37.25 1.22 Control Delay (slveh) 3530 27.8 LOS F D Approach belay 3530 27.8 slveh) Approach LOS -- -- F D Copyright 02005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1/30/2007 5;36 PM TWO-WAY STOP CONTROL SUMMARY Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 112912007 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year SW 7 Street/SW 5 Avenue Miami-Dade Project Description Calle Ocho MUSP East/West Street: SW 7 Street North/South Street: SW 5 Avenue Intersection Orientation: East-West IStudy Period (hrs): 0.25 �tl I�6l6t d--:� m w- Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 2284 235 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh/h 0 0 0 0 2404 247 Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 2 1 Configuration T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 138 157 65 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh/h) 145 165 0 0 0 68 Percent Heavy Vehicles 2 2 0 0 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 0 0 1 Configuration L T R Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L T R v (vehlh) 145 165 68 C (m) (vehlh) 227 243 225 VIc 0.64 0.68 0.30 95% queue length 3.86 4.38 1.22 Control Delay (slveh) 45.2 46.3 27.8 LOS E E D Approach Delay _ 45.8 27.8 (s/veh) Approach LOS -- -- F D Copyright © 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1130/2007 8:12 PM FULL. REPORT Analyst LSB Cathy Sweet & Intersection SW 7 StreetlSW 4 Avenue Agency or Co. Associateser Area Type All other areas Date Performed 9 07 Jurisdiction Miami -Dade Analysis Year Future Without Project Time Period Peak Hour PM Peak Grade = 0 4 2 4- Grade = o t Show NoM Amw ..:.:: ...i �,.. 2 _ ! 1 IJE t d� -4. T R Grade = d I .. ! i:.:1. ! ,�� 3 i LT 111 LA Grade = _ LTR .__, _..�.... .�._�.,WB .. EB NB S8 LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 567 1607 1409 1009 % Heavy Veh 2 2 2 0 PHF 0.95 0.95 0.95 0.95 Actuated (PIA) P P P P Startup Lost Time 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 900 Lane Width 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N Parking/Hour Bus Stops/Hour 0 0 0 Pedestrian Timing 1 1 3.2 1 1 3.2 WB Only 02 03 04 SB Only 06 07 08 Timing G= 42.0 G= G= G= G= 45.0 G= G= G= Y= 5 Y= Y= I Y IY= 5 Y= Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 97.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description Calle Ocho MUSP Ilctim�- tljri3 = EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 557 1607 1401 1009 PHF 10.95 0.95 0.95 0.95 Adjusted Flow Rate 586 7692 1475 957 Lane Group L LT TR R Adjusted Flow Rate 586 1692 1475 957 Proportion of LT or RT -- 0.000 1 0.000 1 -- 0.000 -- 0.000 Base Satflow 1900 1900 1900 1900 Number of Lanes 1 2 2 1 fw 1.000 1.000 1.000 1.000 fHv 0.980 0.980 0.980 1.000 f 9 1.000 1.000 1.000 1.000 f P 1.000 9.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 f a 1.000 1.000 1.000 1.000 fLu 1.000 1.000 0.952 1.000 fLT 0.950 1.000 -- _- 1.000 -- Secondary fLT -- -- -- __ fRT -- EB -- 9.000 -- L -- 1.000 0.850 fLpb TR 1.000 11.000 586 1692 1.000 fRpb -- 1475 __ 1.000 __ 1770 .... 1.000 1.000 Adjusted Satflow 3547 1770 3725 2.0 2.0 3547 1615 Secondary Adjusted 2.0 2.0 Green Ratio 0.43 0.43 Satflow 0.46 0.46 Lane Group Capacity -- -- 1613 CAPACITY AND LOS WORKSHEET Project Description Calle Ocho MUSP EB WB NB SB Lane Group L LT TR R Adjusted Flow Rate 586 1692 1475 957 Satflow Rate 1770 3725 3547 1615 Lost Time 2.0 2.0 2.0 2.0 Green Ratio 0.43 0.43 0.46 0.46 Lane Group Capacity 766 1613 1646 749 v/c Ratio 0.77 1.05 0.90 1.28 Flow Ratio 0.33 0.45 0.42 0.59 Critical Lane Group N y N y Sum Flow Ratios 1.05 Lost Time/Cycle 10.00 Critical v/c Ratio 1.17 EB WB NB SB Lane Group L LT TR R Adjusted Flow Rate 586 1692 1475 957 Lane Group Capacity 766 1613 1646 749 v/c Ratio 0.77 1.05 0.90 1.28 Green Ratio 0.43 0.43 0.46 0.46 Uniform Delay d, 23.3 27.5 23.9 26.0 Delay Factor k 0.50 0.50 0.50 0.50 7.2 36.5 8.0 135.2 Incremental Delay d2 PF Factor 1.000 1.000 1.000 1.000 Control Delay 30.5 64.0 31.9 161.2 Lane Group LOS C E C F Approach Delay 55.4 82.8 Approach LOS E F Intersection Delay 69.5 Intersection LOS E Copyright 0 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1130/2007 7:50 PM TWO-WAY STOP CONTROL SUMMARY Analyst LSB .Agency/Co. Cathy Sweefapple & .Associates Date Performed 1/29/2007 Analysis Time Period PM Peak Hour . Intersection SW 8 Street/SW 6 Avenue Jurisdiction Miami-Dade Analysis Year Future With Project Project Description Calle Ocho MUSP East/West Street: SW 6 Street North/South Street: SW 6Avenue Intersection Orientation: East-West ]Study Period hrs : 0.25 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume vehlh 1727 34 Peak-Hour Factor, AHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (vehlh) 0 1817 35 0 0 0 Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 1 0 0 0 Configuration T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 70 201 32 Peak-Hour Factor, PHF 0.95 0.95 0.95 0,95 0.95 0.95 Hourly Flow Rate, HFR (vehlh) 0 0 73 211 33 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 1 0 Configuration R LT dela , • :�.-. Approach Eastbound Westbound ___ Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R LT v (veh/h) 73 244 C (m) (vehlh) 334 963 Vic 0.22 1.50 95% queue length 0.82 15.89 Control Delay (slveh) 18.8 304.4 LOS C F Approach Delay 18.8 304.4 (slveh) Approach LOS -- -- C F Copyright© 2005 University of Florida, All Rights Reserved HCS+7M Version 5.2 Generated, 1/29/2007 6:44 PM TWO-WAY STOP CONTROL SUMMARY Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 112912007 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year SW 8 Street/SW 6 Avenue Miami -Dade Future With Project with Imp Project Description Calle Ocho MUSP East/West Street: SW 6 Street North/South Street: SW 6 Avenue Intersection Orientation: Fast -West IStudy Period (hrs): 0.25 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (vehlh) 1727 34 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 veh/h 1817 35 0 0 0 Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 1 0 0 0 Configuration T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (vehlh) 70 201 32 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 veh/h 0 73 211 33 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 1 1 0 Configuration R L T Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R L T v (vehih) 73 211 33 C (m) (veh/h) 334 340 96 vlc 0.22 0.62 0.34 95% queue length 0.82 3.94 1.34 Control Delay (siveh) 18.8 31.4 61.0 LOS C D F Approach Delay 18.8 35.4 (slveh Approach LOS -- -- C E Copyright© 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 113012007 8:08 PM FULL REPORT Analyst Cathy LSB Sw tas & Intersection SW 8 Street/SW 5 Avenue Agency or Co. Associates s tes Area Type All other areas Date Performed 1 07 Jurisdiction Miami -Dade Time Period PM Peak Hour Peak Analysis Year Future With Project Grade = p u—t3.—..�£.. Gradeswo Norm Am= �T a ( 3 -L i 4. i 3 . i...,.=,.—,k,��,,.::.�.�.eF mea. Grade= 0 ( T -i m WA �1 LT SLR Grade= 0 - LTR i o EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 167 2045 59 114 205 % Heavy Veh 0 0 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) P P P A A Startup Lost Time 2.0 2.0 Extension of Effective Green 2.0 2.0 Arrival Type 3 3 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 Parking (Y or N) N N N N Parking/Hour Bus Stops/Hour 0 0 Pedestrian Timing 3,2 Project Description Calle Ocho MUSP 3.2 EB Only 02 03 04 N8 Only 06 07 08 Timing G= 55.0 G= G= G= G= 17.0 G= G= G= 205 Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis hrs = 0.25 1 1 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET G i jm77 �nfvl t�riit Project Description Calle Ocho MUSP EB LT I TH RT WB LT TH RT NB LT TH RT SB LT TH RT Volume 167 2045 59 114 205 PHF 0.95 0.95 0.95 0.95 0.95 Adjusted Flow Rate 176 2153 62 120 216 Lane Group LTR TR Adjusted Flow Rate 2391 336 Proportion of LT or RT 0.074 -- 0.026 -- 0.000 -- 0.643 -- Base Satflow 1900 1900 Number of Lanes 0 3 0 1 0 fw 1.000 1.000 fHV 1.000 0.980 f e 1.000 1.000 f P 1.000 1.000 fbb 1.000 1.000 f a 1.000 1.000 feu 0.906 1.000 fLz 0.996 -- -- 1.000 -- __ Secondary fLT -- -- -- -- fRT __ 0.996 EB -- NB SB -- 0.993 LTR -- fLpb 9.000 Adjusted Flow Rate 9.000 __ -- fRPb -- 9.000 -- -- 9.000 5937 -- Adjusted Satflow 5937 Lost Time 9701 2.0 Secondary Adjusted 2.0 Green Ratio 0.69 Satflow 0.21 Lane Group Capacity 3532 CAPACITY AND LOS WORKSHEET Project Description Calle Ocho MUSP EB WB NB SB Lane Group LTR TR Adjusted Flow Rate 2391 336 Satflow Rate 5937 9701 Lost Time 2.0 2.0 Green Ratio 0.69 0.21 Lane Group Capacity 3532 361 v/c Ratio 0.68 0.93 Flow Ratio 0.47 0.20 Critical Lane Group Y Y Sum Flow Ratios 0.66 Lost Time/Cycle 8.00 Critical v/c Ratio 0.74 ,] OJ EB WB NB SB Lane Group LTR TR Adjusted Flow Rate 2399 336 Lane Group Capacity 3532 361 v/c Ratio 0.68 0.93 Green Ratio 0.59 0.21 Uniform Delay d, 7.3 30.9 Delay Factor k 0.50 0.45 I I I I I I I I 1 I E 1 1 l Incremental Delay d2 1.1 30.3 PF Factor 1.000 1.000 Control Delay 8.4 61.2 Lane Group LOS A E Approach Delay 8.4 61.2 Approach LOS A E Intersection Delay 14.9 Intersection LOS B Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 1/29/2007 8:27 PM FULL REPORT raw Analyst LSB Cathy Suveetapple 8. Intersection SW 8 Street/S W 4 Avenue Agency or Co. Associates Area Type All other areas Date Performed 1 07 Jurisdiction Miami-Dade Analysis Year Future With Project Time Period Peak Hour PM Peak Grade = 0 12 2 Grade= T ! £ 1, .. .f + =� 4 R m p - ; Fir TR Grade= 0 i. 1 1 l ?. ° 1.. �. T i 4LR j r �t Grade - 'd LTR Yolmrn In Uf � EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 1848 81 9356 577 % Heavy Veh 2 2 2 2 P H F 0.95 0.95 0.95 0.95 Actuated (PIA) P P P P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 Parking (Y or N) N N N N Parking/Hour Bus Stops/Hour 0 �� � 0 0 Pedestrian Timing 3.2 1 1 1 3.2 EB Only 02 03 04 SB Only 06 07 08 Timing G= 36.0 G= G= G= G= 36.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description Cale Ocho MUSP EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 1848 81 1356 577 PHF 0.95 0.95 0.95 0.95 Adjusted Flow Rate 1945 85 1427 607 Lane Group TR L LT Adjusted Flow Rate 2030 1427 607 Proportion of LT or RT 0.000 -- 0.042 -- -- 0.000 -- 0.000 Base Satflow 1900 1900 1900 Number of Lanes 4 0 2 2 fw 1.000 1.000 1.000 fHv 0.980 0.980 0.980 f 9 1.000 1.000 1.000 f P 1.000 1.000 1.000 fin 1.000 1.000 1.000 f a 1.000 1.000 1.000 feu 0.908 0.971 0.952 fLT 1.000 0.950 1.000 Secondary fLT -- -- -- -- fRT 0.994 EB WB NB SB Lane Group TR 1. 000 1.000 L LT Adjusted Flow Rate 1.000 1.000 1.000 1427 607 Satflow Rate 6723 1.000 Adjusted Satflow 6723 3437 3547 Lost Time 3437 3547 Secondary Adjusted 2.0 2.0 Green Ratio 0.45 Satflow 0.45 0.45 Lane Group Capacity 3025 CAPACITY AND LOS WORKSHEET Project Description Calle Ocho MUSP EB WB NB SB Lane Group TR L LT Adjusted Flow Rate 2030 1427 607 Satflow Rate 6723 3437 3547 Lost Time 2.0 2.0 2.0 Green Ratio 0.45 0.45 0.45 Lane Group Capacity 3025 1547 1596 vlc Ratio 0.67 0.92 0.38 Flow Ratio 0.30 0.42 0.17 Critical Lane Group Y Y N Sum Flow Ratios 0.72 Lost Time/Cycle 8.00 Critical We Ratio 0.80 'J1 7 C lC1 51= = P. w T< E R 1, EB WB NB SB Lane Group TR L LT Adjusted Flow Rate 2030 1427 607 Lane Group Capacity 3025 1547 1596 vlc Ratio 0.67 0.92 0.38 Green Ratio 0.45 0.45 0.45 Uniform Delay di 17.3 20.7 14.6 Delay Factor k 0.50 0.50 0.50 1.2 10.6 0.7 Incremental Delay d2 PF Factor 1.000 1.000 1.000 Control Delay 18.5 31.3 15.3 Lane Group LOS I B C B Approach Delay 18.5 26.5 Approach LOS B C Intersection Delay 22.5 Intersection LOS C Copyright O 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1/29/2007 8;34 PM TWO-WAY STOP CONTROL SUMMARY Analyst LSB Agency/Co. Cathy S+veetapple & Associates Date Performed 112912007 Analysis Time Period PM Peak Hour Intersection SW 9 Street/SW 6 Avenue Jurisdiction Miami -Dade Analysis Year Future With Project Project Description Calle Ocho MUSP EastlWest Street: SW 9 Streef NorthlSouth Street: SW 6 Avenue Intersection Orientation: North-South IStudy Period hrs : 0.25 w-_ 1%t 11 l %f1Cthugj 1 - d It1�S -eCi w Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 2 38 5 11 39 15 Peak -Hour Factor, PHF 0.95 0.95 0.95 1 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh/h) 5 40 6 8 101 37 Percent Heavy Vehicles 2 -- -- 2 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound 7 Movement 7 8 9 10 11 12 L T R L T R Volume (vehlh) 5 38 6 8 98 36 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh/h) 11 41 15 2 40 5 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR IIela. ue tri � m - Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vehlh) 2 11 144 51 C (m) (vehlh) 1549 9563 815 778 vlc 0.00 0.01 0.18 0.07 95% queue length 0.00 0.02 0.64 0.21 Control Delay (slveh) 7.3 7.3 10.4 10.0 LOS A A B A Approach Delay 10.4 10,0 (slue h ) Approach LOS -- -- B A Copyright@ 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 1130/2007 5:42 PM TWO-WAY STOP CONTROL SUMMARY nmow. ��_ ener�l If ra - - Analyst LSS Agency/Co. Cathy Sweetapple & Associates Date Performed 1/29/2007 Analysis Time Period PM Peak Hour -----mow 5� :til o cc Intersection Jurisdiction Analysis Year - SW 9 Street/SW 5 Avenue Miami -Dade Future With Project Project Description Calle Ocho MUSP East[West Street: SW 9 Street North/South Street: SW 5 Avenue intersection Orientation: North-South ]Study Period hrs : 0.25 Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 8 181 2 5 84 58 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh/h 24 14 10 3 74 80 Percent Heavy Vehicles 2 -- -- 2 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume vehih 23 14 10 3 71 76 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh/h 5 88 61 8 190 2 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR I LTR Approach Northbound _ Or - Southbound .... _ Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vehih) 8 5 157 48 C (m) (veh/h) 1432 1381 676 540 vlc 0.01 0.00 0.23 0.09 95% queue length 0.02 0.01 0.90 0.29 Control Delay (slveh) 7.5 7.6 11.9 12.3 LOS A A B B proach Delay 11.9 1 12.3 IAPProach LOS I -- I -- l B I B I Copyright &� 2005 University of Florida, All Rights Reserved NCS+TM Version 5.2 Generated: 112912007 6:59 PM TWO-WAY STOP CONTROL SUMMARY Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 112912007 Analysis Time Period PM Peak Hour Intersection SW 9 Street/Access A Jurisdiction Miami -Dade Analysis Year Future With Project Project Description Calle Ocho MUSP East/West Street: SW 9 Street Nor#h/Beath Street: Access R Intersection Orientation: East-West IStudy Period (hrs): 0.25 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 26 44 124 38 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 27 veh/h 46 0 0 130 40 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 3 37 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 vehlh 0 0 3 0 38 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Sto rag e 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR _fiF Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vehlh) 27 41 C (m) (vehlh) 1407 881 v/c 0.02 0.05 95% queue length 0.06 0.15 Control Delay (slveh) 7.6 9.3 LOS A A Copyright © 2005 University of Florida, All Rights Reserved NCS+7M Version 5.2 Generated: 113012007 5:44 PM TWO-WAY STOP CONTROL SUMMARY on�l�at tnormtan = oin +�rmQt Analyst LS8 Agency/Co. Cathy Sweetapple & Associates Date Performed 112912007 Analysis Time Period PM Peak Hour Intersection SW 5 Avenue/Access B Jurisdiction Miami-Dade Analysis Year Future With Project Project Description Calle Ocho MUSP EasttWest Street: Access B North/South Street: SW 5 Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 6 277 49 22 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0,95 0.95 Hourly Flow Rate, HFR (vehlh 57 0 44 0 0 0 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (vehlh) 55 42 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (vehlh 0 51 23 6 291 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR peI ..HOWii Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 a 9 10 11 12 Lane Configuration LT LR v (veh/h) 6 101 C (m) (vehlh) 1526 754 vlc 0.00 0.13 95% queue length 0.01 0.46 Control Delay (slveh) 7.4 10.5 LOS A B Approach Delay 10.5 Approach LOS 4 -- I -- I I 8 I Copyright © 2005 University of Florida, All Rights Reserved NCS+Tm Version 5.2 Generated: 1/29/2007 7:11 Pini Attachment VI Transportation Control Measures Plan Transportation Control Measures Plan Downtown Miami and the immediate surrounding area is served by an extensive system of alternative travel modes which has been recognized and examined to evaluate the movement of people through enhanced mobility options including the use of fixed rail transit, rubber tire transit and increased pedestrian activity. The Applicant for the Calle Ocho MUSP has initiated efforts to maximize access to transit for the redevelopment site, and in doing so, has already begun the implementation process needed to develop a Transportation Control Measures Plan with the goal of reducing the single occupant vehicle (SOV) during the peak travel hours. These efforts are outlined below. • The redevelopment plan eliminates the vehicular access along SW 8 Street that currently is used to access the site. • This change to existing conditions will improve the pedestrian carrying capacity of this important transportation corridor, removing the vehicular conflicts and providing a continuous pedestrian corridor along the SW 8 Street frontage of the site. • The improved pedestrian corridor encourages improved access to Transit. • The site is currently served by Miami -Dade Transit bus stops and bus routes accessible from SW 8 Street and SW 7 Street. • Routes 8, 207 and 208 travel along SW 7 Street and SW 8 Street, cumulatively serving the site with under 7 minute headways. • Route 8 makes a direct connection to the Brickell Metro -rail Station located 0.4 miles to the east of the redevelopment site. • Routes 207 and 208 make a direct connection to Government Center and the Government Center Metro -rail Station, also located to the east of the redevelopment site. • The redevelopment plan incorporates parking which meets City Code requirements, thereby accommodating the needs of the surrounding residents who might seek to access the future retail and office uses on site. The Applicant will work with City staff to provide new lenants with examples of transportation demand management strategies which emphasize the reduction in the single occupant vehicle (SOV). These strategies will include various measures to reduce peak hour traffic congestion using strategies such as: • Work hour management programs including flex time and compressed work weeks; • Telecommuting programs; • Providing transit route schedules and information for the adjacent routes and rail serving the site; • Providing information to potential transit users on the financial benefits offered by the Regional Transportation Authority to maximize transit ridership; and • Transit amenities and infrastructure adjacent to the project site to improve access to transit by project tenants and residents. These measures will seek to achieve up to a ten percent reduction of the peak hour vehicle trips. The performance of these strategies will be measured by traffic counts collected at the project driveways during the peak travel hours, comparing these against the total project trips based upon ITE trip generation rates. Calle Ocho Major Use Special Permit Traffic Impact Study Transportation Control Measures Plan January 2001 Attachment VII Bus Transit Information for the Routes Adjacent to the Site fiw kl 2 NW 7 St m AR AiSFAYEaw �rA1� j $ 33 . . 1 ® .... e, ; a P NESSt NE 5 St E�, 5rA174N:ew VER _ F � sa j ' SL 18 St . 1 St tp r Nr=k.AE IJ ttr+ArtciA>, SE 1 IKg STATION r 2 5th TwRi9. SMUT STATIONiT .. S ce PA - 9 e j $ 33 . €3 um 'STREET :- sxAnoxi west � is .... e, ; sE:sost VER _ F � sa j ' SL 18 St . w . .r ttr+ArtciA>, f lw Figure VII -1 Bus Transit Adjacent to Study Area Corridors Site Location Che Ocho MUSP January 2007 Source: Cathy Sweetapple & Associates Table VII -1 - Bus Service Frequency and Estimated Transit Person -Trip Capacity Calle Ocho MUSP Traffic Impact Study January 2007 Buses Buses. Maximum Person -Trip Person -Trip Weekday Per Hour Per Hour Seats Load Per Capacity Per Capacity Per Adjacent Service Per Route Per Route Per Bus at 150% Route Per Hour Route Per Hour Roadway Bus Routes Headway EB WB Bus . of Seated Load EB WB (a) (b) (c) (a x c) (b x c) SW 7 Street Route 8 0-10 minutes 6 41 61.5 369 Route 207 0-15 minutes 4 25 37.5 150 Total: 0 519 SW 8 Street Route 8 0-10 minutes 6 41 61.5 369 Route 208 0-15 minutes 4 1 25 37.5 150 Total; 519 0 Calle Ocho MUSP Traffic Impact Study January 2007 Table VII -2 - Estimated PM Peak Hour Transit Ridership Notes: [1] The Average Weekday boardings by route have been obtained from the April 2006 Miami -Dade Transit Ridership Technical Report. [2] The daily revenue hours of service has been obtained from the December 2005 Miami -Dade Transit Ridership Technical Report. [3] Estimated boardings per hour are by direction, and are intended to represent the PM peak hour ridership for the adjacent roadway segments. Calle Ocho MUSP Traffic Impact Study January 2007 Hours Directional Buses Buses Estimated. Estimated Average Weekday Daily of Buses Boardings Boardings Boardings Per Hour Per Hour Boardings Boardings Adjacent Weekday Service Revenue Service Per Per Bus Per Bus Per Bus Per Route Per Route Per Hour Per Hour Roadway. Bus Routes Boarding* Headway Hours Per Day Day Per Day Per Hour Per Hour EB WB EB WB [1] [2] [3] [3] SW 7 Street Route 8 - WB 7686 0-10 minutes 186.6 20.0 9 823.79 41.19 20.59 6 124 Route 207 1699 0-15 minutes 43.1 14.5 4 424.75 29.29 29.29 4 197 Total:... ... 0 241 SW 8 Street Route 8 - EB 7686 0-10 minutes 186.6 20.0 9 823.79 41.19 20.59 6 124 Route 208 2175 0-15 minutes 43.8 14.5 4 543.75 37.50 37.50 4 150 Total: _ . _ 274... D Notes: [1] The Average Weekday boardings by route have been obtained from the April 2006 Miami -Dade Transit Ridership Technical Report. [2] The daily revenue hours of service has been obtained from the December 2005 Miami -Dade Transit Ridership Technical Report. [3] Estimated boardings per hour are by direction, and are intended to represent the PM peak hour ridership for the adjacent roadway segments. Calle Ocho MUSP Traffic Impact Study January 2007 NMTROBUS Boardings By Route [ Average [ ROUTES Weekday [ Boardings By Day of Week 11 TOTA L Monthly I Boardings Weekdays Saturdays Sundays A 561 11,217 11 2,023 1,134 14,375 -7 [ B 1,852 [] 371038 11 6,144 6,264 ]] 49,447 [ C 3,687 [] 73,744 I[ 22,597 16,453 112,794 [ E [[ 1,910 [] 38,210 I[ 5,410 3,120 [[ 46,740 [ G 2,949 I] 58,985 14,173 11,566 ]] 84,724 [ H 4,603 [) 921068 I] 25,749 I] 17,514 ][ 135,331 [ 3 5,077 I] 101,546 I[ 12,985 [] 14,262 [] 128,793 [ K [I 4,593 I] 91,853 18,162 I] 15,187 [] 125,202 [ L 11,000 I] 220,005 50,205 I] 32,499 [] 302,709 M ][ 1,808 Il 36,168 II 5,025 [] 3,376 11 44,570 R 11 703 Il 14,057 II - II - Il 14,057 S ]I 11,689 II 233,775 II 64,085 Il 58,374 Il 356,234 T 11 2,155 Il 43,097 II 4,515 I 4,240 Il 51,851 V ll 626 [l 12,527 II - [l - it 12,527 123 -SOUTH BEACH LOCAL I[ 51546 11 110,911 II 19,086 Il 11,283 II 141,280 1 11 1,729 11 34,579 II 5,932 II 4,353 II 44,864 r 2 11 3,687 II 73,739 II 10,528 II 7,450 Il 91,717 r 3 II 9,486 II 189,716 II 49,125 II 33,987 II 272,828 r 6 II 950 II 18,992 II 5,005 II 3,894 II 27,891 r 7 II 4,837 II 96,743 II 22,734 II 14,587 II 134,063 r8 I[ 7,686 II 153,728 II 26,889 II 22,441 Il 203,058 r 9 ]I 6,197 11 123,947 II 22,095 [] 17,021 II 163,063 10 ] 2,742 --Jj 54,842 __J 12,515 j 9,647 77,004 April, 2006 NMTROBUS Boardings By Route April, 2006 11 TOTA L [I Average [I Boardings By Day of Week Monthly Weekdays Saturdays Sundays 11 ROUTES Weekday �_ Boardings 207(7st)-LITTLE HAVANA CIRC -� 1,599 33,986 - �[ - 33,986 208(8st)-LITTLE HAVANA CIRC [[ 2,175 [[ 43,494 [] - [[ - [] 43,494 207/208 -LITTLE HAVANA CIRC [I- [[-] 14,247 [[ 15,339 I] 29,586 212-SWEETWATER CONN [I 187 [] 3,745 [] 669 [[ 705 [] 5,119 [ 216 -GC JLDS CONN [[ 152 3,043 [] 434 [[ 504 [[ 3,982 [ 224 -CORAL WAY MAX [[ 364 [] 7,287 [] - [[ - p 7,287 ] [ 236 -AIRPORT OWL [[ 409 [] 8,181 [] 2,229 [[ 2,404 [[ 12,814 ] [ 238-EAST/WEST CONIN [[ 598 [] 11,964 [] 2,134 [[ 1,873 [[ 15,971 ] [ 240-13IRD ROAD MAX [[ 717 [] 14,333 [] - [[ - [] 14,333 ] 241 -NORTH DADE CONN II 1,359 �] 27,187 I - I[ - I! 27,187 242 -DORAL CONN I� 434 8,678 - �E - I� 8,678 243 -SEAPORT CONN II 141 [] 2,817 I 236 I 178 �iI 3,231 245-OKEECHOBEE CONN I� 224 [] 4,489 [� - I[ - �i 4,489 246 -NIGHT OWL II 473 9,453 I� 2,854 If 21,574 I! 14,881 248-BRICKELL KEY ]I 125 �] 2,502 I - I[ - I� 2,502 249 -COCONUT GROVE II 894 [] 17,876 �13 10,595 I[ 3,449 I� 31,919 252 -CORAL REEF II 1,386 [] 27,711 �I 3,015 I[ 1,658 I! 32,384 267-LUDLAM MAX I� 524 [� 10,482 10,482 277-7Tth AVENUE MAX II 310 [ 6,205 [� - I[ - I� 6,205 f 278-FLAGAMI MAX ]I 257 [] 5,137 1,067 I 876 I� 7,079 282-HIALEAH GARDENS II 480 [] 9,595 �! 1,479 I[ 1,441 �i 12,515 287 -SAGA BAY I� 375 [] 7,506 [ - If - I 7,506 344 361 7,225 853 23 8,701 500-MIDMGHT OWL II 162 �] 3,233 [� 1,045 I 16276 I! 5,554 KAT-KILLIAN II 1,851 �I 37,017 [ 1,922 I 1,330 I� 40,269 KAT -SUNSET 1/ I �i 28,902 KAT KENDALL II 840 �] 16805 ,[� _ - 16,805 GREEN HILLS SHUTTLE II 4 �I 12 [� - �E _ I� 12 I KINGS CREEK SHUTTLE II 5 [� 21 [� - I� - I� 21 SIERRA LAKES SHUTTLE ]I 20 li 81 II - I[ - If� 81 ROBERT SHARPE SHUTTLE ]I 14 II 28 II - II - [� 28 SpecialI - II 36,216 II 544 ]I 185 �I 36,945 Park n Ride �� - �� - _a 0 �[ 0 _ �[ 0 [ TOTALS 260,036 ==5,236,217 =F 915,111 1 665,320 6,816,648 April, 2006 11 BUS PRODUCTIVITY ANALYSIS WEEKDAY SERVICE HEADWAY 0 - 15 MINUTES ROUTE REVENUE I TOTAL 11 DIRECT] N T �HR MILES MILES HOURSE HOUR OP. C REVENUE E�CERAECT � SL3G5 /BDG REV T MILE 11 2,480.2 2,692.9 250.7 263.0 $15,939 $9,502 59.6% 13,577 $0.47 54.6 $3.53 27 2,524.4 2,843.3 223.9 236.1 14,57& $7,389 50.7% 9,372 $0.77 41.9 Z.60 77 2,954) 3,118:1 241.4 25D.7 $16,592 $8,226 49.6% 10,261 $0.82 42.5 $2.64 L 3,033.9 3,347.6 258.7 273.7 $17,178 $8,456 49.2% 10,554 $4.83 44.8 $2.53 S 4,546.3 5,112.3 345.2 367.7 23 670 $f1,587 49.0% 12,416 $0.97 36.0 $2.27 3 13,263.3 3,57&.1 281.2 295.5 $18,633 $8,796 47.2% 9,6471 $1.02 34.3 $2.46 16 i,412,fl 1,483.5 130.0 134.5F $8,S41 $3,918 45.9% 4,5371 $1.02 34.9 $2.64 9 1,864,0 2,062.9 165.1 175.11 $11,176 $5,011 44.8% 6,472 $0.95 39.2 $2.43 62 1,411.5 1,528.4 132.2 138.5 $8,631 $3,781 43.8% 5132 $0.95 1 38.8 88 1,143.4 1,396.8 90.9 101.3 $6,288 $2,656 42.2% 2,890 $1.26 31.8 $1.90 8 2,102.3 2,272.7 186.6 197.3 $12,4$1 $5,231 41.9% 7,638 $0.95 1 40.9 2 1,058.1 1,226.2 142.9 112.2 $6,606 $2,689 40.7% 3,740 $1.06 35.9 $2.19 7 1,538.6 1,775.4 14D.3 152.3 $9,256 $3,7D7 40.4% 4,9D5 $1.13 35.0 $2A9 83 1,659.7 1,898.3 135.4 145.1 $9,352 $3,610 3$.5% 4,026 $1.43 29.7$1.90 J 2 034.1 2,353.9 158.9 174,5 $11,186 $4,246 37.6% 4,953 $L41 31.2 $1.79 17 1,750.3 1,933.2 137.6 145.9 $9,548 $3,525 36.9% 4,786 $1.26 11 34.8 C 1213.1 1,370.9 118.9 12fi.5 $7,598 $2,797 35.8% 3,539 $1.36 29.8 $2A4 22 1762.8 1,953.5 136.8 145.4 $9,604 $3,516 35.6% 4,175 $1.46 30.5 $1.80 36 1,18$,6 1,302.1 108.3 113.6 $7,191 $2,610 36.3% 3,072 $1.49 28.4 $2.00 B 1,034.5 1204.8 64.7 72.8 $4,911 $1,704 34.7% 1,4671 $1.63 30.4 IF $1.41 K 2,229.4 2,668.3 162.0 177.9 $11,552 $3,843 33.3% 4,832 $1.70 28.0 $1.44 32 2,158.4 2,592.9 162.0 177A 21419 $3,512 30.8% 4,319 $1.83 26,7 $1.35 24 1,871.8 1,945.6 159.7 163.5 $1D,596 $3,16629.9% 4 486 $1.66 28.1 $1.63 54 1,717.7 2,060.2 167.8 187.0 $10,753 $2,693 25.0% 3,785 $2.13 22.6 $1.31 40 176&.0 1896.4 147.7 154.3 $9,852 $2,162 21.9% 2,892 $2.66 19.6 1$1.14 �000000� 000�0�0000� TOTAL 49,719.1 55,616.3 4,208.9 4,481.4 $283,129 $118,292 41.8% 147,740 $1.12 35.1 $2.13 December, 2005 26 BUS PRODUCTIVITY ANALYSIS WEEKDAY SERVICE - CIRCULATOR/CONNECTION/SHUTTLE SERVICE ROUTE E R0811 TOTAL RHOUR5IEVENUE I TOTAL ECT EIBDGS MILES MILE5 HOURS PI.RCOST REVENUE REC RAOT O BDGS REV HR T MILIE 128 -HOWARD KILLIAN CONN 20.6 63,6 13 3.3 $88 NIA N!A NlA NIA NIA NIA 207 -LITTLE HAVANA CIRO(7St.) 3118 414.2 43.1 482 $2,558 $1,098 42.9% 1,644 $0.89 382 $2.65 208 -LITTLE HAVANA CIRC (8 St.} 328.6 418.2 43.8 482 $2,618 $1071 40.9% 2,076 $0,75 47.4 $2.56 248-B RIC KELLKEY SHUTTLE 1442 203,4 23.4 26.2 $1,331 $466 35.D% 851 $102 36.4 $2.29 241-NORTHDADE CONN 65$,4 739.6 41.0 45.2 $3,131 $992 31,7% 1,�8 $1.79 29.2 $134 137-WESTDADE CONN 1,418.1 1,718.6 90.5 102.4 $6,727 $16D7 23.9% 1,806 $2.83 2D.0 $0.93 249 -COCONUT GROVE SHUTTLE 572.5 683.9 69.5 75.1 $4, 03 $690 16.8% 1,980 $1.72 28.5 $1,01 202 -LITTLE HAITI CONN 4885 622.9 45.8 514 $2,998 $443 14.8% 809 $3.16 17.7 $0.71 243 -SEAPORT CONN 4082 459.4 22.4 25.0 $1,792 $258 14.4% 280 $5.48 12.5 $0.56 282-HIALEAH GARDENS CONN 536.9 599.7 44.6 48.D $3,043 $413 13.6°1° 552 $4.77 12.4 $0.69 238 -EA STMEST CON N 858.5 1022.4 552 65.7 $ 4,201 $ 519 12.4% 660 $ 5.58 1t9 $ 0.51 242-DORALCONN 4$5.3 520.1 38.1 40.7 $2,686 $326 12.1% 484 $4.87 12.7 $0.63 123 -SOUTH BEACH LOCAL 957.7 1,162.3 136.3 145.9 $7,935 $790 10.0% 3,861 $i$5 28.3 $0.68 68-GRATIGNYCONN 452.4 537.6 3$.9 43.0 $2,595 $254 9.8% 336 $6.96 $.6 $0.47 245-OKEECONN 368.5 370.1 27.1 27.5 $1904 $162 8.5% 231 $7.54 8.5 $0.44 46 -LIBERTY CITY CONN 4119 446.3 40.7 432 $2,590 $218 8.4% 360 $6.58 8.8 $0.49 212-SWEETWATERCIRC 320.1 440.1 37.4 43.9 $2,283 $190 8.3% 867 $2.41 23.2 $0.43 278-FLAGAMICONN 386.8 430.6 29.7 32.0 $2,042 $148 72% 3B $5,95 1D.7 $0.34 152 -GA B LES C ON N 469.8 500.6 38.1 39.9 $ 2,595 $ i32 5. P1° 154 $15.99 4.0 $ 026 82 138.2 147.4 15.3 16.0 $ 932 $1 0. P/° © $167.65 0.4 $ 0.00 132-TRI-RAILDORAL 65.6 81.2 5.5F 6.7 $406 $0 0.0%® $2182 133-TRi RAILAIRPORT 52.4 66.0 14.4 15.7 $737 $01 0.00/0 177 $4.17 12.3 $0.00 TOTAL 9,853,0 11,648.2 902.0 993.0 $59,295 TI -O,12 F 11 $2.55 21.4 $0.87 December, 2005 29 Route g FIU South `iVale° Campus _._ 5W $ 5t a SW 16 St; SW 17 St °J 3'AYzuCf? SW 24 St Coral Wa 00 FIU Bus .--- Terminal ¢ Q. 0 0000WESTCHESTER �: SHOPPING va. CENTER H Sv Qzaaiwa Coral Legend Route 8 FIU Bus Terminal (Via Coral Way) MDC Downtown Campus Route 8A FIU Bus Terminal (Via SW $ St) MDC Downtown Campus a� �Q SW 7 St Q�;aEw,aw�,caw:aazzt�z�uw:au�a Fe :r. a e_ 4rrznsov _ vtaza SW 8 St Ho,v n'na North Map not to scale Route 8 —Weekday Westbound Schedule F 106:2 AL=ll, 05:41AM D5:45AM D5:49AM 05:55AM 06:03AM 06:10AM 06:15AM 05:56AM 05:57AM �I I= 05:26AM 05:30AM 05:34AM 05:40AM 05:46AM 05:51AM 05:55AM 06:06AM F77:1= � Ofi:13AM F 106:2 AL=ll, 05:41AM D5:45AM D5:49AM 05:55AM 06:03AM 06:10AM 06:15AM � 06:28AM 06:30AM 06:39AM 05:55AM 05:59AM 06:04AM 06:12AM 06:20AM 06:27AM 06:32AM � 06:45AM 06:47AM Ofi:56AM 1O 10 10 11 11 11 :45AM 06:50AM 06:55AM 07:03AM 07:13AM 07:20AM 07;26AM07:39AM 107.41AM :55AM 07:OOAM 07:O6AM 07:14AM 07:24AM 07:31AM 07:37AM � 07:50AM 07:52AM 08:01AM :05AM07�10AM 47:16AM07:24AM 07:34AM 07:41AM 07:47AM D7:59AM 08:08AM :15AM 07:20AM 07:26AM 07:34AM 07:44AM 07:51AM 07:57AM r 08:10AM 08:12AM :25AM 07:30AM :45AM 07:50AM 07:56AM 08:04AM 0$:14AM 08:21AM 08:27AM 08:40AM 08:42AM 08;51AM ;55AM OS:OOAM 08:06AM 08:14AM 08:24AM 08:31AM 08:37AM � 08:50AM 08:52AM 09:02AM :05AM 09:08AM :15AM 08:20AM 08;26AM 08:34AM 08:44AM 08;51AM 08:57AM D9:11AM 09:13AM 09:23AM :25AM 06:30AM 08:36AM 08:44AM 08:54AM 09:02AM 09:08AM 09:22AM 09:24AM 09;34AM :35AM 08:40AM 08:46AM 06:54AM 09:04AM 09:12AM 09:18AM 09:30AM �� 09;39AM :45AM 08:50AM 08:56AM 09:04AM 09:14AM 09:22AM 09:28AM 09:42AM 09:44AM 09:54AM ;55AM 09:OOAM 09:05AM 09:13AM 09:23AM 09:31AM 09:37AM 09:51AM 09:53AM 10:03AM :05AM 09:10AM 09:15AM 09:23AM 09:33AM 09:41AM 09:47AM 09:59AM �� 10:08AM :20AM 09:25AM 09:30AM 09:38AM 09:48AM 09:56AM 10:02AM 0 10:16AM 10:18AM 10:2$AM =5A M] 10:38AM :50AM 09:55AM 10:OOAM 10:08AM 10:18AM 10:26AM 10:32AM 10:46AM 10:48AM 10:58AM :05AM 10:10AM 10:15AM 10:23AM 10:33AM 10:41AM 10:47AM 10:59AM �� 11:08AM :20AM 10:25AM 10:30AM 10:38AM 10:48AM 10:56AM 11:02AM 11:16AM 11:18AM 11:28AM :35AM 10:40AM 10,45AM 10;53AM 11:03AM 11:11AM 11:17AM 11:29AM ��� 11:38AM :50AM 10:55AM 11:OOAM 11:08AM 11:18AM 11:26AM 11:32AM 11:46AM 11:48AM 11:58AM :05AM 11:10AM 11,15AM 11:23AM 11:33AM 11:41AM 11:47AM 11:59AM 12:08PM :20AM 11:25AM 11:30AM 11:38AM 11:48AM 11;56AM 12:02PM 12:16PM 12:18PM 12:28PM :35AM 11:40AM 11:45AM 11:53AM 12:03PM 12:11PM 12:17PM 12:29PM �� 12:38PM :50AM 11:55AM 12:OOPM 12:08PM 12:18PM 12:26PM 12:32PM 12:46PM 12:48PM 12:58PM :05PM 12:10PM 12:15PM 12:23PM 12:33PM 1241 PM 12:47PM 12:59PM �� 01:OSPM :20PM 12:25PM 12:30PM 12;38PM 12:4BPM 12:56PM 01:02PM 01:16PM 01:18PM 01:28PM :35PM 12:40PM 12:45PM 12:53PM 01:03PM 01:11PM 01:17PM 01:29PM �� 01:38PM :50PM 12�:55PM�01:r OOPM� 01 08 01�:18P�M� 01:26PM� 01:32PM �� 01:46PM 01:48PM 0158PM 07:36AM 07:44AM ������ 08:D1AM D8:07AM � 08:20AM 08:22AM 08,31AM 06:45AM 06:47AM �I 06:15AM 06:20AM 06:25AM 06:33AM 06:41AM 06:46AM 06:53AM 07:05AM �� 07:14AM 1O 10 10 11 11 11 :45AM 06:50AM 06:55AM 07:03AM 07:13AM 07:20AM 07;26AM07:39AM 107.41AM :55AM 07:OOAM 07:O6AM 07:14AM 07:24AM 07:31AM 07:37AM � 07:50AM 07:52AM 08:01AM :05AM07�10AM 47:16AM07:24AM 07:34AM 07:41AM 07:47AM D7:59AM 08:08AM :15AM 07:20AM 07:26AM 07:34AM 07:44AM 07:51AM 07:57AM r 08:10AM 08:12AM :25AM 07:30AM :45AM 07:50AM 07:56AM 08:04AM 0$:14AM 08:21AM 08:27AM 08:40AM 08:42AM 08;51AM ;55AM OS:OOAM 08:06AM 08:14AM 08:24AM 08:31AM 08:37AM � 08:50AM 08:52AM 09:02AM :05AM 09:08AM :15AM 08:20AM 08;26AM 08:34AM 08:44AM 08;51AM 08:57AM D9:11AM 09:13AM 09:23AM :25AM 06:30AM 08:36AM 08:44AM 08:54AM 09:02AM 09:08AM 09:22AM 09:24AM 09;34AM :35AM 08:40AM 08:46AM 06:54AM 09:04AM 09:12AM 09:18AM 09:30AM �� 09;39AM :45AM 08:50AM 08:56AM 09:04AM 09:14AM 09:22AM 09:28AM 09:42AM 09:44AM 09:54AM ;55AM 09:OOAM 09:05AM 09:13AM 09:23AM 09:31AM 09:37AM 09:51AM 09:53AM 10:03AM :05AM 09:10AM 09:15AM 09:23AM 09:33AM 09:41AM 09:47AM 09:59AM �� 10:08AM :20AM 09:25AM 09:30AM 09:38AM 09:48AM 09:56AM 10:02AM 0 10:16AM 10:18AM 10:2$AM =5A M] 10:38AM :50AM 09:55AM 10:OOAM 10:08AM 10:18AM 10:26AM 10:32AM 10:46AM 10:48AM 10:58AM :05AM 10:10AM 10:15AM 10:23AM 10:33AM 10:41AM 10:47AM 10:59AM �� 11:08AM :20AM 10:25AM 10:30AM 10:38AM 10:48AM 10:56AM 11:02AM 11:16AM 11:18AM 11:28AM :35AM 10:40AM 10,45AM 10;53AM 11:03AM 11:11AM 11:17AM 11:29AM ��� 11:38AM :50AM 10:55AM 11:OOAM 11:08AM 11:18AM 11:26AM 11:32AM 11:46AM 11:48AM 11:58AM :05AM 11:10AM 11,15AM 11:23AM 11:33AM 11:41AM 11:47AM 11:59AM 12:08PM :20AM 11:25AM 11:30AM 11:38AM 11:48AM 11;56AM 12:02PM 12:16PM 12:18PM 12:28PM :35AM 11:40AM 11:45AM 11:53AM 12:03PM 12:11PM 12:17PM 12:29PM �� 12:38PM :50AM 11:55AM 12:OOPM 12:08PM 12:18PM 12:26PM 12:32PM 12:46PM 12:48PM 12:58PM :05PM 12:10PM 12:15PM 12:23PM 12:33PM 1241 PM 12:47PM 12:59PM �� 01:OSPM :20PM 12:25PM 12:30PM 12;38PM 12:4BPM 12:56PM 01:02PM 01:16PM 01:18PM 01:28PM :35PM 12:40PM 12:45PM 12:53PM 01:03PM 01:11PM 01:17PM 01:29PM �� 01:38PM :50PM 12�:55PM�01:r OOPM� 01 08 01�:18P�M� 01:26PM� 01:32PM �� 01:46PM 01:48PM 0158PM 07:36AM 07:44AM D7:54AM 08:D1AM D8:07AM � 08:20AM 08:22AM 08,31AM 07:46AM 06:35AM 06:40AM 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02:49PM 03:07PM 03:14PM 03:25PM 03:36PM 03:44PM 02:57PM 02:59PM � 03:17PM 03:24PM 03:35PM 03:46PM 03:54PM ��� 03:13PM 03:27PM 03:34PM 03:45PM 03:56PM D4:04PM D3:17PM 03:19PM 03:37PM D3;44PM 03:55PM 04:D6PM b4:14PM C�D3:27PM 03.29PNi 03;47PM D3:54PM 04:D5PM 04:16PM 04:24PM ���.�� 03:43PM 03;57PM 04;D4PM 04;15PM 04:26PM 04:34PM 03:42PM 03:47PM 03:49PM � 04;D7PM D4:14PM 04;25PM 04:36PM D4:44PM 03:57PM 03:59PMT®� 04:17PM 04:24PM Q4:35PM 04:46PM 04:54PM ��� 04:13PM 04:27PM 04:34PM 04:45PM 04;56PM b5:44PM 04:17PM 04:19PM ��_' D4:37PM 04:44PM 04:55PM 05:06PM 05:14PM 04;27PM 04:29PM � D4;47PM 04:54PM 05:05PM 05:16PM 05:24PM 04;57PM 05;04PM 05:15PM 05;26PM 05;34PM 04:47PM 04:49PM �� 05:07PM 05:14PM 05:25PM 05:36PM D5:44PM 04:57PM 04:59PM � 05:17PM 05:24PM 05:35PM 05;46PM 05;54PM 05:13PM 05:27PM 05:34PM 05:45PM 05:56PM Q6:Q4PM D5:17PM 05:19PM � D5:37PM 05;44PM 05:55PM D6:06PM 06;14PM �:� D5:27PM 05:29PM � D5:47PM 05;54PM 06:05PM Ofi;16PM 06;24PM ��� D5:43PM D5:57PM 06;04PM 06:15PM D6;26PM 06;34PM �� 05:47PM 05:49PM � 06:07PM 06:14PM 06:25PM Q6:36PM 06:44PM 06;54PM 06:06PM 06:08PM 0 06:26PM 06:33PM 06:44PM 06:55PM 07:b3PM 07;10PM 19PM == :32PM 06:44PM 06;46PM 07:04PM D7;10PM 07;17PM 07;26PM 07:33PM 67:40PM ;52PM D7:04PM 07:06PM 07:19PM 07;25PM 07:32PM 07;41PM 07:48PM 07:55PM ;29PM �� 07:38PM 07:49PM D7:55PM 08:02PM 08:11PM 08:18PM 0$:25PM :54PM 0 D8:04PM D8:06PM � 08:19PM 08:25PM D8:32PM 08:41PM 08:48PM 08:55PM ;30PM--- 08:40PM 08:42PM � 08:55PM 09:01PM D9:D7PM 09:14PM 09:19PM 09:25PM 09:04PM 09:13PM 09:14PM 09:26PM 09:31PM 09;37PM 0944PM 0949PM 09.55PM 10:04PM 10:13PM 14:14PM 0 10:26PM 10:31PM 10:37PM 1044PM 10:49PM 10:55PM 11 04PM � 11:13PM 11:14PM � 11:26PM 11:31PM 11:37PM 11;44PM 11;49PM 11:55PM Little Havana Circulator (Clockwise) -Via SW 7 St Route 207 BIKE s RIDE ALL BUSES ARE WHEELCHAIR ACCESSIBLE WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. D Q� N ' Cn Q LO Cf] (t North Map not to scale 10/04 EFFECTIVE: November 21, 2004 DESTINATION SIGN SW 7 St/1 St Via Beacom -015C NOT IN SERVICE - 02D6 SW 1 St 10 SW7St a) Q N C!] NW 1St m Q 2 NW3St a) Q cv Government Center z a) Q N C!] NW 1St m Q 2 Route 207 -- Little Havana Circulator Weekday Westbound 05:18PM 05:33PM05:41PM 05:48PM 06:OOPM 05;33PM 05:48PM 05:56PM 06:03PM 06:14PM 05:48PM 06:03PM 06:10PM 06:15PM 06:26PM 06:03PM 06:15PM 06:22PM 06:27PM 06:38PM 06:18PM 06:30PM D6:37PM 06:42PM 06:53PM D6:35PM 06:47PM 06:54PM 06:59PM 07:10PM 06:55PM 07:07PM 07;14PM 07;19PM 07:30PM 07:15PM 07:27PM D7:34PM 07:39PM 07:50PM 07:35PM 07:47PM 07:54PM 07:59PM 08:10PM 07:55PM 08:07PM 08:14PM 08:19PM 08:30PM Little Havana Circulator {Counterclockwise} -Via West Flagler St Route 208 6iKE 8RfDE ALL BUSES ARE WHEELCHAIR ACCESSIBLE WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or (D 1 off the bus. Q' N ' 7N 7 1 City of Miami M M Police -� Sub Station ��a G0 0/ 13)SW 7 St Q r` 3 N Cf1 1� North Map not to scale 10/04 EFFECTIVE: November 21, 2004 DESTINATION SIGN FLAGLER /8 St via Beacom -0146 NOT IN SERVICE - 02D6 -4— West Flagler St -�P SW 8 St NW3St � -► Q N ZGovernment Center If, NWISt 0_ , Route 208 -- Little Havana Circulator Weekday Eastbound 06:03AM 06:13AM 06:19AM 06:27AM 06:37AM 06:18AM 06:28AM 06:34AM 06:42AM 06:52AM 06:33AM 06:43AM 06:49AM 06;57AM 071MM 06:48AM 06;58AM 07:05AM 07:15AM 07:27AM 07:03AM 07:14AM 07:21AM 07:31AM 07;43AM 07:18AM 07:29AM 07:36AM 07:46AM 07:58AM 07:33AM 07:44AM 07:51AM 08:01AM. 08;13AM 07:48AM 07:59AM 08:06AM 08:16AM 08:28AM 08:03AM 08:14AM 08:21AM 08:31AM 08:43AM 08:18AM 08:29AM 08:36AM 0$:46AM 08:58AM 08:33AM 08:44AM 08:51AM 09:01AM 09;13AM 08:48AM 08:59AM 09:06AM 09:16AM 09:28AM 09:05AM 09:16AM 09:23AM 09:33AM 09A5AM 09:25AM 09:36AM 09:43AM 09:53AM 10:05AM 09:45AM 09:56AM 10:03AM 10:13AM 10;25AM 10:05AM 10:16AM 10:23AM 10:33AM 10:45AM 10:25AM 10:36AM 10;43AM 10:53AM 11;05AM 10:45AM 10:56AM 11;03AM 11:13AM 11:25AM 11:05AM 11:16AM 11:23AM 11:33AM 11:45AM 11:25AM 11:36AM 11:43AM 11:53AM 1215PM 11:45AM 11:56AM 12:03PM 12:13PM 1215PM 12;05PM 12;16PM 12:23PM 12:33PM 12:45PM 12:25PM 12:36PM 12:43PM 12:53PM 01:05PM 12:45PM 12:56PM 01;03PM 01:13PM 0115PM 01:05PM 01:16PM 01:23PM 01:33PM 01:45PM 01:25PM 01:36PM 01:43PM 01:53PM 02:05PM 01:45PM 01:56PM 02:03PM 02;13PM 02:25PM 02;05PM 02:16PM 02:23PM 02:33PM 02:45PM 02:25PM 02:36PM 02:43PM 02:53PM 03:05PM 02:45PM 02:56PM 03:03PM 03:14PM 03:26PM 03:05PM 03:17PM 03:24PM 03:35PM 03:47PM 03:25PM 03:37PM 03:44PM 03:55PM 04:07PM 03:40PM 03:52PM 03:59PM 04:10PM 04:22PM Nap; 4:07PM 104:37PM 04:10PM 04:22PM 04:29PM 04:40PM 04:52PM 04:23PM 04:35PM 04:42PM 04:53PM 05:45PM 04:38PM 04:50PM 04:57PM 05:08PM 05:20PM 04:53PM 05:05PM 05:12PM 05:23PM 05:35PM 05:10PM 05:22PM 05:29PM 05:40PM 05:52PM 05:25PM 05:37PM Q5;44PM 05:55PM 06;07PM 05;40PM 05:52PM Q5:59PM 06:10PM 06;20PM 05:55PM 06:07PM 06:13PM 06;22PM 0132PM 06;10PM 06:20PM 46:26PM 06:35PM 06:45PM 06:25PM 06:35PM 06:41PM 06:50PM 07:OOPM 06:45PM 06:55PM Q7:D1 PM 07:1 DPM 07:20PM D7:05PM D7:15PM 07:21PM 07:30PM 07:40PM 07;25PM 07;35PM 07:41PM 07:50PM DS:OOPM 07:45PM 07;55PM D8:01 PM D8:1 DPM 08:20PM 08:05PM 08;15PM 08:21PM 08:30PM 08;40PM