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HomeMy WebLinkAboutSufficiency Letter and Traffic Impact Analysis12/1 /2006 13:46 FAX 1216 oue DecemberDecembar 12, 2006 Via Fax and US Mall Ms. Like 1 Medina, MCP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 21 Avenue (10th Floor) Miami, Florida 33130 Re: Nordica on 8 (WO # 166) Sufficiency Letter Dear Ms, Medina: Subsequent to our September 11, 2006 review oornments for the subject project, we have received a revised traffic report along with a formal response from Fandre Consulting Inc. (FCI) dated December 2, 2006, We have also received a revised site plan showing the turning radius of the delivery trucks from FCI. Photocopy of the response letter and revised site plan from FCI are attached herewith. Please note that the applicant has stated that the current site plan has been revised to address the issue of excessive queue length at the $W 74h Street Driveway. According to the revised site plan, vehicles frorn the retail and office parking area will exit through the SW 8th Street Driveway. The applicant also concluded that the revision of the site plan eliminates the queuing problem. At this tirne, we conclude that the revised traffic report along with the subsequent submittal meets all the traffic requirements and the report is found to be sufficient. Should you have any questions, please call Quazi Masood or me at 954.739.1881. Sincere UR Raj nmug Sen' Traffic Engineer n Southern Attachment Cc: Mr, Antonio E. Pera4 Planner II, City of Miami (Fax: 305.416.1443) Mr. Menny A Vega, Engineer I, City of Miami Zoning (Fax: 305.416.1490) Mr. Henry A Faociref. FE, FIDE - PC! (Fax: 305.921.9940) ORS Comore= Lake5hore Cornsslex 5100 NW 33(cl Avenue, Sot 150 FOR umsercia1c. FL 33308.6375 Tel: 954.739./881 Fax: 354.739,1789 F., • " t" t '2",' '6 • Z. For MAJOR USE SPECIAL PERMIT Prepared for ASTOR DEVELOPMENT SBS Tower 2601 South Bayshore Drive, Suite 1800 Miami, Florida 33133 Prepared by FANDREI CONSULTING, INC. 12651 S. Dixie Hwy., Suite 333 Piriecrest, Florida 33156 EB No. 26574 December 2006 (Update of Reports prepared in August & October 2006) 0507-4 /CO Henry A. Fan PTOE Florida P.E. #31478 NORDICA ON 8 MIAMI, FLORIDA TRAFFIC IMPACT ANALYSES FOR MAJOR USE SPECIAL PERMIT TABLE OF CONTENTS INITRODUCTION.e................................................................ ....... ............ 1 EXISTING CONDITIONS. ........ ...... ........ ....... „..„ ....... ........ 4 PLANNED & PROGRAMMED ROADWAY IMPROVEMENTS 7 TRIP GENERATION & DISTRIBUTION 8 BACKGROUND TRAFFIC GROWTH AND OTHER PROPOSED PROJECTS 11 INTERSECTION CAPACITY 13 DRIVEWAY CAPACITY 15 CORRIDOR CAPACITY 16 TRANSPORTATION CONTROL PLAN MEASURES...._ ............ ................. .i• 21 CONCLUSIONS AND RECOMMENDATIONS 22 TABLES Table 1 - PM Peak Hour Trip Generation 9 Table 2 - Projected intersection Leveis of Service & Delay 13 Table 3 - Driveway Capacity 15 Table 4 - Existing Corridor Capacity for SW 7tn and 8`1' Streets 17 Table 5 - Projected Corridor Capacity for SW 7th and 8`h Streets 18 Table 6 - Existing Corridor Capacity for SW 12th Avenue 19 Table 7 - Projected Corridor Capacity for SW 12th Avenue 20 FIGURES Figure 1 - Location Map 2 Figure 2 - Site Plan 3 Figure 3 - Lane Use and Traffic Control 5 Figure 4 - Existing PM Peak Hour Traffic 6 Figure 5 - Project Trip Distribution 10 Figure 6 - 2008 PM Peak Hour without Project 12 Figure 7 - 2008 PM Peak Hour with Project 14 APPENDICES Appendix A - Scope of Services and Responses to Review Comments Appendix B - Traffic Counts Appendix C - Traffic Signal Operating Data Appendix D - FDOT Seasonal Adjustment Factors and Projections Appendix E - Trip Generation & Distribution Appendix F - FDOT Quality/LOS Handbook — Table 4-7 Appendix G - Other Proposed Developments Appendix H - Intersection Capacity Analyses Appendix I - Site Plan and Truck Maneuvering Studies NORCICA ON 8 MIAMI, FLORIDA TRAFFIC IMPACT ANALYSES FOR MAJOR USE SPECIAL PERMIT INTRODUCTION The information contained in this report represents the second update to the Traffic Impact Analyses prepared for this project in August 2006. An update to the traffic report prepared in October 2006 included new data collection for all intersections and roadways near the project, use of recently released seasonal factors and growth rates from Florida Department of Transportation, changes to some of the figures to better represent the data analyzed and other modifications as requested by the City and the City`s traffic engineering consultant, The Nordica On 8 project has recently been downsized and the traffic impacts of this new plan are documented in these new Traffic Impact Analyses. Nordica On 8 is a mixed use development to be located between SW 7th and 8th Streets along the west side of SW 12`h Avenue. The general location and approximate study area for this study area for this project are shown in Figure 1. The Nordica On 8 project will contain 415 residential condominium units and 23,262 square feet of retail space. A site plan for the development is shown in Figure 2 and is also included in Appendix I. These analyses were prepared in response to City of Miami requirements for traffic impact analyses associated with projects seeking a Major Use Special Permit. FCC 0507 Apt D2Dec06 olgtif rdica on 8 FANDR51 CONSULT NG INC Traffic Engineering Services 12/06 Study Aria Figure 1 Location Map os EXISTING CONDITIONS The numhe_r of lanes and lane use on the roadways surrounding rite slt and traffic control at the intersections studied are shown in Figure 3. Turn 0 movement count data were collected between 4:00 and 6:00 PM at the intersections on 5 = 1 l `'' Avenue at SW 7th and 8`r Streets and on SW 1.2`'` Avenue at SW 7th and 8`h Streets September of 2006, data were collected on t yp 2week days, These traffic volumes were increased to convert measured traffic to peak season traffic, using standard Florida Department of Transportation (FDOT) adjustment factors. Any minor imbalance in traffic counts between intersections was adjusted. Existing peak season (2006) traffic volumes are shown in Figure 4. Traffic counts are found in Appendix A to this report, signal operating data is found in Appendix B and recently released (FDOT) seasonal adjustment factors are included in Appendix C. Existing peak season traffic at the four (4) study intersections was evaluated using Highway Capacity software consistent with the latest edition of the Highway Capacity Manuel. All three signalized intersections operate at Level of Service C or higher. Existing and projected intersection Levels of Service are described in more detail under intersection capacity later in this report. Corridor capacity and levels of service on SW 7th and 8th Streets and on SW 12Avenue are described later in this report under Corridor Capacity. These analyses are also based on traffic count data collected in September of 2006. Fel 0507 Rpt 020ec06 FANDRE1 CONSULT INC Tess Engieo oting Servicos `s2/D6 Legend: : Stop Sign S: Traffic Signal Figure 3 Lane Use & Traffic Control •rdica On 8 FANDREI CONSULTING INC Traffic Engineering Service?, 1;'06 Note. PM Peak Hour Volumes 6 Figure 4 Existing Traffic Volumes PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The Transportation Improvement Prograrn (TIP) for 2007, prepared by the Metropolitan 'iarmin Organization, was researched to determine what near -term transportation projects are planned and programmed for construction within the general vicinity of Nordi.ca On 8. No pro rammed irnprove>nents in the general area of SW 12th Avenue and 80 Street were found. FCI 05E7 Rpt 020ec56 TRIP GENERATION AND DISTRIBUTION ' 9 As stated ear i :r, Nordica On 8 Project will have 41 residential condominium units and 23,262 square feet of retail uses, The retail uses will generally be specialty retail oriented towards serving the residential portion of the development and the nearby neighborhood. There is frequent bus service on 7 and 8`'Streets and on SW 12 Ave close to the project. For this reason, it is assumed that transit use will result in a 10% reduction in vehicle trips to and from the residential units within this project. Internal capture, i.e. trips between the retail and residential uses on site, was calculated to be 6% of the residential, 16% of the retail and 9% of the total trip generation using the procedures found in the ITE Trip Generation Manual. Details of these calculations can be found in Appendix E. Trip Generation for Nordica On 8 is summarized in Table 1. Net vehicle traffic to and from the Nordica On 8 project was assigned to the local roadway network using the Cardinal Distribution of Trips developed by the Metropolitan Planning Organization. Details describing the distribution of project trips per the Cardinal Distribution can be found in Appendix E. The distribution of project vehicle trips during the PM peak hour is shown graphically in Figure 5 and is described in Appendix B, Table B-1. FCI 05©7 Rp Q2 ecO6 S Table 1 PM PEAK HOUR TRIP GENERATION Land Use ITE Land Enter Exit Total Size Use Code Trips Trips Trips Residential Condominium 415 Di). 230 129 64 193 Internal Capture CO 6% -6 -6 -12 Subtotal 123 58 181 Transit Trip Reduction Lcr 10.0% -12 -6 -18 Net Residential Trips 111 52 163 Land Use ITE Land Enter- Exit Total Size Use Code Trips Trips Trips Specialty Retail 23,262 sf 814 34 43 77 Internal Capture (dJ 16% -6 -6 -12 Subtotal 28 37 65 Retail Pass -By Trips @a, 50% -16 -16 -32 Net Retail Trips 12 21 33 NET NEW TRIPS 123 73 196 RC! 0507 Rpt 02Sec05 9 •rdica on 8 FANDR2I CONSULTING INC Trek'. Engineering Seru`saes 12 i 6 ;Vote: PM Peak Hour Volumes Project (Pass -By) Figure 5 Project Trip Distribution BACKGROUND TRAFFIC GROWTH AND OTHER PROPOSED PROJECTS C oi_stra tion o Tordica On 8 Project is scheduled for completion during the year 2008. Background traffic growth is assure increase at I % per year for NW 1 1 ' and Avenues, I% per -year for SW 7'5 Street and 2.5% per year for SW 8 Street. The rates are based upon FDOT projections for traffic growth on FDOT roadways in the general area of th.e proj ect. The Large Scale Development Report prepared by the City of Miami in December 2005 was checked to establish which projects may have an impact on traffic flow in the vicinity of Nordica Dn 8. Traffic projections associated with several proposed projects in the study area were checked to determine which of the projects added traffic to the roads studied. However, Capital Place and Capiro Tower were the only projects which had traffic affecting the roads and intersections studied for these analyses. A detailed table showing calculations with background traffic growth, traffic from the committed developments and assignment of project traffic to the study area can be found in Appendix B, Table B-1. Future (2008) background traffic, including traffic associated with the two proposed projects referenced above, is shown graphically in Figure 6. fC10507 Rpt u2I7ecC6 rdica on 8 FANDREI CO $ULTiNG INC Traffic Engineering Services 12/06 Note PM Peak Hoar Volumes 12 Figure 6 2008 nV n Vo mes w/o Project INTERSECTION CAPACITY Total projected traf c volumes for 2008 are shown ii. Figure 7. These 2008 PM Peak Hour traffic volumes consist of estimated background traffic, traffic from proposed developments and external vehicle trips from Nordica On 8. Calculation of these projected volumes can be found in Table B-1, Appendix B. Intersection capacity analyses were perforr^ed for the intersections on SW 12th Avenue at 7" and 8th Streets and on S.W. llth Ave at 7`n and 8tn Streets to analyze levels of service associated with the projected 2008 P.M. Peak Hour; both with and without this project. The analyses showed that all four of these intersections operate and will continue to operate at levels of service which meet City of Miami requirements. The results of these analyses are found in Table 2. Table 2 INTERSECTION LEVELS OF SERVICE U nsignalized Intersection Approach SW 1 lth Ave & 7th St WBL SB Signalized Intersections SW 1 lth Ave & 8th St INT SW 12th Ave & 7th St INT SW 12th Ave & 8th St INT 2005 2008 2008 with Existing Background Project PM Pk PM Pk PM Pk A D A C C A D A C C A D A C C PCI 0507 apt O20ec06 13 •rdica on 8 FAND EI CONSULTING INC Traffic Engineering Servdcsc i 2'O6 Note: PM Poaic Hour Volumes 14 Figure 7 2008 I Vn Volumes wi Project DRIVEWAY CAPACITY Operatine conditions at the pro ect driveways on ` tl= and on SW 8th Streets were analyzed to determine if there will be any capacity or queuing problems at these locations. The results are shown in Table 3 below. Table 3 DRIVEWAY LEVELS OF SERVICE & DELAY Unsignalized Intersections Approach LOS Ave Delay 95% Queue (sec/veh) Driveway on SW 7th Street NBLT B 10.6 0.25 Driveway on SW 8th Street SBLT B 14.1 0.54 Table 3 shows that delays and backups at the exit driveways will be minimal. Truck entry and exit maneuvers at the SW 7th Street driveway and maneuvering within the loading area were tested. The results of the truck movement analyses can be found in Appendix I. These analyses show that the loading bays are adequate to accommodate trucks but that trucks may run over the chanelizing island in the driveway and may sometimes strike the curb at the northwest corner of the driveway while exiting. Based on the results of these movement analyses and discussion with the City of Miami's traffic engineering consultant, it is recommended that the driveway on SW 7th Street (including the chanelizing island) be modified slightly to better accommodate the entry and exit of trucks. These modifications are relatively minor in nature and will not affect the overall site plan. f 06Dec06 PCI 0507 Rpt 02Dec06 15 CORRIDOR CAPACITY Coridor eapacltles on , , 7 an- 8 x `�tr;ets and on SW 1.2-, Avenun in T.he general vicinity of this project were analyzed using the City of Miarni s person trip methodology. This methodology is contained in Miami's Comprehensive Neighborhood Plan as updated. Future conditions analyzed are fo, the year 2008. These future conditions include background traffic growth and traffic from other proposed projects along with associated person growth and the impact in person trips of this project. p Existing and projected corridor capacity and Levels of Service for these 2 corridors are described in Tables 4, 5, 6 and 7. In reviewing Tables 5 and 7, it can be seen that both corridors will operate at Level of Service D or better in the year 2008. This exceeds (is better than) the minimum standard established by the City of Miami. rCT 015E Rpt C20ec06 6 Corridor Segment Dit SW 71h and 8t11 Streets SW 7t10 Ave to 17th Ave EB SW All Ave to 171.11 Ave WB Ia 20 S r20 LS LS 'fable 4 Existing Corridor Capacity for SW 7th and 8th Streets (PM Peak Flour Period in 2006) Lanes Roadway Conditions (vehicles & person trips) 2 1 Person 2006 Max Ser Capacity Trip PM Pis lir adj. to Volume in vhlr Capacity Period Pk Sea (0 i-20) LOS 0: .6 ppv) (v)) 1A:1 El11 3,900 3,250 5.200 1,6!8 1.08 3.900 3,250 5,200 1,305 1.08 A ['DOT Qual}tylhevel of Service Handbook., Table 4-7 Note: The SW 7th Street Peak Flour Period Occurs in the PM The SW 81lr Street Peak Flour Period Oecuts in the AM 2005 PMIT'kile Period (vpkr'I (t31 ,74'7 1,409 Roadway, Velxir0 Trips \r/C (..OS 0.54 0.43 5 4 Persoli F.:.xcess Trips R'dv. av Auto Peis Top (a, L4 pp)) C 2OFlCf35' 2,44(i 2,754 1.973 .3.227 incoased iav for Corridor Segment Dir SW 7th and 8th Streets SW 7th Ave to 17th Ave EB SW 7th Ave to 17th Ave WB Fel 05074 /?pf 020ec06 0 ._a -o 0 0 5 0+20 E+20 a E LS LS Table 5 Projected Corridor Capacity for SW 7th and 8th Streets (PM Peak Hour Period in 2008) banes 3 3 Max Ser Volume (E+20) 3,900 3,900 2 Cap'y in vph (LOS E) IAl 3,250 3,250 3 Person Trip Capacity (471.6 ppv) 5,200 5,200 Roadway Conditions (vehicles & person trips 2006 PM Pk lIr Period (vph) let 'I 1,747 1,409 [A] F1)OT Quality/Level of Service I4andbook, "fable 4-7, Appendix I1 Note: The SW 7th Street Peak I lour Period Occurs in the PM The SW 8th Street Peak dour Period Occurs in the AM I3'gnd Traffic Growth 1.05 1.02 2008 B'gttd PM Pk 11r Period 1,834 1,437 Other Devel "Fin file 13 31 Project Vehicle Traffic 130 115 4 Total 2009 PM Pk Traf 1,977 1,583 7 Roadway Vehicle Trips V/C LOS 0.61 0.49 5 Person RA5adway Trips I'rltivay Person Auto 1'ers l rip i itr (0.d71 PPv} 2,708 2,216 LOS* vph A 410 0,13 3080 0.95 l 3250 1.00 1i+20 3900 1.20 :aset1 by 2 Corridor Segment Dir SW t 2h Avenue SW 22nd Street to 7111 Street Nt3 SW 7th Street to 22iu1 Street SO 1..S LS 'rabic 6 Existing Corridor Capacity for SW 12th Avenue (PM Peak Hour Period in 2006) i,anes 2 2 Roadway Conditions Thirties person trips 2 3 4 Person 2006 2006 Max Srr Capacity `I'ri)z PM Pk I-Ir adj. to. PM Pk i Ir Voiurnc in vph Capacity Period Pk Sea Period (E-120} 1.US 0 ttn!i.t ppv) (vph) (vph.) �n [t)1 (13 [ 1,550 1,290 2,064 537 1.08 580 1,550 1,25)0 2.064 520 1.08 562 Roadway Vehicle (rips VIC' 1:(.)S 0.43 0.44 A 4 DOT Quahty(I le -tf Service Handbook, `fable 44-7 5 6 Person }'lxres; Roadwn•av Trips R`elwav Person Anto Pigs Trip iit {;ti;t..l pr3� I Capacity VI( :' l-C7S 81 (.252 (1.39 787 1-.277 0.38 l..OS vph V C i.'''2(? d.203, Corridor Sep -mini Dir SW 1 2th Avcnne SW 22nd Stree'l to 7th Street NB SW 710 Street to 22nd Street SB Table 7 Projected Corridor- Capacity for SW 12thr Avenue (PM Peak Hour Period in 2OO8) 0 1.5 LS I-.aroo 2 2 (oaciwiy t.`oi ditions (vehicles & person trips) 2 3 Person 2006 L4gnd 7008 Other Max Ser C'ap'y i'rip PM Pk Fir Traffic f3'o€ed Devel Volume in vph Capacity Period Growth PM Pk i-h- 11.rafiic 1E -20) (LOS T3) (�,+�Isppvl ()pahl PeeiCxf [A] [.t3 i.SSO 1,200 2,064 580 I.(S?_ 592 19 I,550 1,290 2,O04 562 1.02 573 4 1A11 ['DOT Quality/Level of Service Handbook, '('able 4-7, Appendix I-1I [[(31 See Worksheet in Appendix A # Corresponds to note 'Timbers itr City of Miami Report 71m;sport00on Corridors, (989, pages 16 & 17 Project Vehicle Traffic e) 48 "Fetal 2004 PM P k I of 620 62.5 0.18 t'erson Trips Aoto .4 iipvi 00)3 875 i2�1{1e�C3v Peas Trip Capacity 9 vph vic Sari F'& =t0() 0 38 1130 0.88 1200 .. 1550 TRANSPORTATION CONTROL PLAN MEASURES The City )f Mia i requires that developments needing a ML?SP explain how the proposed development plans to reduce the site's traffic impact on ad acent and nearby intersections and I2th Avenue, This.15 ,8`h Streets and Stir the streets. Metro bus has routes that serve SW 1 7 transit service will serve to reduce the volurne of prar y auto trips to and from this project. There are other traffic reduction measures which may reduce primary trip making as well. Suggested measures include, but are not limited to, the following: Encourage car-pooling and van -pooling Post mass transit schedules, maps and related information in the public areas of the new facility. ® Provide bicycle storage racks near the retail uses FCI 0507 Apr 025ec05 21 CONCLUSIONS AND RECOM ENDATIONS The proposed development falls within the traffic concurrency exception area established by the South Florida Regional Planning Council and the Florida Department of Community Affairs. These analyses show that the intersections and corridors studied will operate at acceptable levels of service after Nordica On 8 has been fully constructed and is occupied. Capacity analysis of the project driveway on SW 7th and 8th Streets shows that the driveways will operate at Level of Service B and that backups (queues) atthe drives will be minimal and will not interfere with internal circulation. It is recommended that the driveway on SW 7th Street be modified slightly to better acconodate the entry and exit of trucks into the loading area. These modifications are relatively minor in nature and will not affect the overall site plan. R 06Gec05 FC10507 Rpt 02DecC5 22 APPENDICES APPENDIX A SCOPE OF SERVICES AND RESPONSES TO REVIEW COMMENTS FANC.“',ILJ CEINS:iiLTMG iNC. VIA E-MAIL December 2, 2006 Mr. Quazi L .Masood URS Corporation 5100 NW 33rd Avenue, Suite 150 Fort Lauderdale Florida 33309-6375 Re: Norclica on 8 Response to Review Comments Dear Mr. Masood: We have updated our traffic analyses in response to the review comments contained in your September I 1, 2006 letter to ',ilia Medina of the City of Miami. Specific changes which we made to our report in response to your comments were as follows: The project site plan has been revised since the August traffic report. We have developed truck maneuvering (turning path) diagrams for each of the loading berths associated with the latest plan. All of the diagrams are included in the appendix to our new report and the diagrams show entering and exiting maneuvers for the trucks. 2. We have collected new turning movement information for all of the study intersections and have also collected 48 hour arterial counts on SW 7th and 8th Streets and on SW 1 2th Avenue. The new turning movement data is much more closely balanced than the original data. Nevertheless, we have balanced traffic flow between the intersections to provide for a clean analysis. All of the intersection and arterial analyses have been revised to incorporate the new count data. 3. The appendix to the updated report now contains all relevant pages associated with the turning movement counts. 4. We have corrected the error associated with capacity analysis for the intersection of SW 7th Street and 11 th Avenue. 5. The table showing the development of future traffic, both with and without the Nordica project, has been revised to include turning movements at the project driveways. Figure 7 has also been revised to graphically show volumes entering and exiting the project driveways as well as traffic at the nearby intersections, 6. Our analyses of intersection capacity at SW I 1 th Avenue and 7th Street, which uses both the new traffic counts and new FDOT peak season rates and growth rates, shows that this intersection will operate at Level of Service C with the existing traffic signal timing in the year 2008 after the project is completed. Mr. Quazi I. Masood December 2, 2006 Page 2 7. The City of Miami's Large Scale Development Report, dated December 2005 was used to determine committed developments within the study area, The specific report is referenced in the new Traffic Impact Analyses. 8. The August site plan has been revised in response to the joint concerns of the City, URS and me regarding excessive queue length at the SW 7th Street driveway. The revised site plan now allows for vehicles from the retail and office parking area to exit at the SW 8 true Street driveway. The new capacity analyses demonstrated that this new site plan eliminates the queuing problem identified earlier. FCI's December 2006 update of the traffic impact report analyses the impacts of the latest (November 2006) site plan for Nordica On 8. The new site plan is somewhat smaller than the earlier versions of the project. You have any questions regarding this letter or our new analyses; please contact me at your earliest convenience. I wish to thank you for all your kind cooperation during the development of our traffic analyses for Nordica on 8. Very truly yours, Henry A. Fandrei, P.E., PTOE Principal 05C7-4 €viasood 02Dec06 1.• 002 Date - From: September 11, 2006 tAa Medina, AICP aj Shanrnugam, P,E Subject- Norrlica on 8 (WO # 166) Preliminary Comments The following issues need to be addressed and the additional infoti rr requested need to be presented to complete our review of the traffic study: 1 The attached site plan shwas the maneuvering (turning path) of the delivery trucks for only cne loading berth, The report must include the maneuvering (turning path) of all loading berths; 2. The turning movement counts at the study intersections were performed in different months (April/2005 and October/2005). Due to the gap between the data collection dates, the turning volumes at the intersections are widely unbalanced. A revised turning movement count at all the study intersections within a period of maximum three (3) consecutive days is required; 3. The report must include the relevant page (from the PETRA software program) containing the peak hour turning movement volumes for each individual study intersections; 4 The westbound through volume at SW 7'" Street/SW 11th Avenue intersection is not inserted in the existing condition HCS analysis (Appendix H), which must be revised; 5_ The report does not include a matrix showing the steps in determining the turning volumes at the site driveway, which must be addressed, Additionally, the driveway turning volumes must be shown graphically in the future year with project graphics (Figure 7); 6. The future year capacity analyses at SW 7`h Street/SW 12th Avenue intersection is performed based on the modified signal timing/phasing combination, The report must also include the analyses of the said intersection considering original signal timing/phasing combination; 7. The report does not include the date (month and year) of the `Large Scale Development Report' consulted to find the names of the committed developments, which must be addressed: Please note that the report identifies an excessive queue length (exceeding 4 vehicles c 95% queue) at SW 7`h Street/Project Driveway entrance. The report recommends that this issue could be alleviated if the retail and office traffic were allowed to exit through SW 8' Street. The applicant also proposes to modify the signal timinglphasing combination at SW 7"' Street/SW 12th Avenue intersection. The applicant needs to coordinate with the Miami Dade County Traffic Control and Signs Division to secure appropriate approval as this project goes through the review process. Should you have any questions please fell free to call me or Ouazi Masood at 954.739.1881. Cc: Mr, Kevin Watford, Planner 11, City of Miami (Fax' 305.415.1443) Mr. Manny A. Vega, Engineer 1, City or Miami Zoning (Fax: 305.416.1490) Mr. Henry A Fandrei, PE, PT©E, FCl (Fax.' 305-921.9940) URS Corooratloc Lakeshore Conplea 5100 NW 33rd kedicue. Suite 150 Gait i.auc croaie, f'L 33309-6375 T0: 954.739.1851 Faz: 554.739.1729 H e Fy A. Fa r-COM ::-ter:yr A. Fandre: fhfanore,f5DTgraffc: coml nt: Thesaay March 2 2006 5 09 PM Kt -cant K Myat (Khart MyatiRSCorp.com) Subject: N(ica on 8 PILI-P 2,.ar tnfflc analyses on thls project had been on hold. Now we are ready to proceed with the 'affic mpact Analyses. This e-mail contains my current recommendations re. preparation of the S? traffic analyses for this project. project will be located on the East side of NW 12th Avenue and will extend frorn SW 7th Street Sth Street. will have ''up to" 440 residential units an up to 35,000 sf of retaiL sidenUal access will be via a driveway on SW 7th Street. Parking for the retail uses will be -cessed by a single drive on SW 8th Street. -ndrei Consulting, inc. (FCI) proposes the following scope of services for this traffic study: study area will be defined by W. Flagier Street to the North, 1-95 to the East, Coral Way to the and SW 17th Avenue to the West -qa Collection/Committed Development/Growth Rates will provide 4:00 to 6:00 PM Turning Movement Counts at the following intersections: SW 12th Avenue and 8th Street (signalized) NW 12th Avenue and 7th Street (signalized) SW th Avenue and 8th Street (signalized) SW ilth Avenue and 7th Street ,-H•rldor Analysis will be performed for the roadways listed below. We will use 48 hour counts -,Ilected at these locations. SW 8th Street (eastbound), SW 7th Street (westbound) and NW 1 2th Avenue (northlsouth) review of the City of Miami's Large Scale Development Report showed no Approved MUSP roJects in the general proximity of this project. However there are a number MSP's are in )€ project's study area which are still active, have traffic studies and, if approved, may have an npact of traffic volumes near this project: Sioit-;,1 Place at 1227 SW 8th Street .2205 Car)iro Tower at 300 cW 1 2th Avenue The- P,oacis Edde at SW 9th Court and ith Street aantideer cisAf Eith Avenue and 1 st Street tv the Roads Village at SW Ste _Avenue and I st Stireet con revIeyv of data available from the City of Miami, I found that only Capitai Place and Capiro ov,-er add traffic through the study intersections and study corridors. he growth r;ite to background traffic wW be based upon FDOT project ons for SW 7th and 8th rears and for SW 12th Avenue. .ak season traffic win be used in the analysis of existing and future (,,A.1 h project) conditions e study corridors. loacity analyses tersection -analysis will be performed per the procedures in the HCM. the 4 intersections do not have the same PM Peak Hour, we will use a common peak hour for the intersections which represents the worst traffic conditions for the intersections as a group. isting traffic signal operation data will be used for analyses of signalized intersections, City's Corridor Analysis procedure will be used for the study corridors. Ceneration and Distribution ip generation for the facility will be performed using the equations found n The 1TE Report: Trip ,.neration, 7th Ed1tion. le Cardinal Distribution from the Metropolitan Planning Organization's (MPO) transportation arming process will be used for site traffic distribution.. 'sceilaneous 7t propose to address site circulation as it pertains to affecting traffic on public roadways. This include queuing of traffic, if any, on public roadways and capacity analyses at the tersections formed by site driveways and their connection to public roadways. r traffic study will also address queuing within the parking garage or retail parking lot and aneuvering within the loading area. garage maneuvering or isle design; parking dimensions or ian.tities. ease e-ma or call me w1th any additional comments or questions regarding this proposed - of services. ank you for your assistance. 2:e'20,03 Cr? lelry HT-3nctrel, P.E . PTCE Consuitng tnc. S DA'e Hwy., Sute 333 mecTest, !Horcl,--1. 33156 .305) 921-9855 a-;.CrE•-'-fc.tratNc APPENDIX. B TRAFFIC COUNTS i nte'rsect10U Avemie \A: TABLE 13-1 i) `.R t RM1' G MOVEMENT C:: )A 200E 23t;'c n: 3 re" passe .o�.,,_ �a 2008 u , i 2006,Mth Traffic Vr , ru;c Th p`a�zct SBT SBR .\;4t 0 T 1. i 525 42 1.08 45 :y 1.08 55 1.02 46 .02 56 3 0 46 66 11,18 1 1.02 72 is 0 56 .527 1.44 1.649[ 1.02 1,682 i 2 {9 1.713 7 A :r\BR 1 3 0 36 1.08 39 end 4 \% 8t€: Street SBL 0 72 .08 78 211-St p-06 SBT 36 0 36 1.08 39 EBT 1.206 0 1.206 1.08 1.302 EBR 49 0 49 1.08 53 677 2t:11 Avenue. NBL and SW 7th Street NBT 26-Sep-06 SBT SBR WBL WBT W'BR. SW 12rh Avenue NBT and SW 8th Street NBR 26-Se0-06 SBL SBT 0BL EBT EBR N. Project Dw' NBL and SW 7th Street WBL WBT 22 2 124 1.08 134 450 7 457 1.08 494 421 9 430 1.08 464 124 0 124 1.08 134 96 3 99 1.08 107 1,303 12 1,315 1.08 1,420 163 1 164 1.08 177 425 0 425 1.08 459 89 7 96 1.08 104 138 142 1.08 153 387 0 387 1.08 418 156 0 156 1.08 168 989 28 1.017 1.08 1,098 77 0 77 1.08 83 0 0 1.704 1.02 40 4 0 40 .02 80 0 0 80 1.02 40 0 0 40 1.05 1,367 0 3 1,370 1.05 56 0 0 56 1.02 137 0 3 140 1.02 504 16 0 520 1.02 473 4 0 477 1.02 137 3 14 154 1.02 109 0 0 109 1.02 1.448 0 19 1,467 1.02 181 12 0 193 0 46 ? 56 0 6 72 45 5 1,763 0 40 0 0 80 0 0 40 33 9 1,412 2 1 59 0 0 140 0 -5 51.5 0 518 0 0 154 7 4 120 24 -4 1,487 24 5 222 1.02 468 9 0 477 _, 0 -5 472 1.02 106 0 0 106 9 5 120 1.02 156 0 0 156 44 5 205 1.02 426 4 0 430 4 -1 433 1.05 176 7 3 186 0 0 186 0.05 1.153 0 3 1,156 42 0 1,198 .05 87 0 0 87 0 0 87 0 0 0 0 0 0 0 0 1,738 12 19 1,769 S. Project ft,=vL SB_- 0 0 f9n 0 0 and SW $ h St:e.d LBL -- -_ _... -- 0 f, 0 0 EBT -- -- - -- 1,3551 -- 1,415 0 3 1,418 38 0 38 28 0 28 17 5 1,791 35 16 51 95 16 111 (1 -6 1,,412 T_ ENT j�_I _> SUING G NET J E Na 2006-43 P'SRJEcT. SW S.TH STREET `r F`AD ' 04 PN.,1 4<5P.M 10 Ow. r PM 51 Total . 05',00 PM 9 0515? MI 7 10 05:30 ?€'v1 12 10 25,45 FM 10 11 ✓t2i _.. 40 4 0 Grand Tctas- 102 83 Anpr5i 55.1 44.0 Total % 3.1 2.5 F,A Leff Gees 0 Video Data Solutions,Inc, 18461 SW 83 Ave Miami, Fi 33157 Office (305) 235-1353 Fax (305) 235-7703 Groups 2rinted- ALTOS _HEAVY i'05''- ES, SW FTH STREET SW 11TH AVE FrWas: From South T_3rr- Left Peds R'Eghr Thri Let CI 1.0 -.'.+ 325 24 394 16 368 12 1438 6 3eNone &All €HAVE:-51fR Ste Code : 00000000 Date . 99' 126 2006 Peoe No SW 7 TH STREET From West Left 5eds Total €.0 `? 1,0: 0- 356 0 369 0 440 0 v 0 0 381 17 0 0 0 0 0 i 0 0 0 382 19 2 0 0 0 0 0 0 0 0 0 0 398 16 0 I 0 0 0 0 0 0 0 0 0 0 346 18 0; 0 0 0 0 0 0 0 5 1 385 2 0 0 1507 70 0 0 0 0 0 0 0 0 0 1657 0 0 r 0 2945 137 0! 0 0 0 0 1 0 0 0 0 I 3267 0.0 0.0 0.0 95.6 4.4 0.0 ' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 90.1 4,2 0.0 ; 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 418 418 436 CLIENT: FANDRD (.,:ONSULTING, j 0 S' .N10 2005 - 43 POR.fi:CT,S..L PTH STRF PT COUNTY: M DAD E. Vkiec Data Solutions, Inc. 164.6 63 Ave Miorri: H 33157 Office (305) 235-1553 Fax (305) 235-2703 F-T;e Name SVV-11THAVE-7THSTR &le Code 00000000 Start Date : 9/26/2006 Pz-ioe 2 S'Ail 11TH Rt\Af 7TH SRREET svi..; li TH ,.."..,vo $W 7THII ''.."-f•PLEt....-- r r 0111 North From E-ast Eitom :_..3oufn : From West ..-t., Th Lefod — ig i, eft , Aptp, I .: „„....p_ p Tta31 hs a,Total Tctai • Peek Hour Ff'pot, 34:00 Rivi to ',.:D,-k,) , M - Pea? 'I of 1 nerseo:.: :64!30 031 : VPhum152 e .61 41 0 o '2 , 0 64 0 I 58g ! 0 0 0 ,.j 0 r, 0 r. ,_., 0 01581 65 4A. 96. Perceni. 0:0 0.0 0.0 4.6 0.0 : 0_0 0.0 -0.0 0.0 00 0.0 0.0 0.0 4 5 0 D4:3Cl . • 21 9 0 0 30 I Cr 394 16 0 410 i 0 3 .0 3 30 G 0 0 0 3 ! 440 Volume Pe6k • 6.955 Factor i i Hioth Int. 04:30 PM 1 0430 PM 3.45.00 PM I 3:45:00 PM 1 ...../olum, 21 9 0 0 30 I 0 394 16 0 410 0.76 I Peak 0.96 I Factor 7 9 Ztt L,L)! 7 1-t • .S.,V 1 T, . AVE Out :n "iota; t • 92! "92 51: 411 0: —Ot Rtpht 'rt.: Lettt Peas 4: N srth _5/29/2005 4:30:00: PM 402501003 6:15:00 PM :ALTOS . HEAVY vEHitOLES . 2230 3:..F..t `-':! 4—, r-Itt Left Thru Peds • 0: 0: 105 01 105t: Out n Tottat SAN .AVE :4: ', CONSUL JC5 ;\O 2006-4? POR._iFCT: SW 8TH STREET COUNTY 34s20 ;,i_p 04:30 PI 04 45 Total 05:00 P11,4 n :1 Wit,.'. 05:30,:M Rf•,��Total 0Mand Total AcprchTotal % 5 0 U.3 r- I 1TH3.36 'worth mJ ' U Pea, R 13:'iL 8 11 17 22 17 74 19 14 84 84 138 37-8 62.2 0.0 5.0 Video Data Solutions, Inc. 18461 5W a3 Ave !Lean, F! 3357 Office (305) 23 -1553 Fax (305) 235-7703 GIDUOS Panted S\A1 8TH S T(02.. .SVJ ': AVE Fro r Eas+ rem South Thru Left • Eeds P ahE _ F? u Left. Peds 0 0 0 ivy c 4 G 9 24 0 0 0 0 0 0 17 3 0r� 0 0 0 0 6 C 0 0 0 0: 13 0 0 0 0 0: 6 3` 0 0 C 0 0' 42 0:0 0.0 0 0 0.0 0.0 0 0 0 66 0.0 0.0 0.3 100 0.0 0.0 0.0 1 2.4 0.0 0 3 0 0 0 0.0 0.0 F'ie Name S'S ` 1THAVE_OT _ST Site Code : 00000000 Start Date . 9/20/2006 Pane No 14 267 18 32'' 14 262 n' 9 rC 0 0 J' 0.0 0.0 15 14 104 4.2 3.7 164 333 297 254 346 1230 2394 95.8 85.9 CT West Le" Reds 0 0 0 0 L 0 0.0 0.0 0 0 : 0.0 31 371 3€4 3u 352 392 341 305 396 434 2786 3 :_r` i _ FANDRE1 CO\SU3 . NG, !NC. NO: 20.6 -3 S Start . iter58C> PMart 0 .:30 plume e cer. 35:30 Volume Peak Factor High int. 04.30 PM Volume a 12 Peak Fac!Cr 3 36 2 8 TH AVE North eV Loft: S 72 66. 7 19 Video Data Solutions, Inc. 1845t 514' 83 Aye F1 33157 Office (305) 255-1553 Fox (305) 235-7703 .STREET From East. red p0P 0 08 0 0 0 0 0.6 0.0 0.0. 0-0 0.0 0 270- 0 0 0 AVE From South , Thr _`- 'e 21 S 36 0 0 0 100 0 17 0 6 0 G.0 0.? 0.0 35 Fite Name SV1/ i nAV -- 0 € ST 0: e Code . 00000000 Start. Date . 9126'2006 PaQe No 49 3.9 5.7F-^: STREP From West .�..i; Fed f ota: : O`la 120 96. 1 0 0 1:255 1399 0.0 0.0 15 333 0 0 348392 0.892 22 a 34 0 3 0' 0 0.7.9 4 05:30 PM 17 0 0 .52 9 05 00 PM 15 333 0 0 348 0.90 i 0. 5 r- 2 ;ci r � ?4i ?fPA.VT Go: In Total 10 .35i.72!. 1 Right T7ruLeft reds -1 Norh 9!25,12006 4.30:00 PM :9125i2005 5..15:00 PM ALTOS HEAVY VEHICLES Left . he, 5..10'?eds �35 0- S c, � {n To?al AVE 4 0: 0 FA.N DRE I CONSULT!NG; NC. j 0 E NO: 20 06-43 P12905 51 ETH STREET C(TUNT : N,ilArvn-DADE Video Data Solutions, 1.8:41. SW 83 itktie Miami, Fl 33157 Office (305)235-1553 Fax (305) 235-7703 -!eNae S00276--1 S4e Code 00000000 S:tart Date : 0620/20051 Page No I Groups Printed- AUTOS HEAVY VEHiCLE'S WI "i2TH AVE GAI 7TH STREET SW 1.26E; AVE SW 7TH STREET o ET:orn Nortr From East Frorrt South Frm West Start Time Right Thru LetI': : Pods Right Thru Left . Reds Right Tnri Lett Pecis Richt ! ThrU Left l Peds. l . , Total : , Factor 1,0 10 1 0 i 1 0 1 .C, ! 1 .0 1 0 1 0 : 1 .0 I 1 0 1 0 1.01 1 Oi 1.0 1 0! 1.5T : 04:92 P%-1 36 109 it 0 26 295 18 0! 2 84 43 r, , . : C 0 0 0 2415 PM. 17 76 o 0 ! 20 20.,45 19 i 0 100 35 0 C c 0 0 , 54 62-30 P1:.‘A 35 8.1 0 0: 41 324 26 0 ! 0 129 21 0. 5 0 0 3 : 557 j,-, 4.?,,,,i 24 100 0 0 ! 39 329 22 ,-) : C 111 32 0 0 0 0! 657 . „„. . .. Total 112 388 85 0 126 119424 621 , C , 0 0 2439 :3 9 ,..„, ,..' 0:300 PM 3:5 130 0 06 35 320 23 0 ; 5 117 25 0. 0 0 0 0. 6'86 36:15 Plitri 30 1 10. 0 0 ! 48. 330 25 0 0 93 43 0 . 0 0 0 0. 679 0530 PM 37 02 0 0 : 32 292 25 0 0 99 30 0 0 0 0 0 , 507 0545 Pm 23 104 0 0 ! 24 270 21 0 ! 0 97 32 0 0 0 0 0 ! 571 T•oial 125 -435 0 0 139 1212 94 0 0 406 131 0 0 0 0 ! 2543 GranoTotal 237 804 0 62 265 2405 179 0 0 830 262 0 0 0 0 0 : 4982 Apprch 81 22.8 77.2 0.0 0.0 9 3 84.4 6.3 0.0 0.0 76.0 24.0 0.0 0 0 0.0 0.0 e./ 0 Total °A, 4.8 16 0 0 0 0: 5.3 4-8.3 3.6 0.0 0.0 16.7 5.3 0.0 0.0 0.0 0.0 0.0 AN'C-13 't..� �_' SJO ; it 'G, INC. JOB NO: 2006 3 RO - E niT: 843 3 T H STREET C ! TY: AiACi-CAD ;i_a Peak Hour From 0 00 ntersect 30r4+ on ;'chime Percent 05:30 Volume Peak Factor Video Data. Solutions, Inc. 16451 SW 83 Ave Miami, Fi 3315' Office (305) 235-1553 Fox (305) 235-7703 343 7T.. STREET SW 12T8 AVE Fro€r. East From South : �.. Rig ; r- Pei 911 Lert O'la! s-t 5 total PM Peak App. Rig <ota hi Ei@ Nome S37 12-_ _ , , Site Code 00000000 Star Date . 9125/2006 Page No 2 SW 7TH STREET From Wes? ?eu ARP P. i s 4 Total 124 421 3 0 545'163 3; 96 0 1562 450 122 0 572 0 0 0 0 0' 2879 22. 77, 1a 83. 7821 0.0 0.0 k 4 6.1 0.0 . 0.0 3 0.0 0.0 0.0 0.0 0.0 8 2 35 130 0 0 165i 35 320 23 0 378 I 0 117 26 0 143 I 0 0 0 0 686 3.9976 Han Int. 05 00 PM 05115 PM 104:30 PM Volume 35 130 0 3. 165 l 48 330 25 403 0 129 21 0 150 Peak 0.82 ` 0.96 ` 0.9' Factor 6 ' 9 3 3:!5:00 PM e12:eAV_ Out In Total 613'1 '.....645 _.. 1581 R;0ht Thom, North 9/26/2006 4.30:00 PM 5;2612035 5 115:00 PM AUTOS HEAVY V HIOL5S Left 22 -i aoi 572 63/12THAVE Beds CLIENT: !..EA.. ,I _ 1 E CONSULTING: I(.12._. NO: 2006-43 PG3..JE 5v 8TH STREET COUNTY' MIAMI-wr tl;_ S[ 7krne . . raor 04:15 PM 04:30 PM 04:45 P31 Total 1-1-om Nor? Video Data Solutions, Inc 184W Sty' 83 Ave Miami, El 33157 Office (305) 235-1553 Fax (305) 235-7703 Group-'`�`'in,ed_ i.�h�f 3 !,'?-i!"` v From East From South 25 0 9 24 C0 92 46 0 375 127 0 0 05:00 PM 0 88 30 05.15 P 3 0f 118 38 05-30 PM0 9%}9 77 05:45 PM 0 104 49 C;[c: 0 407 144 hru : Left Peds 31991 "Thru _ Left 0 3 0 �3 94 ; ._..._- 0 23 119 21 23 83 96 0 0 0 0 0 0 0'i 25 108 0 3- 0 u 0 0 20 110 0 0 0 0 0 0 21 103 0 G! 0 0 0 0 22 102 0 0 0 88 423 Grand Total 0 782 266 0 0 0 0 0 171 843 0 0 Ap3rc3 °G 0.0 /4.6 25.4 0.0 0.0 0.0 0.0 0.0 i 16.9 83.1 0.0 0.0 -Iota! °6 3.0 17.5 6.0 0.0 0,0 0.0 0.0 0.0 3.8 18.9 0.0 0.0 Hie Nome . 5(012; NAVE_8T1;ST lie Code _ 00000000 Stan' Date 9126 2006 Page No u'7 3`.. STREET '-r Cm d est Thru Weft 248 38 G ' 549 20 227 40 0 1 545 19 244 54 0 549 23 238 49 0 582 87 957 181 0.....-2225 25 258 22 10 249 31 18 219 33 272 29 70 998 _ 115 - _.. 554 576 520 595 2245 157 1955 296 0 44700 6.5 81.2 12.3 0.0 3-5 43.7 6-6 0,0 CLIENT: PANDREI CONSULTING, INC. tjOB NO: 2006-3 PORiECT, SW 00TH. STREET COUNTY: MI Am DADE Video Data Solutions, Inc. 15461S00 53 Ave Mlam5 F.; 33157 Office (305) 235-155 Fax (305) 235-7703 Hie Name : SV,i12THAVE-8THST Site, Code : 00000000 Start De 9/261200.6 Page No 2 SVV100HI -VE SV'vr 8TH STREET SAPV 12TH AVE SW 8- Erwn Norm From Fas From SoL:th From West . . ' _ Stt,r[ :Rgi Thr ' : Ped I App. Rig' Thr . ,,, Ped ' App. ! Rig Thr : , . V. PEA App. Rig : ,t-u- . L.:e:...,_fl. Time ; ht . u : Let1 :: ! Tor:a] ht u . s ' Totta i ht i u . s Too: rit ' u ! . S , Tota[ i Total ... RE.a•k K-Dpr From 04:3G P.M IL 05 I , Pm, _ peak 1 of 1 i,..9arSe01i ,D4:3 0 PM 07 : Volume 0 387 138 0 525 0 0 0 0 0 89 425 0 0 514 77 989 156 0 1222 2251 Percent 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0.0 6.3 BO 12 0.0 04:45 6' 92 4t3 0 138 . 0 0 0 0 0 I 23 111 0 0 134 2'3 238 49 CI 310 . 582 Voiume Peak . ' : 0.971 Factor Hpiti Int. 05.15 PM ! 0404:30 PM 45 PM Volume c.-) 118 38 0 156 : 0 0 0 0 0 23 111 0 0 134 19 244 54 0 317 Peat 0.84 : 0.95 0.96 Factor 1 9 j 4 , m. .o, . .-E' :. .7i. . .— SW 211-1AVh Out In Tota _581 j 525j OT-387] RiOt North ,125/2005 4:3000 PM P125/2:305 51506 PM AUTOS HEAVY VEHICLES 4--. Left Rjght Peds 425 454 : 514 D7r. Total syy I2T4 AVE v-.,E zip , AN ED E: C-ONSU:_ t NG, 006 NO: 2006-4 3 —:_jECT SW 8TH STREET Y: EV;sA3 1'-✓ADE Video Data Solutions, Inc 18461 SW 83 AV Miami. Florida 33157 Office: (305) 235-1553 Fax: (305) 235-7703 26- „ e�-Sep1 u T e Morn o Aft,.n"r, 120.0 3 41 226 12:15 30 2 - 2:30 26 228 12:45 0' 2?3 : 0 0 21 270 -15 14 238 01:3G 8 242 . : 5 l3 245 0200 1.1 240. 32:15 10 252 02:30 14 254 02:45 8 27003:0 '5 28 035 1 03:30 `3 316 03:45 9 308 04:G0 17 3231 04:15 17 280 04:30 10 383( 04:45 14 343 05:00 18 367 05:15 26 366 05:30 35 341 05:45 46 305 06:00 65 327 05: € 5 95 284 05:30 83 257j 06:45 117 227 07:00 161 240 07:15 164 226 07 30 171 216 07:45 197 209 08:00 201 194 08:15 184 156 08:30 191 147 08:45 163 153 09700 215 118 09:15 192 128 09:30 192 107 09:45 228 113 1000 219 103 1 0:15 240 102 10:30 209 86 10:45 203 73 1 1 :00 204 91 11:15 239 58 11:30 246 62 11.45 267 49 Total 4902 10598 Percent 31.6% 68.4% Page 1 Site Code: 870020711100 Date Start. 26-Sep-06 3 `538V 7T ; STREET EAST OF SW 12 T H AVE. t er,Sin; Latitude: 0` 0.000 Undefined Hour Tota:s Afte.rnoor 128 53 43 49 58 125 360 693 739 827 98E 995 1016 1167 1329 1 1379 1095 891 650 465 871 364 956 26G-r Video Data Solutions, Inc. Pace 2 KCu k 8 4`;'�' yTt STREET ��; DADF: T;rne kea 12 0 : 12. 1''. 5 12-30 1 5 D1:00 01:30 01 :45 02:09 02: 15 22:30 02:45 03:00 03'5 03:30 03:45 04:00 04:1 54 30 04:4/y5 05.00 05:15 05:30 35:4 5 :00 06:15 06:30 06:45 07:00 07:1 5 07:30 07:45 06 00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 1j0:45 1 : 00 11 15 11:30 11 45 Tote! Percent Grand Totaf Percent ADT 18461 SW 83 AV Miami, Fior}da 33157 Office: (305) 235-1553 Fax: (305)235-:703 Riff Carr .. .. . 4 34 30 33 256'1I 240 268 15 242 12 232 1 241 14 261 14 256 245 15 9 304 15 280 296 I 7 332 12 302 12 294 I 18 293 1 '4 326 17 330 33 320 54 309 70 307 99 319 101 247 1 106 264 146 238 154 198 191 186 178 181 214 163 208 129 207 141 183 112 178 111 193 128 168 104 182 113 178 111 218 92 238 96 207 84 228 81 221 69 241 65 243 44 32.08% I _ 4 17 10216 68.0% 9719 20814 31 -8% 58-2% Not Calculated Afternoon, 256 243 Ste Code: 8700207 .00 Dale Star?- 26 S p 6 STREET .REE EAST OF S2'; 12T' . AVE Latitude: 0' 0.000 Unde :net Hour t ©ta,s 146 018 9'82 52 1003 48 1124 49 1221 118 1285 376 11 37 669 803 III 812 545 721 455 1 841 383 933 259 Video Data Solutions, inc Pane r. : FA D5E �m '- ,i05 NO: 2 05-43 SW 8TH STREET Y' MIAMI- 2AD ,tart2 Tjn;e 2 15 12:3C 245 01:00 .. i 5 O :30 2' 0,0 02 15 02:30 02:45 03:'00 03.15 03:30 n0n3:45/ 04 00 04:15 04:30 04:45 05.00 05:15 05:30 05:45 06:00 05:15 06-30 06:45 07:00 07:15 07.30 07:45 08:00 08: 15 08:30 08:45 09:00 09:15 09:33 09745 10:00 10:15 10:30 i0:45 11:00 11:15 11:30 11:45 Total Percent T 18401 SW 33 AV Miami, Florida 53157 0ff;ce: (303) 235 1553 Fox; (305) 235--7703 Morning 72 63 40 `3 Q 40 25 25 25 •7 23 22 27 25 23 21 18 14 21 31 33 46 a5 110 127 179 311 315 321 321 389 379 434 440 392 428 394 363 333 305 299 295 291 310 310 296 300 321 321 8999 41-5% noon 310 328 286 1 325+� 303 308 311 339 307 34 0 'I 275 336 !' 319 333 326 284 294 309 324 338 330 296 329 335 341 322 ,300 320 285 301! 276 254 279 242 221 214 204 E 165 192 173 200 160 139 142 1231 122 -' 81 68 12709 55.5% Site Code: 870` 3031 -100 Date, Start: 25.-Sep-06 SW 8 H STREET WEST OF; SW 12 € Sri A 1F Latitude: 0' 3.000 Lnderined Hour ; ota.l5 Afternoon 214 1249 85 1258 87 1262 99 1265 348 1290 1 1126 1283 E 1523 1116E 1654 956 1300 734 1206 1 641 1238 394 j CLIENIT F Ai DR , COP,ISULTING .1L NO: 2006.-43 MA ?: "'err ice: _ 27-Seo-'0 12.00 17:1.5 12.30 1. 2:' 0 1.00 21 15 01 -3C 1.45 02':20 02: 1 5 02.30 0'2:45 3:00 03:, 5 03.45 04:00 04:15 34 ; 30 04.45 05:00 05:15 05:30 05:45 0 6:0 0 06:15 06:30 06.'45 07:00 07:15 37:30 07:45 08:00 08:15 08.3E 08.45 09 00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 1:00 11:15 11:30 11:45 Total Percent Grano Total Percent ADT Video Data Solutions, inc. 1545= 50 83 AO Miami, Florid 33157 Office: 305) 235-1553 Fax: (305) 235-7703 47 38 24 34 19 25 22 23 18 9 16 20 13 17 20 28 36 48 58 111 120 202 288 351 326 338 368 404 412 419 431 458 414 343 321 291 311 314 292 279 276 286 299 306 278 8879 41.5% 17878 41.5% Not Ca cu,ated .A`:err€onn Page 2 Sate Code: 870030311100 _ Date Start: 2 -Sep-06 6TF S T RENT WEST Q`!F SW 12TH AVE 296 299 ' 327 I 3051 309 329 I 291 331 1 320 337 332 304 305 313 1 303 I 295 315 280 1 329 I 317 I 317 322 I 3191 319 295 308 304 I 268 302 1 241 222 211 . 201 200 203 195 198 175 178 150 120 134 1241 99 1 751 78 12444 58.4% 25153 58.5% titude. 3 0000 Undefined Hour Totals - ___.._.... Afternoon 176 1273 110 1234 88 1320 58 1220 101 1193 337 1285 1169 1241 1522 1115 1722 834 1266 771 1161 582 1169 0__I?\9 _ ".NDRE, CONSULTING C Ls : NC 2006-4=3 :3JEWT. SW 8 t H STR,EET 'TY: E55ff n'.p Star 25-Se `06J 2 00 12 : 1 5 12:33 12:45 0,1:00 1:1� 01:45 02:00 02:15 02:30 02.45 03:00 03 15 03:30 03.45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 36:15 08:30 06:45 07.00 07:1 5 07.30 07:4r5 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10 00 10:15 10:30 10:45 11:00 11:15 1130 11:45 iota Percent Video Data Solutions, Inc. 16'3.51 SW 83 AV MiornL FIoridc 30157 Offi;e: (305) 235_7553 cx: (305) 235-7103 Morninq 13 9 8 `r 4 7 5 3 3 4 2 1 5 1i 11 16 34 34 61 56 82 100 124 112 138 126 134 14C 128 116 102 95 87 97 100 81 83 109 75 87 95 85 2642 38.5% A n007, SW "2TH AV 01 82. 09 115 90' 92 ,G` 83 90 92 94 108 16 129 104 120 123 140 137', 13 124 129 127 132 131 112 104 105 108 90 101 77 76 55 78 56 61 47 72 45 49 30 37 33 27 20 33 20 4216 61 .5% Pace Site -ode: 0 8700121 .10 5 � Nate St3f. 20-Sep-05 OF 8T'H STREET NE - Latitude: 0.000 Undefin- Hcur TGtals 31'kd"; `ter, ,con 45 357 28 362 21 384 16 469 22 531 95 512 299 500 452 376 518 26 381 373 225 149 343 100 BAND;=. ; Oi• L ' NO 20 06-43 GJEC SW 8TH STREET NTY: M Or A'. -DADS Ste. c 2:1 1 2:30 12'45 41 33 i 15 ()I :30 01:45 017:00 02: , 5 02:30 42 45 03:00 03:15 03:30 03:45 04'00 04:1 5 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07.30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:E5 11:30 1 1:45 Tota! Percent Grand Total Percent ADT 27-8eo-_6 Video Dath Solutions, inc 18461 St01 83 AV Miarni, Florida 33757 uf#icv: (305) 235-1553 Fax: (305) 235-7703 Mornino r- f> :cif 7 20 7 E 8 b 0 v 4 2 2 2 15 10 18 230 35 46 60 84 93 109 117 131 132 150 139 103 01 102 101 94 109 84 92 84 80 101 71 92 95 2608 38.3% 5250 38.4% Not Ca!eu;ated 125 =03 53 u3 86 104 108 78 SW 12T 1 AVE 96 €26 100 116 156 131 127 155 130 140 153 143 j 128 113 124 111 101 83 I - 96i 71 74 76 I 73 60 64 46 52 I 47 47 51 i 41 27 29 23 I 29 I 26 I 21 4203 I. fi 1.7% 8419 61 .6% 14arn3ng °ace 2 Site Code: 57,0010111 ,E00 Date Staff 26-Sop-06 JTt-iOF8THSTREET N Latitude: Cr a 000? rdefined Hour Totais er- oof? 57 379 i 26 376' 18 439 11 503 29 552 107 283 419 489 483 317 I 243 406 191 i 340 359 148I 99 FAS1 1RE C G 7J:..Ti'�` i5 a T' b NO: 2 0 0 6- 4 3 OuEC .. SW 8TH 21"kES ' Y', MiA' i3TAT5I 5 ar1. 26--Sep-` Video Data Solutions, Inc® 8461 SVJ 8.3 AV Msasn;, Florid° 33157 Office: (305) 235-1553 Fmax: (305) 235 T703 2. 00 P. 1. 2 15 . f- 12:33 10, 12A5 1,3 1:00 12 01-.5 6 01'.30 3 01:45 5 02:00 6 02:15 6 02.30 7 32:43 4 03:00 1 3:15 ., 03:33 2 03:45 3 04:00 4 04 15 4 04:30 5 04:45 4 05:00 11 05:15 11 05:30 7 35:45 13 06:00 31 06:15 38 06:30 54 06:45 66 07:00 85 07:15 79 07:30 81 07:45 122 08:00 121 08:15 91 08:30 87 08:45 80 09:00 84 09:15 81 09:30 71 09:45 72 10:00 71 10:15 90 10:30 75 10,45 87 11:00 74 11:15 82 1 130 88 11:45 74 70221 2036 Percent 32.7% Site Code: 870 13131100 ( Date Start. 25_Sep 06 S� 12TH AYE SOUTH OF SW' 8STHi STREET SE a134dc: 0' 0.000 Una rtour 7ot;Ev Afternoon Aft'emoon 1 _8 82 10r8 81 90 81 62 96 10.8 103 99 I 99 97 84 121 132 140 112 130 130 141 129 147 137 123 118 105 55 379 26 348 23 409 9 434 17 512 42 554 105 's 189 451 108 102 88 94 ; 367 392 84 i 64 59 55 ' 379 262 34 62 40 i 45 I 308 181 61 32 46 42 20 I 21 25 18 1 318 4188 67.3% 303 181 Video Data Solutions, Inc CUENT.FAfN,t1- .r. JOB NO 2006-43 >OJ S11,1 _`Tip S T RE E Y: MiA 1l-DA Start Time 12:00 12;15 12 3i3t .2.45 1:00 0115 ;1:30 01:45 02:03 02:15 02.30 02:45 33_00 03:,1 :3.30 03.45 04:00 0415 04:30 34:45 05:00 05:15 05:30 0545 06: 00 06:15 06:30 06:4 5 ().700 07'.15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10.15 1030 10:45 11:00 11:15 11:30 11:45 Total Percent Grand Total Percent ADT 184.6E 5k 3 53 AV Mscxm3, Florida 3 157 Office: (305) 235-1553 Fax: (305) 235-7703 Wed €'.F:�....e. Site ::ode: 87101051 ;1e00 Date Start 2,3-Wei-33 323 12T H AVE SOUTH OF 3' -,` 8TH STREET 33 16: 0' 0.000 1 Totals ernoo, 15 99 4 1-,_ 75 5 66 5 841 7 94', 83 22 3 124 4 109 10 99 9 105 1 26 3 92 105 ``1 4 130 1 5 105 l 13 2 1201 5 123 3 148 5 136 I 15 527 16 108 10 143 12 133 [ 16 99` 23 54 483 1i9 43 119 51 88 75 027__..._ 192 428 86 82 i:' 82 78 100 83 188 81 456 324 323 75 . 128 59 86 56 I 102 41 I 639 231 89 49€ 71 561 78 51 f 74 53 312 209 70 57 92 46 80 26 6'7 32 1 309 161 88 29 74 22 80 23 96 _ .,...._ _._10 I 338 2411 4015 37.5% 62.5% 4447 $203 35.2% 64.8% Not Galcu)atea 35 372 327 437 432 PEAK HOUR PERIOD WORKSHEET 7th Street E/o 12th Avenue (Westbound) - Volume i „, i e T .w e Wed Ave 3 e 0 3 PM 315 5 PM 00` d M .�.a. Pm n 0 PM 4 : 4 5 PM 5:00 PM 5 5 PV 5:30 PM 5:45 P5 6:00 PM 6._5 PM 6 :3n PM 258 244 251 285 304 4 295 315 280 298 ..,vb Givr v`G 323 332 328 280 302 291 383 294 339 343 293 318 2422 367 326 347 2518 36 330 348 2571 341 320 331 2504 305 309 307 2609 1305 vph 327 307 317 2598 274 319 297 2604 257 247 252 2517 SW 8th Street W/o 12th Avenue (Eastbound) - Volumes - - time Tue Wed Ave 2 hr of 6:30 AM 315 351 333 6 : 45 AM 321 328 325 7:00 AM 321 338 330 7:15 AM 389 368 379 7:30 AM 379 404 392 7:45 AM 434 412 423 8:00 AM 440 419 430 8:15 AM 392 43412 3024 8:30 AM 428 458 443 3134 8 : r5 AM 394 414 404 3213 9:00 AM 363 343 353 3236 1618 vph 9:75 AM 333 321 327 3184 9 : 30 AM 305 291 298 3090 9:45 AM 299 311 305 2972 _0: 00 AM 295 314 305 2847 PEAK HOUR PERIOD WORKSHEET SW 12t Avenue S/o SW 8th Street (Northbound) :.imeWed Ave 2 - Tot P49 0 0 PM 116 _ ,(00 108 3:115 PM 129 116 123 104 156 � 0 _1. _20 131 126 4:00 PM 123 127 125 4:15 PM 14 0 C. 142 4:30 PM 137 130 _34 4 : 45 PM 131 140 _36 1030 ✓ 0 PM 124 153 139 1061 5:15 PM 129 143 136 1074 537 vph 5:30 PM 127 128 128 1072 5:45 PM 132 113 123 1059 6:00 PSI 131 124 128 1072 6:15 PM 112 111 112 1036 6:30 PM 104 101 103 1005 30 SW 12th Avenue S/o SW 8th Street (Southbound) - Volumes - t ime Tue Wed Ave 2 hr Tot PHP 3:00 Phi 97 92 95 3:15 PM 84 105 95 3:30 PM 121 130 125 3:45 PM 132 105 119 4:00 PM 140 120 130 4 : 15 PM 112 123 118 4:30 PM 130 148 139 4:45 PM 130 136 133 5:00 PM 141 108 125 5:15 PM 129 143 136 5: 3 .0 D M 147 133 140 5:45 9M 137 9 118 6_00 PM 123 119 121 5: -5 PM 778 119 119 6:30 PM 105 88 07 955 985 n .l JG6 1, 0 4 0 1 - 0` .3t+ 9 1031 989 520 vph APPENDIX C TRAFFIC SIGNAL OPERATING DATA 2NC DATA FOR. 4385 OF 418 58 9 54 -2 2 »= se :? x 24 85 23 T 48 58 24 T 22 54 PIN: 4 ? 2 J 2 e ? 3 7 2 7 4 7 9 ? 4 2 9 3 4 2 4 7 9 2 4 7 9 2 SEC Y M 9Y2 97A E M2 y2 92AZ PEAK 22 100AFT M1 90AM PEAK M2 100NOON z EV£&2 120PM 9EAK K2 97 56222E NIGH? 2 5 90EAR£Z MO < 2 97 I OCALLE OCHO 120O 5 o2Y KTAV 1200 E HEAVY IN 1200 E OUT N1 E 6 90NIGs2 19/1 6 SERECALL TEST OATA FOR 3407 SW 12 AVE '1. OF WW F Y R NZ Y N5W E 1--z Y R NZ 37 20 12 4 , 0 7 7 19 4 1 -104 SOAVERAGE M2 37 20 12 4 , 4 4 1 -, 90PRE AM 332 I --% --1" ,... , - - . 7 7 23 4 1 A.. 9 4. 907A M 7' 9' A K 331 4 ,.-7, '2 12 4 1 1,-- 7 29 4 t", 2 1 00A7T M- 5 56 124 , - ,., 0 7 23 4 1 9 4 90AM PEAK M2 100NOON & 'PLVIT 51 22 1% 4 A. 0 7 29 4 1 _ --i 0 7 7 28 7 1 120291 P7AK M2 .,. .,--i „„, _z. _, 14 80LATE NTGHT- 2 '-""" .7,,,-, 7- i2 7 7 7'1 . ., ,..1. 7 .i... -.'-, T 57 20 12 4 1 0 0 7 194 1 10 4 , , 90EARLY MORN 1 12 M 39 30 12 4.__0 0 7 7 39 0 ,- 4 ,,, 4 1 1 6 120CALT,7 OCHO ', 15 M 7117 13 4 1 0 , ',, 7 7 37 4 L.7. 4 7 1200 3 DAY H3.7.AV 15 9' 7 27 12 4 7 0 0 7 7 42 425 A 1200 3 HEAVY TN 17 V. 7 17 12 4 1 0 0 7 7 57 4 i ."7., 4 ', 1200 3 OUT 33T07 22 T 37 20 12 4 1 0 0 "-i 7 19 4 1 ._-.„, a 1 90NICHT 19/7 24 T 26 13 12 4 1 0 0 7 7 21 4 1 _.... '''.: 4 80RECALL TEST YIN: 7 12 57 1 44 TYPENA) S Y M CYC 7MING DATA FOR 2248 SW 12 AVE & 8 ST SEC: T-7 4 T 24 30 7 12 T 37 33 4 :3 M4345 118 V 71 30 16 M 2 26 4 17 M 11 20 7 23 T 37 33 24 T 24 30 7 41 MIN: 7 .1-32 R ST, 7' 12 4 0 6 4 0 6 6 7 25 4 6 11 6 29 0 34 C 7 41 1 8 0 6 ,2 4 1 13 7 6 11 4 .1 I, 2 3 7 6 10 4 7 PE: NA) M 6-ZO 0AVERAGE M2 90PR"E 1 512 30A51 PEAK M1 7,n7,=7. V7 90A4 7EAK M2 100510051 & EV7N1 120951. PEAK 512 80LATE NTGHT 2 90EARLY MOPN 1 120CALL7 OCHO 00 3 DAY H"'7.AV 1200 B HEAVY TN 1200 B OUT NITE 9051IG510 19/1 SORECALL 730 DAY NU, - _UNDD_ _- - MONDAY - TUESDAY WEDNESDAY - - R Y -- - HOLIDAY TIISDAY - „vDNE A"b =2 - r`��Sfr-a T , rY b 3 -- F RID Y TER DAY 3 , 44 TIME 30 200 315 34S 5.30 730 730 915 1100 1330 530 _800 2000 (NO cH\SOY NO S.-H,-OO_. NO SCHOOL) ON 9 i STOP( DESCRIPTION - SECTION AVERAGE M2 23 NIGHT 19/1 9 LATE NIGHT 3/ 24 RECALL TEST 3/22 9 LATE NIGHT 20/ 2 EARLY MORN _ 7 / 1 PRE AM M2 .. _M PEAK M2 I AM PEAK M+.. 90 AVERAGE M2 100 NOON & EVENING M2 0 4 103 AFT MI 7 120 PM PEAK M2 EN 'ER DAY 5,44 30 20:i 530 6.00 700 730 915 100 1330 2000 RN CYCY_ 90 90 80 80 83 90 90 90 90 PATTERN 23 9 12 2 3 6 100 NOON & EVENING M2 90 AVERAGE i2 SECTION # (/ = STOP) CYCLE 90 90 80 9 ,0. DESCR PLL 1r AVERAGE M2 NIGHT 19/1 LATE NIGHT EARLY Y MORN 90 PRE AM M2 90 AM PEAK M2 90 AM PEAK M1 90 AVERAGE M2 100 NOON , - OON & ENTNG M2 100 AFT M7 PM PEAK M2_� NOON & EVENING AVERAGE M2 i20 200 9 2 0 / _ 17/1 PATTERN SC EDUL µO.R DAY PATTERN i-:EDULE FOR R5—fROAC PHA ME FOR 2248 S7iarti. z._L is c j22: Gs : _ e 0 3 0 -r U r.__.P._... 'w'wND TiMw NSW 39.x '. _50 1642:3 .1 C _u ., 54 123 1644 ; .. 1 29 120 v4 120 1648:31 3 `i 5, t.. 4 120 050_ 31 39 54 _20 1652:21 0 39 54 120 1654:31 39 15 ., 5. 120 1 6 6: 3 1 39 :5 54 120 1658:31 0 39 15 0 54 120 1 7 0 0: 3 5 0 39 0 54 1201702:31 0 39 15 3 54 120 1 04 : 3.a 0 0 39 5 i 4 120 1706:31 39 53 3 54 120 17�8:3� 0 39 15 54 120 1710:31 0 3 39 15 54 220 1712:31 5 0 39 15 0 54 120 1714:31 0 39 15 0 54 120 ,. 716;31 3 39 15 3 54 120 17 .8:31 3 39 0 54 120 1 /20: J 0 0 39 15 0 54 120 1722:31 v 0 39 15 0 54 120 1724:31 0 0 0 39 11 0 :54 120 1726:31 3 0 39 13 0 54 120 1728:31 0 0 39 15 0 54 120 1730:31 n 0 39 15 0 54 123 �732:31 U U' 0 s9 5 54 120 1734:37 0 0 033 15 0 54 120 1736:31 3 39 15 3 54 120 1e38:31 0 0 0 39 54 120 1740:31 0 0 9 15 0 54 120 1742:31 0 391554 20 _744.37 O 39 54 23 1746:3. 0 5 0 0 0 s 15 0, '4 120 1748:31 0 3 3 39 15 0 23 •88 1749:59 ETROACT_I— PH TIM FOR TIME PERIOD: 1640 5, MO_vD eY .,u -2v-06 St WALK 0 0 r 0 0 0 0 0 0 C) Ca C) 0 incol _ete data r� was TL. NSW 3 43 43 43 43 CA L3 15 43 15 43 __, 0 43 15 0 43 1- 0 43 i 50 0 43 _50 43 i5 n 0 43 7,5 0 43 15 0 0 43 .Ln 0 0 43 15 0 O 43 15 0 0 43 15 43 o 0 0 43 15 O 4? 15 0 0 43 15 U O 43 15 O 43 _5 O 43 15 O 43 15 0 O 43 15 0 43 1E, .3 O 43 15 0 43 5 0 0 43 1 0 43 0 S Yhcwa 30r he ast cycle. END 77ME 120 1 6 = 2: 2 fy 50 120 1 5 4 4: 2 4 3 120 6 4 W_ 2 4 120 1 6 4 8: 2 a 53 123 1 650 _ 24_ S3 _20 1652:24 E:n 0 165 4 . 2 4 50 120 1656:24 50 _20 1658;24 50 120 1700:24 5,O 120 1702:24 5 120 1704:24 50 120 1706:24 5C 120 708 _ 24 50 120 1710:24 50 120 1712:24 50 120 1714:24 0 123 1716:24 50 120 1718:24 50 120 1720:24 50 120 1722:24 50 120 1724:24 50 120 1726:24 50 120 1722:24 50 120 1730:24 50 120 1732:24 50 123 1734:24 50 120 1736:24 50 120 1738:24 50 123 1740:24 50 120 1742:24 50 120 1744:24 SO 120 1746:24 50 120 1748:24 26 95 1749:59 ST L_ROAC,_ PHASE 'TIMECZ 4.7185 SW AVE & 8 TIME PER ,_ 150 -_ MONDAY 03-2. _,L_.r _ J-- _- S ' `- was 16 _2 - p5....LK ._2 __v .__._..., 7-, TIM7 NSW E e, 25 .V. 8„ 120 1 5"": ,. 26 8 7 w 1 6 ti 26 88- 6 119 _ 6 4 8: W 26 86 123 1 .: 5 0: 0 6 86 123 1662_ u O 26 85 12C _'.. 654 : 2 27 86 121 7.666 : 1 0 26 65 119 : L 8: 0 v 25 86 120 1700: 26 86 123 _ i 22 _ 3 0 26 86 120 1704: 0 0 2` 86 --2- 1'06: 1 2 1 SS 119 1 7 0 8. 0 26 86 120 /73: 0 26 86 120 1 0 7 2: 0 26 86 120.' 14: 0 0 27 86 _2�` 171 6 : 26 85 119 1716: 0 0 26 86 120 720: 0 0 26 86 123 :722: 0 26 86 120 1724: 0 0 26 86 120 1726: 0 0 26 85 120 28. 0 0 25 86 120 _730 : 0 0 26 86 120 1752: 0 0 26 86 12 e 0 25 86 120 1736: ., 0 27 86 121 _ /38 : 7 26 8.5 - 118 1 /40 _ 2 0 26 86 120 17=2 : 0 v 2 1 . �5 20 4 0 ry 0 26 86 120 + / -x5 - 0 L` 0 27 86 121 1 48: 1 0 26 8S 118 , 49:59 incomo' e e data as shown for 7h5 1as7 cycle. APPENDIX D FOOT SEASONAL ADJUSTMENT FACTORS AND PROJECTIONS 01/01/2C2 - 51/01/255S 21/0a/2133 - 31/26/2005 01/20/200 - 01/1.5/2005 25/2E/2025 - 01/22/2025 21/22/2505 - 01/29/25C 6 3./3012005 - 02/05/2005 - 7 - 32/12/2305 52/53/2035 - 22/19/2.005 ' 9 22/20/2205 - 32/26/2035 '13 02/27/2005 - 2,93/35/2005 91 33/06/5005 - 03/12/253S *52 39/13/2005 - 03/19/200 .11 03,23./2509 - 323/26/2005 -54 C3/27/2305 - 04/02/2005 15 24/33/2005 - 04/0/2005 1 34/10/2305 - 04/16/2005 :7 04/57/2005 - 04/23/2005 5S 54/24/2005 - 04/30/2005 .9 55/05/2035 - 05/37/2005 22 0273812305 - 35/14/2005 21 05/15/2005 - 05/21/2005 22 05/22/2005 - 05/28/2005 23 05/29/2035 - 26/04/2005 24 03/05/2305 - 06/11/2005 25 26/12/2005 - 0/18/2005 20 0e/15/2005 - 06/25/2005 27 06/26/2035 - 0-1/02/2005 07/03/2005 - 0-%/39/2005 07/1,3/2505 07/16/2005 07,-17/2001. - 07/23/2005 (37/24/2005 - 07/30/2005 07/31/2005 - OB/06/2005 35/07/2055 - 06/13f2005 0E/14/2005 08/20/2005 2E/21/200S 38/23/2305 08/25/2005 - 09/0372305 09/04/2005 - n/10/23°5 39/11/2005 - 39/17/2005 09/16/2005 - 09/24/2005 0-D/25/2005 10/01/2005 20/02/,?005 10/06/2005 10/09/2005 - 10/15/2005 43 13/16/2305 - 10122/2035 13/23/2305 - 10/29/2005 45 10/30/2305 - 11/057200C 45 11/36/2505 - 11/12/200.5 47 11/13/2305 11119/200.'; 4? 11/20f2305 - 11/26/2005 49 11127/2005 - 12,33/2005 15 12/0/2005 - 12/10/2005 :2/11/2005 - 12/17/2005 32 12/18/2305 - 12/24/2005 52 12/25/2005 - 12/31/2005 31 32 3a 34 3E 11 42 - Peak 1e65.09/ 15-Fe9-n0E 13:26:0--2 mo,C.: 95 0_99 1 01 1.02 D4 1.31 53 1 C2 0.99 0.99 31 0.9R C.98 1 0.3 3.9E 0.98 1 00 {1C. C.98 C.9E: 0.98 0.99 1.32 1.31 1.03 1.02 1.04 1.03 2.35 1_02 1.04 5.05 1..03 1.31 1.33 1.00 1.02 I.00 1.C2 1.0,5 1.02 5.00 5,22 5.03 1.32 1.00 1.02 1.31 1.03 1.01 1.03 1.01 1_03 1.01 1.03 1.0,5 1.03 1.01 1.03 5.01 1.03 3.02 1.04 1.04 1.06 1.06 5.07 1.29 1.09 1.51 1.07 1.09 1.05 1.37 1.02 1.25 1.01 1.03 0.9E 1.00 0.9E 1.03 3.9E 1.C)3 0.97 0.97 0.99 0.99 2.0a 5.02 5.04 530?...:PD FLORIDA DEPARTMENT of SP1RTATIOtd TRANSPOrTATION S't'A'i s OF0121; 2005 AADT FORECAST (:0[.3NT: 87 DADE:; sITE tl„>COlPTION r:A1: SR 033/Sw/rw 12 AV, 200' 6 SW 7 S'l 2006 ;?007 2008 2009 2010 2011 2.011 16,100 16,300 16,400 16,600 1 6, 7130 16,B00 0000 'th].'i report. es .mates the future AADT fdt a S7. to based upon that site's hi6tai:a. cal AADT. These es umaTes should on.ty be used o.5 first guess; more detailed analysis is required for )Manning purposes. Future year: AADT estimates are stright--line projections between 1991-1993 average and the 2001-2003 average. Put uEe AADT �, f tsl414ewAll only be projected for a time period commensurate with the amount of history available. This means, for example, i_f Here as Poly : years <:;f history available at. 6 site, the AADT will only he projected for 3 years. Projected AADT estimates are rounded to the nearest thousand vehi€:les. FLORIDA DEPARTMENT OF 'PC7/ I'ATION TRANSPORTATION STATE ., OFFICE 2005 AADT FORECAST CCF.1N'(Y : st7 t]At)I SITE DFIICRTP'I'l:C)Id 2006 2007 2008 2009 509-1 5RR /0/3JS-91 /S6 : ST/ONE-WAY t.8, 200' W SW 12 AV 17,700 17,900 18,100 18,200 18,400 18,600 2010 ,U?o5 C)F/Cv (7 k GC Of 201'2 ;his report estimates the future AADT for a site based upon that site's historical AADT. These est.imat:c:s should only he us,d as first guess; more detailed analysis is required for planning purposes. Future year AADT estimates are siright-Line projections between 1991-1993 average and the 2001-2003 average. Future AADT es1 only be projected for a time prriod commensurate with the amount of history available, 'i'h s means, for example, if I:. here is history available at a site, the AADT will only be projected for 3 years. ''roje,,ted AADT estimates are rounded to the nearest thousand vehicles. Ll 201 3. I1l <13'5 S:�tii UM 1.17 I. APPENDIX E TRIP GENERATION AND DISTRIBUTION Average Adtuotment Rate Deviation _actor Volume _-kda 2 Wa', Volume 1e 18 7-9 AM _eery Houi ;Enter 7-9 AV _ Peak. Hour Exit 7-9 AM Peak. Hour Total 4-6 P Peak --ru._ enter 4-6 PM Peak Hour Exit 6 PM Peak ._our. Total Su r cal 2-Way plume Sat,,..rday Weak Hour Safer Saturday Peak. Hour Exit Saturday Peas. Hour Tonal 07 C.32 0.39 0.15 0.47 4.65 -21 0.18 0.39 0.20 2152 0_0C 0.0C 0.00 0.00 0.00 C.00 0.00 0.77 0.00 1,00 . 0` u _ 1.00 161 1.00 129 1,00 64 1.00 193 1.00 1930 1.00 1.00 y_00 PE, 163 Note: A zero indicates no data available. The above rates were calculated from these ezuations: 24-Hr. 2-Way Volume: LN(T) .85L (X) + 2.55, R-2 - 0.83 6 R-2 = 0.76 , 0.17 Enter, 0.83 Exit 4-6 PM Peak sir. Total: LN(T) = . SIL (X) r .32 R"2_ 0.8 , 0.67 Enter, 0.33 Exit O.k Gen Pk ; r. Total: LN(T) =-S2LN(X) + .17 R"2 = 0.8 , 0.18 Enter, 0.82 Exit 3M Gen Pk. Yr. . Total: T = .34 (X) + 38.31 R-2 = 0.83 , 0.64 Enter, 0.36 Exit Sat. 2-Way Volume: - = 3.62(X) + 427 . 53 , R-2 = 0.64 Sat. Pk :Er . Total: T = .29(X) + 42.63 R-2 = 0.84 , 0.54 Enter, 0.46 Exit Sun. 2-tray Volume: T = 3.13(X) , 357.26, R'2 = 0.88 Sun. Pk H . Total: T = .23 (X) . 50.01 R-2 _ 0.78 , 0.49 Enter, 0.51 Exit Source: institute of Transportation 7__ ineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS ion Calci c7ne: ' Retai C .._ter Rate stmont Driveway. P.c.-o.._ U ow Avg. Week.a Way: Volume 44.40 0.00 1.00 1033 9 AM Peak Her Purer 0.00 w-00 1.00 0 7-9 AM PeakHour Ex-e J . V.. 00 1.00 0 7-9 M Peak Hour tc t._1 0.00 0.00 1,00 0 4-6 51 Peak Hour Enter _ . 45 0,00 1.00 34 4-6 PM _eak Hour Exit 1.86 0.00 1.00 43 4-5 M Peak Hour Total 3.32 0.00 1.00 r r Saturday 2-Way Volume 0.00 0.00 1.00 0 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.0D 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: _ = 42.78X) 37-66, R-2 = 0.69 7-9 AN Peak Hr. Total: 0 R 2= 0 0 Enter, D Exit 4-6 PM Peak _:... Total: T = 2.4(X) + 21.48 R-2 = 0.98 , 0.44 Enter, 0.56 Exit AM Gen Pk Hr. Total: T = 4.91(X) + 115.59 R-2 - 0.9 , 0.48 Enter, 0.52 Exit 51. Gen Pk tai : 0 6-2 0 , 0 Enter, 0 Exit Sat. 2-Way Volume: 0, R'-2 = 0 Sat. Pk I8r. Total: 0 R"2 = 0 , 0 Enter, 0 Exit Suu. 2-Way volume: 0, R'2 = 0 Sur. Rk Hr. Total: 0 .._"'2 - 0 , 0 Enter, 0 Exit Sourer: Institute of Transportation Engineers Trip Veneration, It i Edition, 2003. TRIP GENERATION BY MICROTRANS S Analyst FMG Date 3t3-Nov-06 EC! .1N 0507-4 Exit to External �58 123 Euler frnn"i Cxtertat€ D/p MULTI -USE DEVELOPMENT TRIP GENERATION AND INTERNAL CAPTURE SUMMARY Land Use A Exit to External 0 0 Enter from Exiornai % Vol Demand Volume 0 Balanced Vol Demand 5 Land Use 13 Residential Condoff.H. »rites;:' #tlV3i % Vol % Vol 10 1 0 Demand Volume 0 Balanced % Vol r 5 1 3 Demand ITE LU Code 230 Size 415 d.u. Tot External Enter 129 123 Exit 64 6 58 Total 193 181 °A 100% 6% 94% Di, .°1 Demand Volume Lmm 0 Balanced Name of Development NOROIGA ON 8 % Vol ° 1 rr Volume_ `I 0 Balanced Vol % Vol 10 1 Demand Demand Demand Volume Demand 5 6 I i 6 I I_ So 13 % Vol Balanced % Vol Demand 10 % Vol Volume 6 Balanced r DemandlI L 30 .1 10 % Vol Time paaiod PM PEAK HOUR Land Use C Specialty [Retail ITE LU Code 8'14 Size 23,262 s# =n Total Exit Total _34_ 43 17__ 100% Internal External 6 28 6 37 __F .. 28 ..._.... 12 65 F=rziei from External tern f Net External Trips for Multi-t18e Development LAND USE A LAND USE B Enter Exit Total Single -Use Trip Gen. Es 0 0 12 58 181 19 LAND USE C 28 37 65 77 TOTAL 151 246 INTERNAL. CAPTUR 270 CARD N TAZ ENTER TRIPS : NNE :4i1% ENE ;.44% ESE 866% SSE £76% SSW COB% WSW 1587% NW !%25% NNW 18.85% EX T TR PS 52 NNE 1411% ENE JCS % ESE 8.66% SSE 1.76% SSW 6. 06 % S1587% q N W .25% NNW 1885% NORDICA ON 8 BUT ON: EXTERNAL PM PR2 ResdenUai SSW TOT TOTALS SSE NORD CA ON 8 CARD NALC STR6U906: EXTERNAL PM PROJECT Retail TAZ 9 755 ENTER TRIPS 12 NNE 14.11% ENE :C44% ESE 8.66% SSE 1.76% SSW + % WSW 15 % WNW 18.25% NNW 18.85% EXIT TRIPS 21 NNE 141 % ENE 16.44% ESE 8 % SSE 176% SSw ROES WSW 15.87% WNW 18.25% NNW :C85% TOTALS TOTALS Miami -Dade 11`tterir%f 2005 Cost Feasible P'1 0, 10.15 705E DIRECTIONAL R ' SUMMARY `---A^ 4= -- CACAR.! NALT✓ DIRECTIONS ....e. _._ - TOTAL SSW WSW WNW NNW TRIPS 171 179 2a33 201 204 191 _Rr`NT .:_. `.4_ �1.9, w5.72 9i 13.44 13.65 12 6 »2.1_ 1495 .52 781158 140 :32 174 37 223 174 PERCENT 12. 11,42 15,05 3.20 19.81 85 15,05 _v6 753 TRIPS 1502 864 1029 355 761 1382 1043 888 7324 PERCENT 19. 96 .50 3.68 4 . 7 2 LLn �._i 18.37 13.66 11,80 754 TRIPS 1202 802 170 337 673 1255 1208 1317 4 39 -0 69 756 5. � ��"] 4. 4.23 a.4., _5.76 _�.,17 16.54 755 TRIPS 1300 1515 798 162 558 1462 1682 1 737 PERCENT 14.11 16.44 8.66 1.76 6.06 .87 .i .. 18.25 18E5 9214 756 TRIPS 2251 940 935 803 914 1861 1676 1487 e 3" 7 PERCENT 19.89 .14 8.26 2.68 8.08 16.44 14.81 _2.70 _" J 757 TRIPS 1471 757 1142 263 634 1069 PERCENT 20.21 _J.4„ 15.69 3.61 G 6606 7278 E7� _4,6 14.62 _2.v6 59 TRIPS 1057 729 895 169 6E4 1424 1284 1005 7247 PERCENT 14.59 10.06 12.35 2.33 9.44 19.65 17.72 13.87 759 781155 2112 2030 904 655 1235 1717 1990 161313 12256 PERCENT 17.23 56 38 5 34 10.08 14.01 16.24 13.16 760 TRIPS 499 455 166 117 353 488 441 396 2917 5.5.69 4.01 PErc;�ENT 17.11 1 60 12.10 16.73 15.12 13.64 761 TRIPS 1655 1093 1_59 480 1004 1275 998 1549 9213 17.96 11.86 12.58 5.21 10.90 13.84 10.83 16,81 PERCENT 762 TIPS 458 906 552 154 667 470 628 4373 PERCENT 10.47 20.72 12.62 3.52 15.25 10.75 14,36 12.30 763 781158 435 536 377 253 452 449 476 565 PERCENT 12.30 15.12 10.64 7.14 12.75 12.67 13.43 15.94 3544 764 TRIPS 541 1094 312 237 662 452 864 630 4792 PERCENT 1_17.29 22.R3 6.51 4.95 13.81 9.43 18.33 13.15 76.8: TRIPS 761 1178 701 4 36 975 .�.. wv� vl 992 6595 PERCENT 11.54 17,86 13.63 6.61 14,78 10._ 13,45 15.04 151 - 1 /18/05 APPENDIX F FDOT QUALITY/LOS HANDBOOK TABLE 4-7 ,300 3,670 5.50C 890 • a». Lanes Divided A Undivided«'' 100 8;0 220 111,71E Divided �` Divided 340 2.570 y Divided as :40 3,33E 1 Class ii i (more than 4.5 signalized Interactions per mile and not within primary city central business district of an urbanized area aver 750,000) Lanes Divided A 1 Undivided 2 Divided 3 Divided Divided Level of Service 0 C M. 280 650 1,020 1.350 D 660 1,510 2,330 3.070 850 !.800 2,710 3,500 FREE S 23 13 v E ,940 3.584) 3,980 s.9'C' 3.260 4,550 5,530 6,150 2_560 4,410 6,150 7.480 8,320 ,360 ;,56c) 7,760 9.440 10,480 050 6.710 9,3.50 ; 1.390 12,6500 n€.er_;,ar;ge spacing < 2,.:,. apart rs 8i0 1,720 2,580 3.330 s 1V (more than 4.5 signalized interseCtions per mile and within rimary city central business district of an urbanized area over 750.000) Lanes Divided Undivided 2 Divided 3 Divided 4 Divided -Lanes Divided Undivided Divided 3 Divided Lanes Divided 1 ltindivided 2 Divided Level of Service A B C D P. a. .» 270 720 .. 4. 650 1,580 a. ma 1.000 2,390 1.350 3.,30 NON -STATE ROADWAYS Major City)County Roadways Level ofServiee A B C 44 44 480 ._ ,120 a. .a 1.740 780 ,66E 2.490 3.250 E 760 810 ,620 1,720 2.450 2,580 Other Signalized Roadways (signalized lntersection analysis) Level of Service A GENE arias 3lvk ed tin:divided Divideo ;Divided TABLE 4-7 LIZED PEAK HOUR DIRECTIONAL VOLUMES FOR F .ORipA'S URBANIZED AREAS' VS 's .eve„ e< Se:rviae A :a C D u .v3 C 670 9,0 ,/lily 20 2.500 5.230 1.600 2,590 3,740 4.840 STATE TWO-WAY ARTERIALS ,.:ass >0.00 to 99 signalized intersections per ;Wile) Level of Service Lanes Divided A 6 Undivided v. 220 250 1.530 2 Divided Divided 380 2,330 Divided 4913 3,030 4 C D 720 ate:' 2,720 2,7' 90 3,460 3,540 Ciajc ii (2.00 to 4 50 si9natized Intersectir€s per. mile) Level of Service 590 1,360 2.110 2,790 8 C • 250 • 580 Source" Florida Department of Transportation Systems Planning Office Suwannee Street, MS 19 wW myfor da.carrJplarningjsyst ms s iavde a i trn Level G, Service 0 D 2. .130 ,8421 2,660 3,440 3,910 1,780 2,890 4,180 5.410 6,150 2.342 3,940 5,700 7,380 8.380 3,080 4.990 7.220 5,340 10,620 3,730 6.040 8.740 1 1,3 10 12.850 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geoinetr?cs at 40mph posted speed and traffic conditions, not number of bicyclists using the facility-) (:v1ultipiy motorized vehicle volumes shown ne ovv by number of directional roadway lanes to determine maximum service volumes-1 t3 E 530 660 1.140 1,320 02/ 22102 Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85-160% A 60 Level of Service 0 C' D •- 170 130 210 380 >380 720 >210 >720 4.4 .sa PEDESTRIAN MODE (Note: Level or service for the pedestrian mode In this table is based on roadway geometries si 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number o' directional roadway lanes Li)determine maximum service volumes ) Level of Service A 0 C D E .. 330 810 .. as 520 990 20 590 >590 "• Sidewalk Coverage 0-49% 50-84% 85- 100% Sidewalk Coverage 0-84% 85- 1 00a/ .94 BUS MODE (Scheduled F (Buses per hour) Level of Service A 0 rw 105 >6 >4 xed Route) c >4 >3 >3 >2 Lades Multi Multi :ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIV2DED'UyDIVIDED (alter corresponding volumes by the indicated percent) Median Divided Undivided Undivided Undivided Left Turns Lanes Yes NO Yes NO Adjustment Factors <5% -20% -5% -25a/e 605uwann 0 ONE WAYFACILITIES In -ease ores 0nd Tallahassee, FL s 39R II45volume 20% in ens 'T'� ca ? ©d Ss h...h xn s rabic s d cd should be st6 (o osr sfx� s glen Ing V hf> .3-,os ..o� no: Coi,Si i G " 5ia",dJR`i and rho t6 bC USGd o Car �er1G � anc;n o �g e mo c c led Airy GS CA=sf `Jc1uc5 Shoa+n arc dourly 61rGCUona1 solc;ncs for is c15 C. Cs ar:1Li5 opE+;:'i�.:� s63EGG :- ck Ci S=rv.^.a ;tiler y' e'�hres4,^.11i5 :.: C pro5a5.- 4O; CAmpw ib.c s['os nOtle dnd. Lbcrc1Q0G. cos. tidal cornpa5son5 sh04i.3 'Jc p ciy, aagiiUalr Pits The :at?ic an9 Ret�a;nx �ornDulG* R:06c15 S11eUi4 nn. be 'aSCri (Cti,COr' Ckb' P. ».ICrS c[.6 b S-at;9hs ;c•.,cc an4 arc ':or the ¢;:t 0'11% Ciruck modr e rnmcnolo cTo c Casco tr an ual avers o^. ptcnLraf PGia„ r<<a:it w€ti caai;an. Furtheimo:t:. t6rnbvnk;ri', icbels cf scry I.e cf dificren, €nadGs ;r.ln on r ties a r c. c c _ :s no,coomn.cndcC c „onvcn rc annual a. erabe classy trerile gel saves, t csc. UotoAapIkr D and K - ca^5 Tnc _sh';e's t:vpa a ac he'a l> aria ,u 4 54"' 30S.-Vero ppc_ ;o follow E'or .ne . Ca.lcolc,'3' ucr. b,CyG se.. pizornar. and Sa r 03 asumcs rzaasi nc tl=,=,ac by 'aPprck, L c51 hsn 305 cP.odci a „ 7 ra3s , a+5a• ' 9 ckc LOS *P.adc s h 3 aGs:, teat nv.: Fo- c;cpci: acb.y aha 5 -co c _ v°rCa !' n sr C.yz nnu .aiu4 d it5 C ` iC ech,iv cL 5': .c 'uiFC` }i"JGC `Pr l� Oh ,.u.>, ^1¢[$Ca. IC c, am:: .,..Si t. v �> y b P U 1 Rh > 55 a31;cabic °0r h i o -,,ec'.e€ie- p°a5e sr.., >�, c �-. ..,.._,,....,,. _.<._.... ,. - ...,,, _.....,,::...._ - - ,_......-.... _ _,_ ..._.........._..,-- 97 APPENDIX G OTHER PROPOSED DEVELOPMENTS 36 I FN Service Retail Condos 6 Cuban Mamorial Boulevard TRANSPORT ANALYSIS PROFESSIONALS 3-4 3-01"- PM Peak Hour IN = 39 OUT - 23 TOTAL = 62 PM Peak Hour Site Only Traffic SW 7th Street SW 8th Street TAZ 575 20.75 17.83 17.03 15.02 17.80 4.47 5.74 1.33 Figure 4 Capital Place N NTS 11 (9.8%) SW 12th Avenue Ore -Way -- -•v.- One=Way �-�- 0i 22 (19.6%) 3 (5.1%) --ab► cv cs4I -90 (80.0%'; 1st Street SW 3rd Street Site i PM Peak Hour SITE [ In = 112 Out = 59 Tota! = 171 -4.— 5 (4.5',4) One -Way TAZ 756 13.6'5117.69 14.84 16.46 122C 3`,') One Way a 4 } o� 1 t ! di-... 16 (14.3%) - One -Way -0-3(5.1%) i 17.74 v \ 9.69 3.19 12 (10.7%) One -Way XX = Voiurne (XX) = Percent SW 4th Street SW 6th Street SW 7th Street %)-8- SW 8th Street 4 Site Volume and Percent of Site Volume ® NSapk ANALYS;5 PROFESSIONALS FIGURE 4 3 . " APPENDIX H INTERSECTION CAPACITY ANALYSES CAPACITY ANALYSIS - EXISTING PEAK SEASON TRAFFIC Genera format Analyst gency!Co. ate Performed Analysis Time Period on TWO-WAY STOP CONTROL SUMMARY ISte Informa n fmg 'intersection SW 11 Ave & 7 .St FC/ ljurisdiction City of Miami OCT/2006 lAnalysis Year 2006 Existing Pivi Peak Hour , Project Descripon NORDiCA ON EastiWest Street: SW 7th Street Intersection Orientation: East-West iNorthiSouth Street NW lith Avenue Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Eastbound Movement 1 2 3 4 5 6 T , Volume vehli ) 71 649 Peak-Hoi r Factor, PHF j 1.00 C 1.00 1.00 0.97 0.97 1 1.00 Hourly Flow Rate, HFR ivehih) 0 0 0 73 1699 0 1 1 Percent Heavy Vehicles 0 — --0 _ -Median Typ Undivided RT Channelized Lanes Configuration L T Upstream Signal 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 • L T R L T R Volume (veh/h) 55 k45 eak-Hour Factor, PHF 1.00 1.00 1.00 1.00 0.77 0.77 ourly Flow Rate, HFR (veh/h) 0 0 0 0 58 71 • Percent Heavy Vehicles 0 0 0 0 _ 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 2 0 Configuration T TR vidy, wutuv ;—cle ..gl, ....A Approach %.•••—• ...•• ......-• Eastbound . — Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L T TR v(veh/h) 73 29 100 C (m) (veh/h) 1636 117 290 v/c 0.04 0.25 0.34 95% queue length 0.14 I 0.91 1,49 Controt Delay (slveh) 7.3 1 45.6 23.8 LOS — A --- E C 28.7 Approach Delay (s/veh) -- -- D &Approach LOS opyngnt 2005 University of Fioride, Ali Rights Rese-ved HCS+Tm Vefsion 5.2 enera e u FCC/ rng City of Miami err�rrned OCT/2006 ime Period Intersection SW 11 Ave & 8 St i Area Type Ali other areas 1 Jurisdiction Existing PM Peak (2006) I Anai°ysis Year °tersection Geometry 3rade = 0 Grade w 0 Grade = Grade = 0 NCA1 r'aT e LTR EB WB NB SB Kam RT LT TH RT LT EMI LT TH RT 'oiume (vph) 1302 53 39 78 39 ') Heavy Veh IIIIIEII 0 ME 0 0 0 lHF 0.89 0.89 0.63 0.89 0.89 .ctuated (P/A) P P P P P 2.0 2.0 2.0 2.0 tartup Lost Time :xtension of Effective Green 2.0 2.0 2.0 2.0 ,rrivai Type 4 3 3 3 Jnit Extension 3.0 3.0 3.0 3.0 'edlBike/RTOR Volume 0 0 0 0 0 0 0 0 12.0 12.0 12.0 120 Width _ane N N N N N ,arking (Y or N) ?arking/Hour 3us Stops/Hour 0alk 0 o iii 0 E 3.2 3.2 3.2 no striae Timing 1 EB Only G= 93.0 Timing 1 Y = 4 02 1 G = 0.0 IY= 0 jY= 0 03 G = 0.0 04 G= 0.0 N5 Perm j Jn d IG= 19.0 1G= 0.0 1Y= 0 #Y= 4 Y= 0 G= 0.0 Y= 0 ;Y= G= tion of Analysis • ")5 Cvcle lath C 12 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET ral information 'ojec...t Description NORDICA ON 8 - ExistThg PM Pk at SW 11 Ave & 8 St olume Adjustment EB \NE3 NB S8 LT TH RT ume 11302 53 T TH RT LT TH LT 78 HF 0.89 0 89 0.63 0.89 TH 39 0.89 RT ijusted Flow Rate 11463 60 62 88 44 ane Group TR dusted Row Rate 523 62 88 44 roportion of LT or RT 0.000 0.039 0.000 0.000 ase Satflow 1900 1900 1900 1900 --ser of Lanes 3 0 1 1 1 1.000 1.000 1.000 .1.000 i iv 0.981 1.000 . 1.000 1.000 _ 1.000 1.000 1.000 1.000 ) 1.000 1.000 1.000 1.000 ft) 1.000 1.000 1.000 1.000 a 1.000 '1.000 1.000 /MO .L.1 0.908 1.000 1.000 1.000 L-r- 1.00 _ _ 0.950 1.000 _ .... -3econdary fLT RT _ 0.994 0.865 __ 1.000 1.000 -- - 1_000 i 1.000 'Lpb 1 1.000 5048 11 1 1 1 1 1/.000 _ 1f 1644 11.000 .... 11805 1900 air Adjusted Safflow Secondary Adjusted Satfiow - - - -- CAPACITY AND LOS WORKSHEET Oral information oject Description NOTROICA - Existing Pfvf Pk at SIN 11 Ave & 8 St apacity Analysis EB VVB NB ne Group R I R ijusted F10;4/ Rate 1523 62 88 44 5048 itflow Rate 1644 1805 1900 )st T me -een Ratio 2.0 0.77 2.0 iO.16 2.0 2.0 0.16 0.16 Ine Group Capacity 3912 260 286 301 c Ratio 0.39 ow Ratio 1 0.30 1 !0.24 0.31 0.04 0.05 0.15 0.02 ritical Lane Group UM Flow Ratios 0.35 )st Time/Cycle 8.00 ritical vfc Ratio 0.38 r I Delav, and LOS Determination EB VVB NB SB ane Group TR 111111111111111111111111.1111.1 R L T djusted Flow Rate ane Group Capacity Billiallill 3912 62 260 88 286 44 301 0.39 0.24 0.31 0.15 to Ratio ;reen Ratio Thiform Delay di 0. 77 4.3 0.50 IIMIIIIIIMIIIIIMIIIIIIIIIIIIIII 1111.11111111111111111110-50 0.16 44.2 . 0.16 44.7 0.50 0.16 43.5 (150 )elay Factor k 0.3 MI= 2.2 2.8 1.0 icremental Delay d2 0.256 IIIIIIIIIIIIIIIIIIIIIIIIIIIII 1.000 1.000 1.000 ,F Factor 1.4 IIIIIIIIIIIIIMIIINIIIIIIIIIIIIIIII 46.3 47.5 44.5 )ontrol Delay Group LOS A 1 D D D _ane 46.3 46.5 kpproach Delay 1.4 A D D LOS kpproach intersection LOS A ! ntersection Delay 6.5 Generated: 10/30,2006 1:43 Ai .1pyrIght ©, 2005 University of Florida, Ail Rights Reserved 7eneral riySG G Co_ PerformP ;me Period Grade FC i/frn.g City of Miami i OCT/2006 D 2 ! REPORT Site: information Grade w 0 Intersection Area Type Jurisdiction na ysis Year LR = L T R SW12Ave. &7St Ail other areas - Existing PM Peak d Timinq input EB € WB 1 NB its LT TH 1 RT LT j TH j RT 1 LT I TH ; RT 1 LT TH RT Votume (vph) 107 1420 177 134 494 464 134 0 D 1 0 0 1 0 0 0 C% Heavy Veh PHF 0.98 10.98 10.98 0.94 i 10.94 0.84 i0.84 Actuated (F!A) P l P P A A A A Startup Lost Time 3 1 i 2.0 j [ 2.0 � 2.0 � 2.0 1 2. 0 1 1 2.0 Extension of Effa?ctive Green Arrtva! Type 1 E Unit Extension 3.0 3.0 3 3.0 i t Ped!BikeiRTOR Volume 0 0 i 1 0 1 0 i 0 1 i 0 0 0 1 12.0 L 112.0 1 , 12.0 Lane Width Pa � rkinggrYarN) tv 1" 1 N I N N I Parking/Hour E Bus Stops/Hour i 0 {i I D iiik e�:'iaF, Ti i�6r n 3 { 3.2 3.2 {17 1 E32 WB Only 02 03 G= 63.0 G= 0.0 G= 0_0 G= 0.0 1G= 38.0 v - 5 0 Y= 0 EY= 0' Y= 5 Duration of Analysis (hrs) = 0.25 G= 14.0 G= 0.0 G = 0.0 Y= 5 1Y= 0 Cycle Length C = 120.0 Y = 0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Genera Information •ct Description N09701; ? ON 8 - Existing PM Pk at SW 72 Ave & 7 St &ti c me Adjustment Volume EB WB tv8 SB TH 3 RT j LT F TH RT PHF Aaji sled F.ow Rate '1,107 !`420 177 134 404 .98 10.98 0. 98 10.94 10.94 l 09 11449 181 143 1526 RT ! I 464 134 i 0. 84 Lane Group Adjusted Flow Rate !LTR 1 (1739 552 I TR !0"84 160 669 712 Proportion of LT or RT 0.063 -- I 0104 0.214 0.000 0.000 10.225 d r1w tea' Base Satflow 1900 fI 1900 I I 1900 Number of Lanes 0 1 3 " 3 0 0i 2 I 2 0 l 1 i ( 1 11.000 1 1.000 1.000 11.000 1.000 1.000 2 i n 1.000 i € 1.000 i 1.000 ? ` 1.000 I 1.000 j'� j'} 1.000 1t` fb0 1 1.000 I 1.000 1.000 1 1 [ I i 1.000 j r 1.000 1.000 10.952 3 I 1 I 90.908 E 10.952 j U I 0.997 0.989 1.000 .000 __ 1 Secondary f.LT I -- F 0.557 € 0.966 R- 0"984 { 1.000 e a E 1.000 1 1.000 1.000 I'R-b � - � 11.000 1.000 e 3 1 ; 1.000 J i � E 33 , 3579 � 5;?79 stet Satflow I I � 1 ilit I t 849.,6 = Secondary Adjusted Satflow CAPACITY AND LOS WORKSHEET General information -7'roje,,ct DescrOtion NORD/Cr"-f ON 66 - city Analysis fla PM Pk at Still 12 Ave & 7 St lei Lane Group L R = T �+UI 5te F+ow Rate 1739 669 712 '3a'1o'w1\-' Rate 15079 3579 3496 _ost "Ina -3reen Ratio 2.0 2.0 i i 2.0 ( 0.44 10.47 0.32 2243 Lane Group Capacity 1205 1107 vic Ratio 0.78 0.56 Flow Ratio Critical are Group l0.34 1 10.16 4 10.20 Sum Flow Ratios 0.82 Lost Time!Cycle 10.00 Critical vic Ratio 0.89 > eta �aacify �r�tra lay and LDS Date rlfatiOr &Hasa ev wr 9 - EB €4 WB B SS4I, ;€ Group 1 g f LT` TR € Adjusted Flow Rate ! 1739 669 712E Lane Group Capacity [ 2243 I 1205 1107 j vic Ratio I � � � 0.78 0.56 0.64 l Greer Ratio 0.44 0.47 0.32 Uniform Delay di 28.4 22.5 35.2 Delay Factor k 0.50 0.15 0.22 lncrementai Delay d2 2.7 0.6 1.3 pF Factor ; l � 0.847 0.803 1.000 � Control Delay 26.8 .. � 18.6 B 36.5 Lane Group LOS - C Approach Delay 26.8 18.6 36.5 Approach LOS C B D C intersection Delay 27.2 � intersection LOS ._ .. TM •: - ' Generated: 11/2/2006 10'42 AN.? vo yr Ld : O 2005 'University of Florida, Ali i Rights Reserved -aalyst yorGo. erformed me Period FCinfngg City of Miami OCT/2006 FULL REPORT i Site information intersection SW 12 Ave & 8 St Area Type All other areas Jurisdiction Existing PM Peak Analysis Year tersection Geometry argue = 0 Grade = 0 2 0 Grade Grade = 0 S1 ze No(1 A 4 YP t =LT LR = L TR e and Timing Input EB WB NB SB ® RT LT RT ® RT TH RT )lume (von) /68 109883 MI 459 104 418 Heavy Veh 0 0 0 MEM 0 0 0 IF 0.96 0.96 0.96 - 0.95 0.95 0.89 0.89 Ltuated (P/A P P P P P P P .artup Lost Time 2.0 2.0 2.0 xtension of Effective Green 2.0 2.0 2.0 ;rival Type 4 ME 4 nit Extension 3.0IIIMIIIIMIII 3.0 -- 3.0 ed/Bike/RTOR Volume 0 0 0 all 0 0 0 0 0 ane Widthi 12.0 12.0 12.0 arking (Y or N) N N N 1 N N N 1 arising/Hour ,us Stops/Hour 0 0 0 gat trian Timing 3.2 3.2 3.2 EB Only 02 ( 03 04 NS Perm nay iming 53.0 G= 0.0 [G= 0.0 IG= 0.0 G = 38.0 G= 14.0 Y= 5 1Y= 0 Y= 0 Y = 0 ;Y=5 1Y= 5 r IG= 0.0 1G= 0.0 1Y=0 ;Y=0 Jration cr,1 Analysis (hrs) = 12 VOLUME ADJUSTMENT AND SATU `MN FLOW RATE WORKSHEET ral information 1roject Description NORDICA ON 8 -Existing PM Pk SW 12 Ave & 8 St folurne Adjustment WB NB SE LT 1 TH 1 RT , LT ' TH T 1 LT TH RT LT IT, RT ] Diume 16,6 1098 1 1 83 1 1459 104 153 1418 1 'HE j0.96 0.96 0.96 10.95 0.95 i0.89 0.89 dijted Row Rate 175 114486 1 1483 109 1172 470 .ane Group LTR 1 TR LT djusted How Rate 1 i 1405 592 642 roportion of LT or RT 0. 25 0.061 - 0.000 -- 0.184 0.268 -- 0.000 ,#aturation Flow Rate Sat -flow 1900 MEIase 1900 1900 a ber of Lanes 0 3 0 2 1 0 0 2 , 7.000 1 1.000 ill 1.000 -iv 1.000 1.000 .000 1.000 1.000 111.000 0 1.000 ME 1.000 1.000 b 1.000 1.000 11111 1.000 a 1.000 1.000 1.000 u 0.908 0.952 0.952 0.994 11111rom 1.000 1110.987 Secondary fLT -- MINIMEM1 0.588 _ Lp 0.991 1.000 __ - I= -- 0.972 1.000 - - 1.000 1.000 - 1.000 _ 1. 000 _ 11,000 _ 11111 A. justed Satflow 5096 ,.1.518 r 3570 i Secondary Adjusted Satfiow I I -- [ -- -- 2126 -- CAPACITY AND LOS WORKSHEET ral Information t Description NORDICA ON 8 -Existing PM Pk at SW 12 Ave & 8 St 'apacfty Analysis ne Group EB IL TR WB NB R T • 1LT ijusted Flow Rate 1405 592 642 atflow Rate 5096 3518 3570 ost Time 2.0 12.0 2.0 reen Ratio 0.44 0.32 0 47 ane Group Capacity 2251 1114 1238 'c Ratio 0.62 0.53 0.52 'ow Ratio 0.28 7 0.16 'ritical Lane Group `..011 Flow Ratios 0.74 )st Time/Cycle 10.00 rtica vlc Ratio 0.80 Group Capacity, Control Delay, and LOS Determination EB WB NB SB ane Group L TR MIMI TR How Rate 1405 592 IIIIdjusted 642 ane Group Capacity 2251 1114 1238 lc Ratio 0.621111.11111111=1111110•53 0.52 ;men Rato 0.44 IMINIMMIEN 0.32 0.47 Jniform Delay dl 2" .1111.111111111.111111M...1111121.9 )elay Factor k 0.50 INMMMNEMIII"° IIIII 0.50 ncrernental Delay d2 MINIIIIMIIMME 1.8 1.6 JF Factor 0.847 11.111=11111111111 1.000 Milli0.803 ..ontrol Delay 131111111111111111111IMINIUME111111111111 19.2 _ane Group LOS 1111111111111111111111111•1 NMI ,pproach Delay 23.1 35.5 19.2 ,pproach LOS C D itersection Delay 24.9 Intersection LOS - - -- -- - - - pyrght ti`: 2005 University of Florida, AO Rights Reserved HCS+TM Version 5,2 enera e . CAPACITY ANALYSIS - 2008 Wl0 PROJECT TRAFFIC Froi TWO-WAY STOP CONTROL SUMMARY (..7"eneral In c ion ,Site Information. Ana)yst frr.79 1 l'-ttersection SW 11 Ave & 7 St Agency!Co. FC1 Jurisdiction City of Miarni ate Performed OCT/2005 Analysis Year 2008 without Project nalysis Time Period PM Peak Hour ect Descriution NORDICA ON 8 EastANest Street: SW 7th Street North/South Street: NW llth Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Ad ustments Major StreetEastbound Westbound Movement 1 2 L T Volume (vehfh) 72 1713 Peak -Hour Factor, PHF 1.00 1.00 7.00 0.97 0.97 1.00 Hourly Flow Rate, HFR (vent) 0 0 0 74 1765 0 Percent Heavy Vehicles 0 — — 0 — -- Medan Type Undivided RT Channelized Lanes Configuration L T Upstream Signal 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume vehlh: 46 56 likak-Hour Factor, PHF pro urIy Flow Rate, HFR veh/h 1.00 1.00 1.00 1.00 0.77 0.77 0 0 0 0 59 72 Heavy Vehicles 0 0 0IIIIIIEIIIIM 0 0 ,Percent Percent Grade (%) 0 IIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIEIIIIII Flared Approach N Storage RT Channelized 01111.1111111110 Lanes 0 0 0 0 IIIIIIIIIIIIIIIIIIIBIIIIIII 2 0 TR Configuration rvice Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L. T TR v (veh/h) 74 29 101 C (m) (veh/h) 1636 109 280 vlc 0.05 0.27 0.36 95% queue length 0.14 0.99 1.58 Control Delay (s/veh) 7.3 49.6 24.9 LOS A E C Approach Delay (siveh) --j 30.4 Approach LOS — -- D yright 2005 Ut-IversIty of Ronda, All Rights P.ese'ved HCS+Th4 Version 5.2 Generated: 10(2912006 5:28 PM FULL REPORT nera ati ialvst Sky or C erforrned me Period FCilfino City of Miami OCT/2006 Site Information intersection SW /1 Ave & 8 St Area Type Al) other areas Jurisdiction 2008 w/o Pro] Analysis Year terseotion Geo e '3rade = 3 Grade = 0 Grade Grade = 0 = T R = L T = L R = LTR ES WB NB SB 11=1 RT LT TH RT LT RT LT RT rolume (vph) 137056 In 40 80 40 • Heavy Veh 2 0 MIMI0 0 0 HF 0.89 0.89 0.63 0.89 0.89 otuated (PIA) P P Ell P P P 2.0 2.0 2.0 2.0 tartup Lost Time xtension of Effective Green 2.0 2.0 2.0 2.0 .rrival Type 4 3 3 3 11111 3.0 MI 3.0 3.0 3.0 nit Extension 0 0 0 all 0 0 0 0 ed!Bike/RTOR Volume 12.0 12.0 12.0 12.0 .ane Width arking (Y or N) N N N N N 'arking/Hour Jus Stops/Hour 0 0 0 0 41111kstrian Timing 3.2 3.2 3.2 riming EB Only f 02 G = 93.0 I G = 0.0 = 4 03 G = 0.0 04 G = 0.0 NS Perm G = 19.0 G = 0.0 1G = 0.0 IG= = 0 Y=0 - 0 Y = 4 Y 0 Y .-- 0 I = tUVatOfl ofArvis(hrs) - 0,25 Cycle Lencith 0 12 (0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET al Information eject Desorption NORDICA ON 8 - 2008 w/o Proj at SW 11 Ave & 8 St(P Pk) ume Adjustment 'bume HF djusted Flow Rate 3.ne Group .djusted F!ow Rate 1370 56 0.89 0.89 TR 1602 VVB NB 63 90 SB 45 -oportion of LT or RT 0.000 0.039 0.000 0.000 'aturation Flow Rate ase Satflow 1900 MEM 1900 1900 1900 lumber of Lanes 3 0 1 1 1 IIII1.000 1.000 1.000 1000 qv 0.981 111111111M11111.000 1.000 1.000 1.000 IIIIIMIIMI 1.000 1.000 1.000 1.000 1.000 1.000 1.000 5 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 u 0.908 1.000 1.000 1.000 1.000 _ 11111111111111111111MIIIMI111 _ 0.865 0.950 1.000 1.000 ,econdary f LT 0.994 1.000 1.000 1.000 I I i. 000 _ T. 000 _ 1.000 ,., ted Satflow 5048 1644 1805 11900 econdary Adjusted Satflow - -- __ __ CAPACITY AND LOS WORKSHEET era! in orrnation ct 0escri tion NORDICA ON 8 _ 2008 w/o Prop at S 11 Ave & 8 St (PM Pk) capacity Analysis EB NB SB ine Group TR I 1 j R I L. djusted Row Rate at`iow Rate 11602 E5048 63 90 45 1644 1805 1900 nst Time 12.0 2.0 2.0 2.0 reen Ratio -ine Group Capacity 10.77 3912 0.16 0.16 0.16 260 286 301 c Ratio 0,41 0.24 0.31 I0.15 ow Ratio 0.3G 0.04 :itical Lane Group N 0-05 J0.02 Y N ,am Flow Ratios 0.37 Jst Time/Cycle 8.00 ritical v/c Ratio 0.39 Group Capacity, Control Delay, and LOS Determination s EB WB NB SB ane Group TR R L T djusted Flow Rate 1602 63 90 45 ane Group Capacity 3912 260 286 301 is Ratio 0.41 0.24 0.31 0.15 ;Teen Ratio 0.77 0.16 0.16 0.16 uniform Delay di 4.4 44.2 44.7 43.5 ielay Factor k 0.50 0.50 0.50 0.50 icremental Delay d2 0.3 2.2 2.9 1.0 F Factor 0.256 1.000 1.000 1.000 .ontrol Delay 1.5 46.4 47.6 44.6 .ane Group LOS A D D 1 D ,pproach Delay 1.5 46.4 46.6 ,pproach LOS A D D ltersection Delay 6.4 Intersection LOS A )pvright 6 2005 University of Fonda, Ali Rights Reserved HCS+-T M' Version 5.2 Generated: 10/30/2006 1:51 AM Analyst F0 /ft fu " eraor �cyCo. ity of Miami Performed OC `2006 v Period Gace= 0 0rcce 2 0 me and Timin input 2 FULL REPORT 0 3 0 Grade = 0 Site Info intersection Svc 12 Ave & 7 St Area Type Aif other areas Jurisdiction 2008 w/o Prmi (PM Pk) aiysis Year S;Krk, ciM trrcda 1 =TR = LT LR = LTR EB i WB NB SB LT TH I RT LT TH RT a LT { TH RT LT TH ! RT Joiume (vph) _ 109 1467 193 140 520 477 154 / Heavy Veh 0 0 3 0 0 0 ; j 0 0 DHF 10.98 0.98 0.98 0.94 10.94 0.84 0.84 actuated (PIA) 1 P I P P A A A A Startup Lost Time j ! 2.0 2.0 2.0 7xtension of Effective Green I 2.0 2.0 2.0 1,rrivaJ Type 4 f 4 3 Jnit Extension 3_0 € 3.0 3.0 Jed/BikefR T ©R Vo urne 1 0 0 0 0 0 0 � 0 E i 0 _ane Width I 12.0 12.0 12.0 marking KY or N) ; tl= N N N i Al N arking/Hour i I Sus Stops/Hour [ ii 0 ? i 0 i i V 3 aistrian Timing 3.2 3.2 3.2 `f B Qriiy 02 03 04 NS Perm N8 G7;]y 07 08 G = 53.0 0.0 IG= 0.0 G= 0.0 I G = 38.0 G= 14.0 G= 0.0 G = 0.0 iY- 5 lY= 0 Y= 0 Y= 0 Y= 5 Y= 5 3Y= 0 jY= 0 "Duration of A naiysis (hrs) = 0.25 Cycle Length C = 120.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information t Descrptio� n NOR, 1 . C t ' 8 - 2008 PM Pk wio ProIeit at SW 12 Ave & 7 St o ume Adjustment EB N B NE SB iH RT LT TH IRT i LT ! THs RT .`Qlurne 109 467 193 1140 1520 t 477 j154 .djusted Rout Rate 0.98 10.98 1497 1 _ane Group LTR dusted Flow Rate 1805 98 0.94 0.94 97 149 553 LT 702 0.84 568 84 83 751 =•roportion of LT or RT Saturation Flow Rate 0.061 0.109 0.21 0.000 0.000 1 -- i 0.244 3ase Satflow 1 I 1900 1900 1900 \lumber of Lanes I 0 1 3 0 i j 0 j 2 I 2 j 0 i 11.000 1 11.000 1.000 HV 1.000 { 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 9.000 a 1.000 1.000 3 1.000 1 i '0.908 0.952 0.952 Ii I 0.997 i 0.989 1.000 Secondary f�T __ 0.544 __ __ RT -- 1 0.984 i -. '1.000 .000 -- 0.963 I 1 ! E 1.000 I1.000 1.000 j l Ri po i1.000 i ii.000 ! 1.000 01 ted Sa f?�w 5075 I ;s580 3485 Seconder" Adjusted Satfiow I ! { [ -- l [ 1 i`r967 l 1 3enerai information CAPACITY AND LOS WORKSHEET -roes: pUo NORD)CA ON 8 - 2008 PM Pk w/o Project at SW 12 Ave & 7 St •acitY Analysis .ane Group E NB LT \cjusteo Flo D,: 1805 et ow Rate .cst i me I3reen t3o 15075 °02 13580 I I2.0 12.0 10.44 '0.47 751 (.5485 2.0 0.32 .one Group Capacity 2241 1190 11104 lc Ratio =iow Ratio 10.81 0.36 >ritical Lane Group j lY F0.59 10.16 Y 0.22 iv >um Flow Ratios 0.83 _ost Time/Cycle 10.00 vfc Ratio 0.91 _arse Group Capacity, Contra Delay, and LOS Determination EB WB NB SS Group 1LTR 1 LT TR 1111 usted Flow Rate 1845 � 702 751 _ane Group Capacity I 2241 i 1190 1104 l r/c Ratio 0.81 0.59 0.68 :green Ratio 0.44 1 0.47 0.32 Lniform Delay d, ` 29.0 € 23.0 35.7 } Delay Factor k � j 0.50 0.18 0,25 f ncre,mental Delay d2 3.2 0.8 1.7 FF Factor 0.847 [ 0.803 1.000 Control Delay 27.8 19.2 37.4 Lane Group LOS j C 8 D Approach Delay 27.8 19.2 3i.4 Approach LOS C fl r,tersecton Delay 28.2 Intersection LOS C ;oeyr�Vru Cv 2005 U versiry of Florida, Ai=. Riahts Reserved N` HCS+ Version 5.2 Ganeraten: ,1 1200E i u:e FULL REPORT erteral information riaiyst or Co. erforrned "Ifir. Period FCiYfmg City of Miami OCT/2006 Site information intersection Area Type Jurisdiction Analysis Year SW 12 Ave & 5 St All other areas 2008 w/o Project itersection Geometry Grade =0 Grade = 0 2 0 r 2 0 Grade = Grde= 0 = L R L TR o ume and Tmina Innut EB WB NE SB LT TH RT LT TH RT LT TH RT LT TH RT plume (von) 186 115687 477 106 156 430 Heavy Veh 0 0 0 0 0 0 0 0.96 0.96 0.96 0.95 0.95 0.89 0.89 ..^:tuated (PA) P P P P P P P i 1 .artup Lost Time 2.0 2.0 2.0 2.0 dension of Effective Green 2.0 2.0 2.0 2.0 :rivalType 4 3 3 4 it Extension 3.0 3.0 3.0 3.0 ?..d/Bike/RTOR Volume 0 0 0 0 0 0 ine Width 12.0 12.0 12.0 12.0 arking (Y or N) N N N arkino/Hour us Stops/Hour 0 0 0 0 *trier, Timing 3.2 3.2 3.2 iming 1 EB Only G = 53.0 G = 0.0 1 Y = 5 IY=0 Y 0 03 G = 0.0 04 NS Perm SB Only G = 0.0 G = 38.0 G 14.0 07 08 G = 0.0 G = 0.0 02 Y = 0 Y = 5 Y = 5 Y = 0 Y = 0 Jrat. lysis .25 [Gyde Length 0 120.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET rai information 'oject D scription NORD/CA ON 8 -2008 w/o Pro - PM Pk at SW 12 Ave. & 8 St oiume Adjustment Aurne 186 -IF EB 1156 87 0.96 10.96 0.96 l1204usted Flow Rate , 194 91 ,ne Group ljusted Flow Rate D portion of LT or RT aturation Flow Rate W 13 LT TH LT TH I RT 1477 106 0.95 10,95 0.89 502 112 175 483 TR 614 175 483 A se Satflow 1900 1900 1900 1900 I ter of Lanes 0 3 0 2 0 0 1.000 1.000 1,000 1.000 v 1.000 1.000 1.000 1.000 1.000 Mil 1.000 1.000 1.000 1.000 11111.111.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.908 0.952 1.000 1.000 0.994 1.000 0.950 1.000 econdary f LT IIIIIIIIIIIIIIINMII IIIIgg 0.661 -- 1 0.991 0.973 11.000 .Pb 1.000 _., _.. 1.000 _ "L 000 '1.000 _ 1.000 1 _ _ 1.000_ I 1.000 .djusted Satflow 5095 1 3519 1805 1900 .econdary Adjusted Satfiow { -- I [ __ 1255 CAPACITY AND LOS WORKSHEET ral nformao roject Description NOR:a;IC A ON 8 -2008 i`r`o Project - PM Pk at SW 12 Ave & 6 St :apacity Analysis EB NB I SB ane Group dj;sted Flow Rate 'LTR 114R9 TR = DefL T 614 175 1483 atfxow Rate 5095 135119 3st Time reen Ratio 2.0 la44 2.0 0.32 1805 11900 2.0 i I 10.47 10.47 ine Group Capacity 2250 1114 c Ratio 0_66 10.55 1453 902 0.39 0.54 ow Ratio 0.29 0.17 0.00 0.25 ritical Lane Group v N ,N um Fiow Ratios 0.86 Dst Time/Cycle 15.00 ritical v/c Ratio 0.99 Group Capacity, Control Delay, and LOS Determination Nuer EB WB NB SB ane Group LTR TR DefL T dusted Flow Rate 1489 614 175 483 3ne Group Capacity 2250 1114 1 453 902 c Ratio 0.66 .0.55 0.39 0.54 reen Ratio 0.44 0.32 0.47 0.47 nif©rm Delay d, 26.4 33.9 30.7 22.2 elay Factor k 0.50 0.50 0.50 0.50 'cremental Delay d2 1.4 2.0 2.5 2.3 F Factor 0.847 1.000 1.000 0.803 I ontrol Delay 23.8 35.9 33.2 20.1 1 ane Group LOS C D C C pproach Delay 23.8 35.9 23.6 ,pproach LOS C D C itersection Delay 26.4 Intersection LOS C oyright ©2005 University of Florida, Afi Bigots Reserved • HCS-TM' Version 5.2 Generated: 10'30/2006 1:55 AM CAPACITY ANALYSIS - 2008 Wf PROJECT TRAFFIC TWO-WAY STOP CONTROL SUMMARY General nformato Anaivst FCi/fmg Intersection SW 8 St & S Pro/ Drive Agency/Co. City of Miami Jurisdiction FDOT Ike Performed DEC/2006 Analysis Year 2008 lysis Time Per od PM Pk Hour Project Description East/West Street: SW in Street lNorth/South Street: Project S Drive intersection Orientation: East-West }Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Ma or Street Eastbound Westbound Movement 1 2 3 4 1 5 6 • L T Volume (veh/h) 111 1412 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Houriy Flow Rate, HFR (veh/h) 121 1551 0 0 0 I , 0 Percent Heavy Vehicles 0 -- -- 0 1 -- -- Median Type Undivided RT Channeiized 0 1 0 Lanes 0 I 2 0 0 0 1 0 Configuration LT 1 T Upstream Signal 1 I 0 I Minor Street Northbound Southbound Movement 7 8 9 10 11 1 12 L T 1R Volume (yeh/h) 51 Factor, PHF 0_91 0.91 0.91 0.70 0.91 0.91 Ok-Hour ly Flow Rate, HFR 1(Yen/h) 0 0 0 72 0 0 'Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N 1 Storage 0 0 RT Channelized 0 'Lanes 0 0 0 1 0 0 (Configuration Approach Eastbound Westbound Northbound Southbound Movement 1 4 8 9 j 10 11 12 Lane Configuration LT L (veh/h) 121 72 iv iO (m) (ven/h) 1636 466 Mc 0.07 0.15 959/0 queue iength 0.24 0.54 Control Delay (s/veh 7.4 14.1 LOS A 5 Approach Delay (slveh) -- 14.1 roach LOS -- -- B ight f"./,` 2005 University of Fiorida, Ali Rights Reserved Hcs+Tm Version 5.2 enerate ; fAVa T Infor ;; ;' ' G11.r„J nverseetior, SW 7 St & N Prot D ve en , Co. City of Miami ' jurisdiction FDOT i Performed DEC/2006 ? Anaiysas Year 2008 ys s Tn`e Perk) PM Pk Hour JJ Prolect Description IVORDICA ON 8 Street SW 7t0 Street ;ersec ion Orientation East-V`Jest Vo!umes and Adjustments North!South Street: Pro] ct N Drive Study Period (hrs): 0.25 Maor Street Eastbound Vestbound A' ov ftle.nt L 2 4 L 5 8 R Volume (vent:` ) 'eaK-Hour Factor. 'Hourly Flow €o'er Rate, 4-#FR. :Percent Heavy Vehicles ;�edan Type 1.00 f 1.00 0 28 1.00 0.96 0 7 791 0.9E 29 E 1865 1.08 0 0 0 Undivided RT Channelized 0 0 Lnes `Con €gurat`on Ups reem Signal 0 0 0 Northbound 0 LT 2 T 1 Southbound 0 Movement 7 8 9 10 1 11 12 l L I R € L , T R p7' //y �ML] y.j�.., 1 V oiume (vehih) I 38 K-Hour Factor, PH- 0.70 1.00 1.00 1.00 1.00 1.O0 . u("y Flow Rate, HFR (vehh) i 54 0 0 0 0 0 iPercent Heavy Vehicles 0 0 0 { 0 ! 0 0 Percent Grade (% 0 0 ;Flared Approach 1 Al N Storage ; 0 0 lRT Channelized j 0 0 Lanes j 1 0 0 0 0 0 iCoE Eiaurat€on L [ f ibeiay, Queue Length, anal Level of Service s noroach j Eastbound ' Westbound Northbound Southbound 1 i =vioVG€ilani � � 1 4 l 7 8 9 10 11 12 Lane Configuration l LT L tiveh� , 1 29 54 1 C (r,) (veh!h) i 1 1636 ! 693 iv/o 0.02 0.08 1 1 r� h `,�"i''% queuerE tr��. ilir,., length �� 0.05 ; 0.25 !Control Delay (s,1veh) ! 7.2 J 10.6 ! ! i [ O C A B ...._ _ ooproech Delay (s ven) ! 0 roach 'LOS i 2005 U- iversiT.y ;= Fio;rkda, A Rights. ReserveC 10.6 S HCS+ M Version n 5.2 Geheiated. 2/2 2006 aff.E1off„ .......... -V---y- TWO-WAY STOP CONTROL SUMMARY „ki.ersection Onehtation: East-West 'Gr-nprei information yst A0enoy/Co. 'e Pe7f.orrned Period 7-rn Fel DEC/2006 PM Peak Hour Site information resection jurisdiction Analysis Year SW 11 ve 5 7 St City of Miami 2008 With Project PFoject Descrjption „NORD/CA ON 8 East/West Street: SW 7th StrePt NorthiSouth Street: NW 1 lth Avenue 1Study Period (hfs): 0.25 Vehce Volumes and Adjustments Street 'Volume (:„.,,en/h) 1--'-eak-Hour Factor, PHF 1--iouny Flow Rate, HFR Percent Heavy 'Vehicles Ned[ah Type 0 Undivided ,FT ChanneUzed iLanes ,Configuration Upstream Signal 0 0 0 Northbound 0 0 L 2 T 1 Southbound 0 0 1\,/levement 7 8 9 10 j 11 12 L T R j L T R Volume -(vehin) 46 V 56 V M-Hour Factor, PHF 1.00 1.00 1.00 1 1.00 0.77 0.77 rly Flow Rate, HFR. (vehih) 0 0 0 0 59 72 . !Percent Heavy Vehicles 1 0 0 0 0 0 j 0 r-'ercent Grade (% 0 0 Fiared Approach N N Storage 0 0 IRT Channekzed 0 0 iLanes 0 0 0 0 2 0 !Configuration T TR , IS,:-)-e!ay, Queue Length, and. Level Of Service: Eastbound Westbound Northbound Southbound Wovement1 Con Iro Delay (sive ' 7_3 43.1 24 .2 !LOS . A j jE 0 Approach Delay (sly 1) iiii1 :7,-)2.°M I os 28.4 0 10, 2005 University of F'-o,rlda, AU Riants Reserved. HCS±111 Veraion 5.2 Generated: 121112006 11;37 General infor Aria.yst. .envy or Co. e Performed ,cne Period section Geo Grade.. o 2 F t/famg. City of Miami DEC/2006 Grade = 0 Area Type Jurisdiction Anaivsis Year R SNr'1Ave &8St Al! other areas 2008 With Prof Ime and Timing 1raput EB WB J NB j SB LT TH 1 RT ! LT 1 TH _ RR T LT 1 TH RT LT f TH I RT Volume (vph) 1412 59 140 1 80 40 % Heavy Veh 2 j 0 1 1 0 0 i , 0 PHF 0.92 10.92 0.68 0.90 i0.90 Actuated (r /R) P ; P j f P P P : Startup Lost Time 2.0 E i 1 2.0 12.0 2.0 =xtersion of Effective Green 2.0 # j [ 2.0 12.0 2.0 ' Arr,Arrivall Type YPC-e 4 I 3 3 3 r Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike!RT©R Vosurne 0 0 6 0 1 0 15 10 0 Lane VI[dth [ i 12.0 i i 112.0 112.0 �12.0 , Parking (Y Or- N) f�' N 1 I 1 N 1 P�f Park nc/Hour ',._.- Bus Stops/Hour 0 ! I i 0 0 0 Timing _. 'vs:{rtn ie.�ICJ' �'2 i 3.2 _2 EB 0n1y 02 03 04 NS Perm V G=93.0 G=0.0 Y= 4 Y= 0 I G = a.0 Y_ 0 G = 0.0 Y= 0 ;G= 19.0 Y= 4 G= 0.0 G = 0.0 Y= 0 Y= 0 ration of Aralysis (hrs) = 0.25 Cycle Length C = 120.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET ene a information 0,)'ounle Adjustment Volume of Descriptor t- GRvtc:A O t 8 - 2008 With Prot t SW 11 Ave & 8 Si (PM Pk) B TH RT WB NB SB L Tip R T LT I T; j RT +( L E" R 11412 ; 59 osted Haw Rate 0.92 10.92 1535 58 3 f 40 80 40 i I,0.68 10.90 0.90 1 i 37 I89 44 Lane Group Adjusted Flow Rate 1593 37 89 44 Proportion of LT or RT Saturation Flow Rate 0.000 0.036 0.00 1 -- 10.000 I Base Satflow 1900 I 1900 1900 11900 I Nul ioer of L �'1 Lanes YR tlanes 3 j'j 0 q 1 1.000 11.000 1.000 1.000 � 11-12,1 0. 981 E E E 1 j 1. 000 1. 000 ' 1.000 ii € 1. 000 I 11. 000 { # .000 1{ .000 1.000 E 1 I?.DOG E 1.000 1.000 € 1. 000 1 ! 1.000 1.000 1.000 _ 1. 000 E i ! 1.000 11.000 1.000 0.908 ` I 11.000 LOCO 1.000 r E1.000 1 1 i 1 i i0.950 1.000 -- Secondary t;WT i i -- -- -- I � 3 S � 0.995 1 0.865 -- 1.000 � 1.000 -- 1 -- l 1.000 i 1. 000 11.000 -- 1 1 � - 1 i 11.000 11.000 It step Satflow 5050 j [ [ 11644 180 111900 E [ 1 I' Secondary Adjusted Satflow tt ' i [ -- [ -- }nfor rnation CAPACITY AND LOS WORKSHEET o f Descri itioo NORDICA N 8 200 r city Analysis Group Adj,usted roi 9SVV11 .2<(PM Pk) NB S8 J'J . c'., 93<< f �l Sa ° ovid Rate 15050 I 37 89 44 1644 11805 1900 me 0 2.0 l 2. ✓ 1 2.0 Groo n Ro�:'=.o Lane Group Capaci y vc Ratio 0.77 3914 i j0,41 .16 i0.16 0.16 260 286 301 0.14 0.31 0.15 Flow Ratio Critical Lane Group Sum Flow Ratios 0.32 0.36 10.02 0.05 i0.02 � i ( N H y H N t Time/Cycle 8.00 Criticoi yid Ratio 0.39 Lane Grou.p Capacity, Control Delay, and LOS Det rr inat o • EB WB NB l SB 0.1._3. Group 1 1 TR � R I L T i Adjusted Flow Rate i 1593 i I 37 ; 89 i 44 Lane Group Capacity j 13914 ( 260 286 301 v/'c Ratio 10.41 0.14 0.31 0.15 Greer Ratio j0.77 0.16 0.16 0.16 Uniform Delay d, 4.4 43.5 44.7 43.5 Delay Factor k 0.50 9 0.50 0.50 0.50 incremental Delay d2 0.1 1.1 2.8 1.0 PF Factor 0.256 1.000 1.000 1.000 !Control Delay 1.3 44.6 47.5 44.5 1..2ne Group CGS ] A �i D � D1 __ .Approach Delay I 1.3 44.6 46.5 Approach LOS j A D 0 Intersection Delay 5.6 lntersectior LOS A Copy r . C 2005 Un=versify n` Honda, AIE Rights deserved HOc Version 5.2 Generated: 12/2/2006 3:45 n F „ .t €8g r ation FULL REPORT Site information ar;rsi FCf/fmg Intersection S4i 12 Ave & 7 St Cy or Ca. C,2y% of Miami Area Type All other areas f�-y E [ Prof (P Performed JiI�C1 Jurisdiction 2008 �ftri t 7) e Period i Analysis Year rsection Geometry - L Grade = Vokima and Tirnin G Grade= 0 0 Io 4 _ T LT l R EB 1 WB ( NB SB LT TH RT LT I TH RT j LT ! TH ` RT LT l TH I RT Voiu-ne (vph) 120 j 1487 222 140 i 515 518 1 154 °/ Heavy Veh 0 0 0 0 0 1 0 0 PHE 10.90 0.90 0.90 0.92 0.92 j 0.86 0.86 Actuated (P/A) P 1 P j P ! A A I i Startup Lost Time ( 2.0 I 2.0 ? i i 2.0 { . Extension of Effective Green I I 12.0 ( , 20 i 12.0 1 Arrval Type 1 4 j 4 3 Unit Extension3.0 3.0 3 3.0 j Pod;Bike/R T OR Volume I 0 0 9 0 10 0 10 1 37 Lane Width i 12.0 . 21 .0 ` { 12.0 E Parking (l( or N) N N 'v iI I N € N I Parking/Hour [ Bras Stops/Hour 1 0 1 j 0 i 0 •sstrian Timing 3.2 3.2 ; 3.2 WB On i y G 172 02 03 G= 0.0 I G= 0.0 Y = 0 04 NS Perm NB Only 08 0.0 G= 38.0 1G= 14.0 G= 0.0 I G = 0.0 Y= 0 JY= 5 Y= 5 iY= 0 tY= 0 ur atioo of Analysis (hrs) = 0.25 Cycle Length C = 120.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET al information ject Descripto}n NORDfCA ON 8 - 2008 PAil Pk Witt Project at SW 12 Ave & 7 o ume Adjustment Fg WS NB SB [ f LT :me i120 TH RT LT 1487 1222 1140 TH LT I TH 515 J518 f154 0.90 0.90 10.90 10.92 10.92 € 1 1237 1152 1560 steel Flow Rate 1133 11652 10.85 0.86 Lane Group LiR 1 LT Adjusted Flow Rate 2022 712 602 136 TR 738 Proportion of LT or RT 0.066 -- 0.117 0.213 0.000 i 0.00 0.184 Saturation Row Rate Base Sat low 3 I 1 1900 1 1900 tt 1900 umber of La es ! i 0 € 3 0 F O f i E 2 2 l 0 € {Ei 1.000 1.000 1.000 fHV 1.000 1.000 1.000 L f € 1.000 , 1.000 IE 1.000 ;1.000 I € 1.000 ! q f . 000 li Alpt } [ A.000 ! 1.000 1.000 E `ice i j f i 11.000 ! I E 1.000 1.000 1 0.908 0.952 0.952 Y ' 0.997 10.989 1.000 eco ;dart' fLT -- ! i 1 -- 0.548 -- - i i �• _- [ 0.982 � i 11.000 -- 0.972 ? . 000 11.000 1.000 pG -- 11.000 I i i i I 1.000 1 1 l 1.000 € I 'st�� 5��.:C;W 1111 ? I 5068 i ; 1 3579 1 3518 Secondary Adjusted Satffow [ ; € - 1 11982 I 3 CAPACITY AND LOS WORKSHEET General information Descr p ion J ORD •oacyAnaysis ON 8 - 2008 PM Pk 'Y'Itb a at SW 12A..y,6 fSr EB `,,VB z NB ! SB IL! R meted How Rate Stow Rate r 22 5068 712 3579 738 f 35 Lost G e-en Ratio Lane Group Capacity 'I 2.0 0.44 2238 2.0 0.47 2.0 10.32 1195 V%r- `ratio 0.90 J0.60 Flow ;Ratio 0.40 0.66 0.21 Critical Lane Group Y Pal Sum Flew Ratios 0.87 Lost Tiro/Cycle 10.00 0r . i uai vic Rat€o 0.95 ane Groue Capacity, Control Delay; and LOS Deterrnination EB WB NB SB BeSeGroup i � LTR LT t R AdjustedRow Rate i ( 2022 1 712 738 Lane Group Capacity I I I I 2238 1195 1114 i vic Ratio { 0.90 0.60 0.66 Green Ratio IG.44 0.47 0.32 1 Uniform Delay di 1 31.1 23.1 ' 35.5 3 Deay Factor k [ i I E 10.50 0.18 L 0.24 nc, emental Delay d2 i 1 6.5 0.8 1.5 I 1 PF == ctor I ' 1 j i0.847 10.803 1.000 Control Delay 32.9 19.3 36.9 i Lane Group LOS i I E C 1 B D ch DelayI3 Approach 32.9 19.3 36.9 I Approach LOS C B D intersection Delay 31.0 Intersection LOS Cooyricht 2005 University of Florida, Ail Rig;^.is Reserved HCS=' M Version 5.2 Oereretec: 2/2i2006 3:51 PV FULLREPORT General information Site. information Anaryst FCilfmc Olincy cr Co City ofi0lami ,.. Performed DEC/2006 i i -me Period !ntersecto SW 12 Ave & 8 St Area Type Ali other areas Jurlsclictton 2008 with Project (PM Pk r) lAnalysis Year tersection •Geo 0 4 7 3 0 ' Grade = 2 4,y • 2 0 Grace = 0 5.-ok Nic,rth krrat• T R T = L R = LIR oLme and Timingut E 1 WB NB SB LT TH 1 RT LT I TH I RT LT I TH I RT LT TH I RT 1 [ Volume (vph) 186 1198 87 472 120 205 433 '-',/0 Heavy Veh 0 0 1 0 I 0 I 0 0 0 1 1 PHF 0.88 0.88 0.89 . 10.90 10.90 0.94 i 10.94 [ Actuated (P/A) [ P P P 1 P P1 P 1 i P 1 [ Startup Lost Time 2.0 2.0 2.0 11 2.0 Extension of Effect ve Green 2.0 2.0 1 1 2.0 2.0 Arrival Type 4 1 3 1 3 I 4 Unit_ Extension 3.0 3.0 3.0 3.0 PediBike/RTOR Volume 0 0 1 0 0 I 0 1 0 0 I 0 ILane WIcIth 1.. 12.0 12.0 1 2.0 12.0 I P a r k i n g -Dior N) N IN 1 1 N 1 N I N I 1 N Parkin !Hour Bus Stops/Hour 0 1 0 o 0 •striven Timino 3.2 3.2 l 3.2 , EB Only 02 9,3 04 I NS Perm I SB Ony 07 I 08 Trnina G= 53.0 1Y = 5 1Y = 0 = 0,0 = 0.0 I G = 0.0 Y=0 lY=O G= 38.0 H= 14'0 G= 0.0 G= 0.0 1Y = 5 I Y 5 1Y = 0 1Y = 0 Duration of :Analysis (hrs) = 0.25 I Cycie Length C = 120.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET erai information Description NORD/CA ON 8 -2008 with Project - PM Pk at SW 12 Ave & 8 St me Adjustment PHF \N B NB S8 me 186 ,usted Flow Rate LT TH 1 ;T LT TH LT lT 198 87 )0.88 0.88 0.89 1361 1211 98 472 i 120 205 1433 0.90 0.90 [0.94 4 524 133 218 1461 ane GrDuo L TR 1TR Deft_I T • AdjLsted Flow Rate 157E 657 [ i218 461 Proportion of LT or RT 0,126 0.059 10.000 I 0.202 0.000 0. 000 Saturation Flow Rate Base Sa-tow 1900 1900 1900 1900 l Number of Lanes 1 0 3 0 2 j 0 0 2 1.000 [ i 1.000 1 1.000 1.000 v 1.000 E 1 1.000 1.000 1.000 1.000 1.000 1 1.000 1.000 1.000 j i 1.000 1.000 1.000 i '.D 1.000 i 1 1,000 1.000 1.000 - 1.000 E 1.000 1 1.000 1.000 I iU 0.908 I € E I 10.952 1 1.000 1.000 F f LT 0.994 -- ( i 1 -- 11.000 1 -- 0.950 1.000 -- SeCCi"idBifJ f I-- -- I 10.250 - . 0620 i r 0.991 E 1 ! 1 [ 10.970 1.000 ,i au 1.000 1 1 -- 11.000 1 -- 1.000 1.000 _- i i° R C;� -- .000i -- 1 ( i �i 1 1.000 3 ' -- 1 , .000 41k) Sa:xi?t'w ! 5098 I f 1 a 3508 1805 1900 1 474 [1178 CAPACITY AND LOS IVORKSHEE i 3e,ler nfor at on Project Description NORDICA ON 8 -2008 with Project - PM Pk at SVV 12 Ave & 8 St 'Opacity Analysis EB WE roj t c Flow Rate 1670 S6 Sa:T:. 5a98 c, ( i Losi Time - 3508 :Deft T 218 461 11805 190E 2.0 Greer Ratio Lane Group Capacity 10.44 2252 1 0.32 v!.c Ratio 0.74 j1111 10.59 `lOW Ratio 0.33 0.19 2.0 2.0 7 1047 1436 1902 10.50 10.51 0.04 0.24 Ortcai Lane Group Sum Flow Rados 0.89 IN N Lost Tirre!Gvcie 15.00 Critical v!c Ratio 1.01 Lana Group Capacity, Control Delay, and LOS Determination EB WB NB E SB Ile Group LTR TR DerL T Adjusted stem Flow Rate 1670 j 657 J 218 461 ! ana Groot Capacity 2252 1111 J436 902 vie. Ratio 0.74 0.59 10.50 0.51 Green Ratio 0.44 ; 0.32 10.47 0.47 Uniform Delay di 27.8 ; 34.5 134.6 21.8 Delay Factor k ,0.50 0.50 0.50 0.50 flcrementa! Delay d2 2.0 2.3 4.1 2.1 FF Factor 0.847 [ 1.000 11.000 0.803 Cor=iroi Delay E 25.6 36.8 138.6 19.6 Lane Group LOS C D D B Approach Delay 1 25 6 36.8 25.7 Approach LOS C 0 ( C ntersecteon Delay 28.1 intersection LOS C nyr±Wn v 2305 Un versitv of Florida. Al: 1fgrts Reserved HCS4-7 h Version 5.2 Generated: 121212006 3:52 PM APPENDIX I SITE PLAN AND TRUCK MANEUVERING STUDIES FAHDRE1 CONSULTING NC Traffic Ena:'neerino Services Turning Movement Stud Entering SU-3O Truss,.,, cr.ea,,, 2521 ! I (71) 2<SHTO 200-ttis; I !go f.,,iordia on a FANDRE1 CONSULT1NG INC Traffic 2rine€rin Services Itt Tu ning Movement Study Exiting SU-30 2,•"C;(3 cirea— 2521 0 1 AASH OO4 (' Turning Movement Stud FANDRE1 CONSULTING INC Traffic Engineering Sereices Entering SU-30 . ARDRE1 CO4SULTiNG INC Traffic Engineering Services Turning Movement Stud. Exiting SU 30 Truc.. crec— 2521 5-• 6:4 SL/Th SHTO 290'4.—(US) i !,ordica on 3 .*• .1 . 7-------'-'----- --' N I / 1 I FANDREI CONSULTING INC Traffic Engineering Services I" Turning Movement Stud Entering SU-30 True 2Oc ANCREI COHSULTIN INC Traffic- Engineering Sery c £ 0 Turning Movement Stud. Exiting SU 30 T uc v.er Jrea 2521 FANDREE CONSULTING ENO Traffic Engineering Services A.ASHTO 2004 gsisiMM C'. Turning Movement Stud; Entering SU 30 True' arec= 2521 5v 20 2004 (0 ! TC 2004 (', a✓i 4 o0 fC8 an 8 FANDREI CONSULTING INC Traffic Engineering Services m SV 0 2004 {` 1 Turning Movement Stud. Exiting SU-30 True \�Y 1 ' Q H :004 %G ,re;--,- 2521 32 y » 2G04 a3 2004(a/ Or! 8 1 Turn nQ love rn ent Stud lkwakE CONSULTING NO Traffic Engineering Services E2 e ng SU 30 Truc • FAN RE; CONSULTING AC ? affic Engineering Services Turning Aovement Stun Exiting SU 30 Truc WOW, IAMBI NOW BASEMENT LEVEL (1.66') SCAE 1/1E'=1`-0' 84466 $Q. FT. 161 SPACS (6 H.C.; -N011 RESDENTAL� 81 SPACES ({ 11. -RESSENTAL ® 70 SA A 6 {2 • S. W_ r STREET S.W. H STREET LEVEL 1 - STREET LEVEL SCALE:1/L 20 SPA SREE ACES 23.282 SF A-2.2