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HomeMy WebLinkAboutTab 2 - Traffic Impact Analysis06/22/2008 08:48 FAX URS U002 June 19, 2006 Ms Lilia Medina, AICP Assistant Transportation Coordinator City of Miarrii, Office of the City Manager/Transportation 444 SW 2114 Avenue (10th Floor) Miami, Florida 33130 Re. Civica Towers (Days Inn) Sufficiency Letter_ W C]_ # 757 Dear Ms. Medina: Via Fax and US Mail Subsequent to our April 25, 2006 review comments for the subject project, we have received a revised traffic analysis report and the summary sheet of the revised development program from Richard Garcia and Associates (RGA) on June 16, 2006. The revised report includes the site plan showing the turning radius of the delivery trucl s- Photocopies of the response letter and the summary sheet are attached herewith. Please note that the applicant has proposed to modify the signal timing/phasing at NW 1e Street/NW 7'h Avenue, NW 14th Street/NW 10" Avenue, NW 14m Street/NW 11' Avenue and • NW 14th Street/NW 12'h Avenue intersections. The applicant needs to coordinate with the Miami Qacfe puny ra c onffOI and Signs Envision secure appropna a approval as this project goes through the review process. At this time, we conclude that the traffic impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient. Should you have any questions, please call Quazi Masaod or me at 954.739.1881. Sincere U R or • • ra ,on Southern a Shanmu .E. Se ler Traffic Engineer Attachment Cc; Mr. Kevin WelfQrd. Planner 1I, city of Miami Planning (Fax - 305.4'164443) Mr, Manny A, vsga, Engineer r, City of Miami Zoning (Fax - OS.41S.1490) Mr, Richard Garcia, P.E., RGA Inc. (Fax - 305,575.6474) URS Corp4r91.1on Li4eshore ComBlex 5100 NW 33rd Avenue, Suite 150 Fart isuderds3e, FL 33309-6375 Tel; ;)54.739.1881 Fax_ 954.739.1789 • • • Major Use Special Permit (MUSP) Traffic Im pact Study 1050 NW 14th Street Miami, Florida By: R:v RICHARD GARCIA & ASSOCIATES, INC. June 16, 2006 Cfrica Towers MEV Traffic Impact Study • ENGINEER'S CERTIFICATION I, Richard Garcia, P.E. # 54886, certify that I currently hold an active Professional Engineers License in the State of Florida and am competent through education and experience to provide engineering services in t civil and traffic engineering disciplines contained in this report. In addition, the firm Richard Garcia & Associates, Inc, nolds a Certificate of Authorization # 9592 in the State of Florida. further certify that this report was prepared by me or under my responsible charge as defined in Chapter 61G15-18.001 F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to the best of my knowledge and ability. PROJECT DESCRIPTION: Civica Towers MUSP - Traffic impact Study PROJECT LOCATION: 1050 NW 14th Street Miami, Florida Florida Registration No, 54886 Date IAA RICHARD GARCIA & ASSOCIATES, INC. Civica Towers MUSP Traffic Impact Study • • TABLE OF CONTENTS ENGINEER'S CERTIFICATION______________________ ..... EXECUTIVE SUMMARY.............................................................................IV 1.0 INTRODUCTION..„ ......... ..... ....... ........ 1 2,0 PROJECT DESCRIPTION / LOCATION.............................................3 3.0 TRIP GENERATION.........„.. ......... ...... ......... ........ 4.0 TRAFFIC DISTRIBUTION...... ................... .................... 8 5.0 TRAFFIC ASSIGNMENT.................................................................... 9 6.0 TRAFFIC COUNTS..........................................................................11 7.0 EXISTING CONDITIONS................................................................13 8.0 TRANSIT SERVICES-_____....._ ................ ......... 18 9.0 PLANNED ROADWAY IMPROVEMENTS 19 10.0 COMMITTED DEVELOPMENTS20 11.0 CORRIDOR LEVEL OF SERVICE ANALYSIS—. ..... ............ ._21 12.0 INTERSECTION LEVEL OF SERVICE ANALYSIS....— ............... --23 13.0 TRANSPORTATION CONTROL MEASURES PLAN (TCMP) 27 14.0 RECOMMENDATION.....--... ....... ........ ...... .—_____ 28 \n 1 ir--\\ RICHARD GARCIA & ASSOCIATES, INC. ii Civic(' Towers ML/SP Traffic Impact Study • LIST OF FIGURES Figure 1: Location Map 4 Figure 2: Site Plan 5 Figure 3: PM Peak Site Traffic 10 Figure 4: Existing PM Peak Hour TMC's 12 Figure 5: Existing Lane Geometry 14 Figure 6: Proposed PM Peak TMC (2009) 24 LIST OF TABLES Table 1: Land Uses iv Table 2: Intersection Level of Service Summary v Table 3: Trip Generation Summary 7 Table 4: Cardinal Distribution 8 Table 5: PM Peak Hour Traffic Distribution 9 Table 6: PM Peak Hour Volume 11 Table 7: Committed Developments 20 Table 8: Person Trip Corridor Analysis Summary 22 Table 9: Intersection LOS 23 Table 10: Percent of Use 26 APPENDICES Appendix A: Trip Generation Appendix B: Trip Distribution Appendix C: Signal Timing & Adjustment Factors Appendix D: Traffic Counts (TMC's & ATR) Appendix E: Committed Developments Appendix F: Transit Appendix G: Corridor Analysis (Person Trip) Appendix H: Intersection & Driveway Analysis APPENDIX I: AutoTURN Graphics APPENDIX J: Review Comments & Responses (City of Miami & FDOT) APPENDIX K: Sufficiency Letter J,i RICHARD GARCIA & ASSOCIATES, INC. iii Civica Towers MUSP Traffic Impact Study • Executive Summary The subject project is located on the south side of NW 14th Street between NW 10,r and NW 1 1 ih Avenues in the City of Miami, Florida. The subject project is a mixed used development with the following land uses: Table 1: Land Uses jTh' Land Use (LU) Hotel Medical -Dental Office Specialty Retail tQuality Restaurant Units 430 Rooms 390,827 SF 14,655 SF 5,000 SF The existing 220 Room Hotel has been reduced from the future proposed development traffic. The Trip Generation calculations of this project reveal there will be 265 net vehicles per hour (vph) entering and 615 vph exiting during the PM peak hour. The subject project is located in TAZ 488 and has had the traffic assigned to the surrounding roadway and transit system using the 2005-Cost Feasibility Plan MUATS Cardinal Distribution. A RICHARD GARCIA & ASSOCIATES, INC. i Civica Towers MUSP Traffic Impact Study • • Link and intersection traffic counts were collected, averaged and adjusted for Peak Season and used in the ink and intersection analyses. These analyses were performed for the existing condition and proposed condition with background, committed and project traffic. Using the Transportation Corridor concept the results indicated the corridor person trip analysis will not fall below LOS D for all scenarios. The intersection analysis revealed the following results: Table 2: Intersection Level of Service Summary int ',teary Intersection NW 14th St & NW 7th Ave NW 14th St 8 NW 'loth Ave NW 14th St & NW 11th Ave NW 14th St & NW 12th Ave Exisfin9 (2006) Delay 29.1 LOS c Proposed (2009) Detay 138.8 LOS F Optimized -Proposed (2009) Delay 30.8 LOS 0 22.9 C 78.2 E 44.3 O 5.6 A 34.8 0 64.2 ! 118.7 F 72.6 E The results of the analysis contained in this report find that the levels of service thresholds are maintained within the LOS standard of E for the Person -Trip methodology. As such, sufficient Transportation Corridor capacity exists to support this development. The additional analysis performed consisted of driveway analysis. The results indicated the subject's driveways will operate at LOS C or better. y/fr�1 RICHARD GARCIA & ASSOCIATES, INC. Civica Towers MUSP Traffic I pact Studer • 1 aM introduction The purpose of this study is to evaluate the associated traffic impacts with the proposed re -development of the site located at 1050 NW 141h Street in the City of Miami. This report follows the methodology for a Major Use Special Permits (MUSP) utilized in the City of Miami. The traffic impacts to the adjacent roadways were evaluated as well as the signalized intersection of NW 14 h Street at NW 7"' Avenue, NW 10 h Avenue and NW 12th Avenue. Additionally, the stop -controlled intersection of NW 14,, Street and NW 1 1 th Avenue was also evaluated for the existing and proposed impacts. Lastly, the site driveways were also analyzed. These intersections were the most affected by this project and were discussed with the City's traffic consultant during the project's scoping phase. This analysis was performed for the existing and proposed conditions during the PM Peak Hour. This report follows the methodologies adopted by the City of Miami's Person -Trip Analysis and conforms to the Institute of Transportation Engineer's (ITE) Trip Generation, and Traffic Impact Studies Manual as well as the 2000 Edition of the Highway Capacity Manual. ji` RICHARD GARCIA & ASSOCIATES, INC. 1 Ciller! Towers WISP Traffic Impact Study • D) Project Description / Location The subject project is located on the south side of NW I 4 Street between NW 10'h and NW 1 lm Avenues in the City of Miami; Florida. The following land uses as identified by the institute of Transportation Engineers (1TE), most closely resembles the proposed mixed use re -development. These land uses are as follows: Land Use 310: Hotel wi 430 Rooms Land Use 720: Medical -Dental Office Building wi 390,827 square feet Land Use 814: Specialty Retail wi 14,655 square feet Land Use 931: Quality Restaurant wl 5,000 square feet Site access is provided on NW 14'h Street. Figure 1 depicts the site's location map while Figure 2 is a site plan. Additionally, the site's loading bays were analyzed using the AutoTURN software for left turns and right turns entering and exiting the service driveway. The print-outs are provided in Appendix I. IT,/,-.2- V_a\--A RICHARD GARCIA & ASSOCIATES, INC. Civica Towers Mt-7SP Traffic Impact Study • • Figure 1: Location Map \ 1 RICHARD GARCIA & ASSOCIATES, INC. 4 Civica Towers MUM' Traffic Impact Study • • Figure 2: Site Plan =g1 alillT=M7=2; = " • RICHARD GARCIA & ASSOCIATES, INC, • • Civica Towers MUSP Traffic Impact Study 3.0 Trip Generation The trip generation characteristic for the subject project was obtained from ITE's Trip Generation Manual, Ed. The Trip Generation calculations results of the proposed development are summarized beiow. The ITE rates and percentages for PM Peak Hour Trips are included in Corresponding tab. Table 3 below summarizes the greatest traffic impact associated with the subject development, which occurs during the PM peak. Additionally, the existing 200 room hotel was deducted from the future trip generation results since the new hotel will have 430 rooms and they offset each other. Lastly, the trip generation was converted to net vehicle trip by utilizing the City's Person Trip Methodology. This methodology uses 16% vehicle occupancy and a 14.9% transit reduction factors. Lastly, a pedestrian reduction of 10 percent was utilized for pedestrian and bicycle trip reduction. These factors are consistent with the values used in the City's DRI - Increment II for the Omni Area. Although the existing traffic was not deducted from the trip generation, an internalization of 10 percent was used as a result of the mixed -use of this development. Lastly, the ITE has identified passer-by values for the Quality Restaurant Land Use, these values are contained in the "Trip Gen" tab of the appendix and have been utilized as appropriate. RICHARD GARCiA & ASSOCIATES, INC. 6 Civic(' Towers WISP Traffic Impact Study • • • Table 3: Trip Generation Summary Land Use (LU) Units ITE LU CODE PM PEAK HOUR TRIPS IN OUT TOTAL Trips Trips TRIPS EXISTING USE Hotel PROPOSED USE Hotel Medical -Dental Office Specialty Retail -Quality Restaurant 220 Rooms 430 Rooms 390,827 SF 14.655 SF 5.000 SF 310 310 720 814 931 68 133 391 17 25 62 120 1063 22 12 130 254 1454 40 37 Site Trip Generation 498 1156 1655 `Project Internalization @ 10.0% Of Site 50 116 165 Gross Vehicle Trips 449 1041 1489 Vehicle Occupancy Adjustment @ Transit Trip Reduction © 16.0% Of Gros 14.9% Of Gros Pedestrian/Bicycle Trip Reduction 10.0% Of Gros Net Vehicle Trips 72 67 45 265 167 155 104 615 238 222 149 880 i.ft ,� � � RICHARD GARCIA & ASSOCIATES, INC. 7 Civica Towers MUSP Traffic Impact Studv • • 4.0 Traffic Distribution The Traffic Analysis Zone (TAZ) for the subject development is TAZ 488 as assigned by the Metropolitan Planning Oraanization's (MPO). The County's TAZ are included in the Corresponding tab. The corresponding traffic distribution being assigned to the following directions are outlined in Table 4. The Corresponding tab includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the 2005 Cost Affordable Plan. Table 4: Cardinal Distribution DIRECTION 01 DISTRIBUTION NNE ENE ESE SSE ssw 14.01 8.49 14.22 11.77 13.11 13.23 12.97 12.21 TOTAL 100.00 _I k RICHARD GARCIA & ASSOCIATES, INC. 8 Civica Towers MLSP Traffic Impact Study • • 5.0 Traffic Assignment The PM peak hour trips from Table I have been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, the PM peak hour represents the worse case. Table 5 was developed to depict the PM Peak Hour Assignments while Figure 3 depicts the assignments to the surrounding intersections. Table 5: PM Peak Hour Traffic Distribution DIRECTION IN OUT Total NNE ENE ESE SSE ssw SW WNW NNW 37 86 23 52 38 87 31 73 35 81 35 81 34 80 32 75 TOTAL 265 123 75 125 104 116 116 114 107 615 880 \ RICHARD GARCIA & ASSOCIATES, INC. 9 Civiea Towers MUSP Traffic Impact Study Figure 3: PM Peak Site Traffic NW 14 ST 69 —131 161 —124 204 \ RICHARD GARCIA & ASSOCIATES, INC. 10 • • Civica Towers MLSP Traffic Impact Study 6.0 Traffic Counts For the purposes of the corridor analysis, continuous 72-hour Automatic Traffic Recorder (ATR) was collected on Tuesday, Wednesday and Thursday February 21 s' thru February 23rd, 2006. These counts were averaged, adjusted for peak season and corrected for multi -axle traffic by utilizing the Florida Department of Transportation Peak Season Correction Factor (PSCF) and Axie Correction Factors (ACF) of 1.00 and 0.93, respectively. Table 6 depicts the results of the adjusted existing PM Peak hour traffic volume. Lastly, these calculations were similarly performed for the Average Annual Daily Traffic (AADT) and are included in the tab labeled "TMC's/ATR" in the appendix. Table 6: PM Peak Hour Volume ROADWAY NAME DIR PM Peak Hour Tuesday Wednesday Thursday AVERAGE PM PEAK HOUR VOLUME EXISTING CONDITION lSeas< NW 12th Ave NB 1177 1148 1164 1163 1,082 SB 1000 1017 998 1005 935 LINK 2177 2165 2162 2168 2,016 NW 14th St WB 730 703 680 704 655 EB 695 698 699 697 649 LINK 1425 1401 1379 1402 1,304 �'t RICHARD GARCIA & ASSOCIATES, INC, Civic(' Towers WISP Traffic Impact Study • Additionally, manual Turning Movement Counts (TMC) were taken at the nearby intersections surrounding t intersections were discussed and c -le subject site. These eveloped during the scoping phase of the project with the City of tv\iami's Traffic Consultant. Figure 4 is a graphical representation of the existing TMC that have been adjusted to represent the peak season. Figure 4: Existing PM Peak Flour IMC's kr HA\ RICHARD GARCIA & ASSOCIATES, INC. 12 Civic(' Towers tILSP Traffic Impact Study • • 7,0 Existing Conditions Geometry: NW 14th Street NW 14th Street is a four lane divided non -State road. it provides connectivity in the east -west direction and has auxiliary left turn lanes at most intersections. On -street parking is not allowed, however bus stop do exist. Geometry: NW 12th Avenue (SR 933) NW I2th Avenue is a 4 lane divided State Road. It provides connectivity in the north -south direction and has auxiliary lett turn lanes at most major intersections. On -street parking is not permitted, however bus routes/stops do exist within this corridor. Existing Lane Geometry The existing approach lanes are depicted in Figure 5 below. This figure also depicts the Synchro Model used to perform the intersection analyses. kr./A\ RICHARD GARGfA & ASSOCIATES, INC. 13 Civica Towers MUSP Traffic impact Studv Figure 5: Existing Lane Geometry RICHARD GARCIA & ASSOCIATES, INC. 14 • • Oyler, Towers MUSP Traffic impact Study- Signalization: NW 14th Street & NW 7th Avenue (SR 7) (intersection No. 1) The existing signal timing was obtained from Miami -Dade County Signals and Signs division. The existing PM Peak hour condition has a 90 second cycle length. The Signal Operating Plan (SOP) consists of a two-phase operation. The first phase provides east -west through movement which also allows permissive left turns. This phase has 29 seconds of green indication followed by 4 seconds of yellow. The second phase provides north -south through movement with permissive left turns. This phase has a maximum of 53 seconds of green indication followed by 4 seconds of yellow. An all red is not utilized at this intersection. This is further documented in the "Timing/Factors" tab of the appendix as Asset ID 2375. NW loth Street & NW 10th Avenue (Intersection No. 2) The existing PM Peak hour condition has a 106 second cycle length. The Signal Operating Plan (SOP) consists of a four -phase operation with a pedestrian phase. The first phase provides a protected east - west left turn movements. This phase has 15 seconds of green indication followed by 3 seconds of yellow. The second phase provides east -west through movement with permissive left turns. This phase has a maximum 30 seconds of green indication followec by 4 seconds of yellow and 1 second of all red. The third phase is the ,rA\ \ RICHARD GARCIA & ASSOCIATES, INC. 15 • • • Cjvica Towers ML%SP Traffic Impact Study pedestrian phase which will only occur when there is a pedestrian activation (i.e. actuation/call). Based on the pedestrian counts taken during the Turning Movement Counts portion of the data collection, it has been estimated that approximately 10 calls per hour will take place. These calculations are included with the signal timing and were input into the Synchro Model. Next the north -south protected left turns are allocated right-of-way. This phase has 7 seconds of green indication followed by 3 seconds of yellow. The fourth/fifth phase provides the north -south through movement which also allows permissive left turns. This phase has a maximum 20 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. Lastly, this last phase will be given the time allocated to the pedestrian phase (phase 3) when no pedestrian activation occurs. This is further documented in the Timing/Factors tab as Asset ID 2376. NW 14th Street & NW 12fh Avenue (SR 933) (Intersection No. 4) The existing signal timing was obtained from Miami -Dade County Signals and Signs division. The existing PM Peak hour condition has a 120 second cycle length. The Signal Operating Plan (SOP) consists of a four -phase operation. The first phase provides a protected north -south left turn movement. This phase has 10 seconds of green RICHARD GARCIA & ASSOCIATES, INC. 16 • • Civic(' Towers MUSP Traffic Impact Study indication followed by 4 seconds of yellow. The second phase provides north -south through movement with permissive left turns. This phase has a maximum 41 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. The third phase is the East-West protected left turns. This phase has 21 seconds of green indication followed by 3 seconds of yellow. The fourth phase provides the east -west through movement which also al ows permissive left turns. This phase has a maximum 30 seconds of green indication followed by 4 seconds of yellow and 2 seconds of all red. This is further documented in the Timing/Factors tab as Asset ID 2377. J, , RICHARD GARCIA & ASSOCIATES, INC. 17 • • • CiViCa Towers MUSP Traffic Impact Study 13A) Transit Services During the roadway mode of the Person Trip Corridor analysis, it was found that sufficient capacity exist to support this development (i.e. LOS C existing and LOS E proposed). As such transit services were not obtained from Miami -Dade Transit Agency. However, in the event that trips need to be assigned to transit modes, we will utilize the available transit capacity. RICHARD GARCIA & ASSOCIATES, INC 18 Civica Towers 11-111SP Traffic Impact Study • • • 9.0 Planned Roadway Improvements T-)e 2006 Transportation Improvement Program (TIP) was reviewed for possible roadway improvements near the subject project. Additionally, the downtown inset for Capacity, Safety and other Improvements map in addition to the Reconstruction, Rehabilitation and Resurfacing {RRR) improvements map was evaluated for improvements within a three year horizon. The only project listed for the analyzed roadways was Financial Management {FM) Number 4182364 as a Pedestrian Safety project slated for 2006. This project is south of NW 14th Street on NW 12th Avenue anc will maintain the existing lane geometry. As such, the proposed conditions were based on the existing roadway geometry. The tab labeled Person Trip includes a print out of the Miami -Dade Metropolitan Planning Organization (MPG) TIP with said project. RICHARD GARCIA & ASSOCIATES, INC. 1 9 Chita Towers MUSP Traffic Impact Study • • 10.0 Committed Developments At the request of the City of Miami's Traffic Engineer, the planning department was contacted with a list of committed developments taken from the December 2005 City of Miami Large Scale Development Report: 1995-Present. Excerpts from that report are included in the tad labeled Committed along with the summary of the committed developments utilized here. Table 7 summarizes the committed developments utilized in the subsequent analyses. Table 7: Committed Developments ROADWAY NAME DIR Proiect Name New Miami City View Tequesta Knoll UM Clinic Wagner Square Jenny Tower Miami River house Total Committed Traffic 2 3 4 5 6 7 8 s NW 12th Ave NB 0 0 107 0 0 0 107 SB 0 0 56 0 0 0 56 LINK 0 0 163 0 0 0 163 NW 14th St WB 0 0 708 0 0 0 708 EB 0 0 272 0 0 0 272 LINK 0 0 980 0 0 0 980 !-- RICHARD GARCIA & ASSOCIATES, INC. 20 • • Civ9ica Towers MUISP Traffic Impact Stud) 19L1 Corridor Level of Service Analysis A corridor analysis was performed that follows the City of Miami's Person Trip Methodology. This methodology has been utilized in the City's Development of Regional impact (DRI) - increment II and has been accepted by both the FDOT and the South Florida Regional Planning Council, Lastly, this methodology is further detailed in the City's document: Transportation Corridors: Meeting the Challenge of Growth Management in Miami. The results of the corridor analysis revea that all levels of service thresholds will be above the LOS E standard. Table 8 is a summary of the results while the Person Trip tab contains the spreadsheet utilized to compute the peak season existing condition, the future year (i.e. 2009) background condition, the background and committed condition and finally, the proposed condition containing the cumulative effects. �� RICHARD GARCIA & ASSOCIATES,21 �Ja INC. Chico Towers MCSP Traffic Impact Stud • • Table 8: Person Trip Corrid or Analysis Summary TEN CON ROADWAY ITMON. easo ROADWAY VEHICULAR DIR CAPACITY PERSON - TRIP CAPACITY 1.6 PPV ROADWAY MODE ROADWAY VEHICULAR VOLUME PERSON-1 RI EXCESS ROADWAY PERSON TRIP TRIP PERSON VOLUME TRIP (ci 1.4 PPV1 CAPACITY VIC LOS NW 12th Ave SR 836 NW 20 ST NB 1800 2880 1082 1514 136E 0.53 C NW 20 ST SR 836 58 1800 2880 [ 935 1309 1571 0.45 C NW 14th St NW 7 AVE NVV 14 AVE WB 1720 2752 655 917 1835 0.33 C NW 14 AVE NW 7 AVE EB 1720 2752 649 908 1844 0.33 C Vi{IT H BACK GR67L1NOT RA 09i NW 12th Ave SR 835 NW 20 S7 NB 1800 2880 1148 1607 1273 0.56 C NW20ST 5R 836 58 1800 2880 992 1389 1491 0.48 C NW 14th S£ NW 7 AVE 14/7 14 AVE WE 1720 2752 695 973 1779 0.35 C NW 14 AVE NW 7 AVE FR 1720 2752 688 964 1788 0.35 C i1TH ACKGR. G ID TRAFFIC NW 12th Ave SR 836 NW 20 ST NB 1800 2880 1255 1757 1123 0.61 C NW 20 ST SR 836 58 I 1800 2880 1048 1467 1413 0.51 C NW 14th St 1 NW 7 AVE NW 14 AVE WB 1 1720 2752 1403 1964 788 0.71 C NVV 14AVE NW 7 AVE EB ( 1720 2752 960 1344 1408 049 C WITH PROJECT ANO BACKGROUND &.CO M 3TT,ED;TRAFFIC > NW 12th Ave SR 836 NW20ST NB 1800 2880 1452 2033 847 0.71 C NW 20 S7 SR 836 SB 1800 2880 1241 1737 1143 0_60 C NW 14th St NW 7 AVE NW 14 AVE WB 1720 2752 1910 2674 78 0.97 E NW 14 AVE NW 7 AVEI EB 1720 2752 1363 1909 843 0.69 D Notes: RICHARD GARCIA & ASSOCIATES, IwC. 22 • • • Civica Towers MUSP Traffic Impact Study 12.0 Intersection Level of Service Analysis Intersection analyses were performed for the peak season existing condition and the proposed condition at the four (4) intersections described below using the Synchro/SimTraffic software. The results indicate the LOS are within acceptable guidelines for these types of facilities. Table 9 provides a summary of the results while the "inf. Analysis" tab provides the program output. Future driveway volumes were estimated from the adjacent intersections. The capacity analysis was done for the Existing (without site traffic) and proposed conditions (with background, committed and site traffic) for the PM peak hour for the following intersections: NW 14th Street & NW 7th Avenue (Signalized) NW 14th Street & NW IOTh Avenue (Signalized) NW 14th Street & NW 1 lth Avenue (unsignalized) NW 14Th Street & NW 7th Avenue (Signalized) Table 9: Intersection LOS nt6.1. € r � i�rrr a .. --Cc ..,,....n::! intersection Existing (2006) Proposed (2009) Optimized-Proposed(200) Delay LOS Oetay LOS Delay LOS NW 14th St & NW 7th Ave NW 14th St & NW 10th Ave NW 14th St & NW 11th Ave NW 14th St & NW 12th Ave 29.1 C 138.8 F I 30.8 C 22.9 C 78.2 I E 44.3 A 5.6 A 34.8 D 64.2 E 118.7 i3 F I 72.6 E 1-31 RICHARD GARCIA & ASSOCIATES, INC. 23 • Civica Towers MUSP Traffic Impact Study Figure 6 below depicts the future intersection volumes(Ttv\C) Figure 6: Proposed PM Peak TMC (2009) —833 ,--675 NW14S" 138 34 <2. T . N�� 37 7 CT] .`149 95C 5Q 494—c BIG r.WR14ST 2 CO42 Figure 7 depicts the driveway volumes. Lastly, the LOS analysis for the driveways resulted in an average delay between 0.1 to 14.8 seconds of delay for the driveways on NW 14'h Street. These delays correspond to an LOS B or better. The intersection analysis tab in the appendix contains the results of this analysis. rA\ R1CHARD GARCIA & ASSOCIATES, INC, 24 Chico To ers MUSP Traffic act Studs • • • Figure 7: Proposed PM Peak Driveway Volumes (2009) 694 2O 0 0 <---1248 < -978 506- 142--• 0 0 0 NCO N 1 O38 -23 636 636 3s- Q a x w 0 1 1 sing the TMC's from Figure 6 the approaching volumes were determined at the site driveways. in the Eastbound direction, the approaching volume of 957 vph was added to the egressing volume of 104 vehicles to obtain the driveway volumes at the Office Driveway. Likewise, the Service driveway was determined by taking the 978 vph and adding the 270 vehicles to obtain the driveway volumes at the Service D/W. In the Westbound direction, the approaching volume of 714 vph was subtracted by the ingressing volume of 20 vehicles to obtain the driveway volumes at the Office Driveway. Likewise, the Hotel D/W was determined by taking the 506 vph and adding the 130 vehicles to obtain the driveway volumes at the Hotel Exit D/W. A r( t v.izrpi RICHARD GARCIA & ASSOCIATES, INC. 25 Civica Towers MUSP Traffic Impact Stud • • • Additionally, the percent of trip assignment to each individual driveway was based on the specific use (Le. Service, Office, and Hotel) percent of use as indicated in Table 10 as follows: Table 10: Percent of Use Land Use (LU) Percent of Use Hotel Medical -Dental Office Specialty Retail tQuality Restaurant I 4 % 8 I % 2% 2% 100% r‘ri RICHARD GARCIA & ASSOCIATES, INC. 26 • • • Civica Towers MUSP Traffic Impact Study 13.0 Transportation Control Measures Plan (TCMP) In keeping with the City's effort to alleviate traffic congestion, the developer will make every effort to encourage the use of he surrounding transportation system to include, but not limited to, pedestrian, bicycle and transit. During the data collection and field review phase of this report it was evident this area is nighty used by pedestrians as evident from the pedestrian phase described above. Additionally, information will oe provided to residents and patrons of the surrounding transit system. Lastly, every effort will be made to design amenities that encourage all modes of transportation. '`\ RICHARD GARCIA & ASSOCIATES, INC. 27 • • Civica Towers MIISP Traffic Impact Study 14.0 Recommendation The results of the analysis contained in this report find that the levels of service thresholds are maintained within the LOS standard of E tor the Person -Trip methodology utilizing the Transportation Corridor concept. Additionally, all the intersections and proposed driveways analyzec will have acceptable Level of Service. The results incicated the intersections analyzed will have some degradation but remain above an LOS E condition provided some signal optimization is performed. As such, sufficient roadway person -trip capacity exists to support this development. FYr A RICHARD GARCIA & ASSOCIATES; INC.28 Civica Towers MUSP Traffic impact Study Appendix A: Trip Generation A D irICHARD GARCIA & ASSOCIATES, iNC. Appendix • • • Civica Towers (Days Inn) Land Use (LU) Units ITE LU CODE PM PEAK HOUR TRIPS ITE TRIP GENERATION RATE IN OUT TOTAL % Trips % Trips TRIPS EXISTING USE Hotel PROPOSED USE Hotel Medical -Dental Office Specialty Retail tQuality Restaurant 220 Rooms 430 Rooms 390,827 SF 14,655 SF 5,000 SF 310 310 720 814 931 0.59 0.59 3.72 2.71 7.49 53% 53% 27% 44% 67% 68 133 391 17 25 47% 47% 73% 56% 33% 62 120 1063 22 12 130 254 1454 40 37 Site Trip Generation 30% 498 70% 1156 1655 *Project Internalization @ 10.0% Of Site Trips 30°/0 50 70% 116 165 Gross Vehicle Trips 30% 449 70% 1041 1489 Vehicle Occupancy Adjustment @ 16.0% Of Gross Trips 30% 72 70% 167 238 Transit Trip Reduction @ 14.9% Of Gross Trips 30% 67 70% 155 222 Pedestrian/Bicycle Trip Reduction @ 10.0% Of Gross Trips 30% 45 70% 104 149 Net Vehicle Trips 30% 265 70% 615 880 Net Person Trips in Vehicles @ 1.40 Persons/ Vehicle 30% 371 70% 861 1232 Net Person Trips in Transit @ 1.40 Persons/ Vehicle 30% 94 70% 217 311 Net Person Trips (Vehicle and Transit Modes) 30% 465 70% 1078 1543 Net Person Trips (Walking/Bicycling) @ 1.40 Persons/ Vehicle 30% 63 70% 146 209 NOTES: Trip Generation from ITE 7th ED. t Adjusted for Pass -by trips (See ITE Pass -by trips for this Land Use attached). Adjustment factors taken from Downtown Miami DRI Increment II for Omni Area. • • Summary of Trip Generatioa Tune Rooms at Hotel 2006 erage standard Rate Deviation Ad'instment Driveway Factor Volume g, weekday 2-Kay volume 8.17 3.3E 7-9 1Y Peak Hour Enter 0.34 0.03 7-9 AM Peak Hour Exit 0.22 0.00 7-9 A& Peak Hour Total 0.56 0.7E 4-6 PM Peak acur Enter 0.31 0.00 4-6 PM Peak Sour Exit 0.2E 0.00 4-6 PM Peak Hour Total 0.59 0.5E AM Pk a=, Generator, Enter 0.29 0.00 AM 2k Er, Generator, Exit 0.23 0.00 AM 2E Er, Generator, Total 0.52 0.75 2R Pk Er, Generator, Enter 0.35 0.00 PR Pk Hr, Generator, Exit 0.26 0.00 PM 2k Hr, Generator, Total 0.61 0.81 Saturday 2-Say Volume 8.19 3.1E Saturday Peak Hour Eater 0.40 0.00 Saturday Peak Hour Exit 0.32 0.00 Saturday Peak Sour Total 0.72 0.87 Sunday 2-Way Volume 5.95 2.89 Sunday Peak Sour Enter 0.26 0.00 Sunday Peak Hour Exit 3.30 0.00 Sunday Peak Hour Total 0.56 0.75 T.00 1797 1.00 25 1.00 48 1.03 123 1.30 68 1.00 62 1.00 130 1.00 64 1.00 51 1.03 114 1.00 77 1.00 57 1.03 124 1.00 1802 1.00 68 1.00 70 1.00 158 1.00 1309 1.00 57 1.00 66 1.00 123 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, itt Edition, 2033. TRIP GENERATION BY R1CR 2P NS Surrrrrary of _'rip Generation vat cuation ".. 420 Rooms of Hotel • -n' 2006 ieraee Standard Rate Deviation Avg. Weekday 2-Way Volume -9 AM Peak Hour Ester -9 202 Peak Hour Exit 7-9 A Peak Hour Total 4-6 2 Peak Hour Enter 4-6 202 Peak Hour Exit 4-6 911 Peal Hour Total AM Pk fir, Generator, Enter AM Pk Ho, Generator, Exit AM ?k Hr, Generator, Total PM Pk Hr, Generator, Enter PM Pk Hr, Generator, Exit PM Pk_ Hr, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 8.17 3.38 0.34 0.00 0.22 0.00 0.56 0.78 0.31 0.00 0.28 0.00 0.59 0.80 0.29 0.00 0.23 0.00 0.52 0.7s 0.35 0.00 0.26 0.00 0.61 0.81 8.19 3.13 0.40 0.00 0.32 0.00 0.72 0.87 5.95 2.89 0.26 0.00 0,30 0.00 0.56 0.75 ustment Driveway Factor Volume 1.00 351.E 1.00 146 1.00 95 1.00 241 _.00 133 .00 120 1.00 254 1.00 125 1.00 99 1.00 224 1.00 151 1.00 112 1.00 262 1.00 3522 1.00 172 1.00 138 1.00 310 1.00 2559 1.00 112 1.00 129 1.00 241 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Su. io - a .7�r _r Generation Calculation r G 2. ".1.Gr.Sr_-_Ft. of Medical -Dental Office Pur.'dr_ June ..sf 2006 si%eraGe Standard Acnstment Driveway Rate Deviation Factor Volume Avg. Weekday 2 hap Vo:l ume 36.13 10.18 -9 AM PeakG Hour Enter 1.96 0.00 7-9 AM Peak Hour Exit 0.52 0.00 7-9 AM Peak Hour Total 2.48 1.94 4-6 PM Peak Hour Enter _.00 0.00 4-6 PM Peak Hour Exit 2 .72 0.00 4-6 PM Peak Hour Total 3.72 2.50 A3 Pk :Ir, Generator, Enter 2.39 0.00 AM Pk HT, Generator, Exit 1.23 0.00 AM Pk 'Er, Generator, Total 3.62 2.38 PM Pk Hr, Generator, Enter 1.78 0.00 PM Pk Hr, Generator, Exit 2.67 0.00 Pal Pk Er, Generator, Total 4.45 2.50 Saturday 2-Way Volume 8.96 9.17 Saturday Peak Sour Enter 2.07 0.00 Saturday Peak Hour Exit 1.56 0,00 Saturday Peak Hour Total 3.63 1.93 Sunday 2-Way Volume 1.55 1.80 Sunday Peak Hour Enter 0.21 0.00 Sunday Peak Hour Exit 0.19 0.00 Sunday Peak Hour Total 0.40 0.00 1.00 1412 1,O0 766 1.00 203 1.00 969 1.00 391 1.00 1063 1.00 1454 1.00 934 1.00 481 1.00 1415 1.00 696 1.00 1044 1.00 1739 1.00 3502 1.00 809 1.00 610 1.00 1419 1.00 606 1.00 82 1.00 74 1.00 1o6 NoTe: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTPANS • • • S IX7Fia ... For June 14, 2006 _on Calculation Se:e _.ci, 0 Retail Center 1. v erg oe Standard :fate Deviation Adjustment Driveway Factor Volume 1vg. ;e.ekd^ Way Volume 7-9 AM peak Hoer Enter 7-9 07/1 Peak Hour Exit 7-9 ___ Peak Hour Total 4-6PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Tota- 7151 Pk Dr, Generator, Toter AM Pk Hr, Generator, Exit AM Pk Hr, Generator, Total PM Pk Hr, Generator, Enter PM Pk Br, Generator, Exit PTA Pk Hr, Generator, Total Saturday 2-lay Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 44.32 15.52 0.00 0.00 0.00 0.00 0.00 0.00 1.19 0.00 s_.52 0.00 2.71 1.23 3.28 0.00 3.56 0.00 6.84 3.55 2.81 0.00 2.21 0.00 5.02 2.31 42.04 13.97 0.00 0.00 0.00 0.00 0.00 0.00 20.43 10.27 0.00 0.00 0.00 0.00 0.00 0.00 1.00 650 n 1.00 0 1.00 1.00 7 7 1.00 22 1.00 40 1.00 48 1.00 52 1.00 100 1.00 41 1.00 32 1.00 74 1.00 616 1.00 0 1.00 0 1.00 0 1.00 299 1.00 0 1.00 0 1.00 0 Note: A zero indicates no data available_. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY HICRCTRBNS • • Summary .-ip Generation Calculation FoT h.G .Sg.FL_ of ,. a_iRevraurani- June .. r z u06 Average Standard Rate Deviation: Adjustment Driveway Factor Volume Avg. Weekday 2-Way Volume 89.9" 36.81 1.00 450 Enter7-9 AM Peak Hour 00 7-9 _I Peak Hour Exit 0.00 0.00 1.00 0 _9 11 Peak Hour Total 0.81 0.93 1.00 4 4-6 31' Peak Hour Enter 5.02 0.00 1.00 25 4-6 3M Peak Hour Exit 2.47 0.00 1.00 12 4-6 PM Peak Hour Total 7.49 4.89 1.00 3.7 AM Pk E-ir, Generator, Enter 4.57 0.00 1.00 23 z114 Pk Hr, Generator, Exit 1.00 0.00 1.00 5 L�l`r Pk Hr, Generator, Total 5.57 3.79 1.00 28 3M Pk Hr, Generator, Enter 5.59 0.00 1.00 28 PM Pk Hr, Generator, Exit 3.43 0.00 1.00 17 PM Pk Hr, Generator, Total 9.02 4.55 1.00 45 Saturday 2-Way Volume 94.36 34.42 1.00 472 Saturday Peak Hour Enter 6.38 0.00 1.00 32 Saturday Peak Hour Exit 4.44 0.00 1.00 22 Saturday Peak Hour Total 10.82 4.38 5.00 54 Sunday 2-Way Volume 72.16 32.35 1.00 361 Sunday Peak Hour Enter 5.28 0.00 1.00 26 Sunday Peak Hour Exit 3.1.0 0.00 1.00 16 Sunday Peak Hour Total 8.38 3.88 1.00 42 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICEOTRANS Civica Towers MUSP Traffic impact Study Appendix B: Trip Distribution i^ 1 RICHARD GARCIA & ASSOCIATES, INC. Appendix Traffic Analysis Zones Project Site e e Miami -Dade Transportation Plan (to The Year 2030) Directional Trip Distribution Report January 2005 Prepared by: 4 -X1 Gannett Fleming In association with: PACO Group Public Financial Management Media Relations Grouo Aliami-Dade Interim 2005 Cost Feasible Plan • • ORIGIN ZONE DIRECTIONAL DISTRIEU'TION SU<""v1MARV' -` CAROI_�Tl L: `I_REC?IONS ..,_... _......... ......._...__ __-, TOTAL ?'viva ENE 993 SSE 531. WSW 933 NNW 481. 73185 1891 634 1716 727 1628 2067 1600 _ 1524 1198 EBONY 1...?8 6.96•1 .32 66.06 13.58 17.24 13.35 12.71 482 TRIPS 453 243 350 438 532 586 417 370 3369 PERCENT 13.37 7._7 10.3 _2.92 _5.70 _7.29 12.30 10.92 483 TRIPS 346 143 176 389 377 439 282 285 2437 PERCENT 14.20 5.87 7.22 15.96 15.47 18.01 11.57 11.69 484 TRIPS 498 176 164 404 563 661 414 396 3276 PERCENT 15.20 5.37 5.01 12.33 17.19 20.18 12.64 12.09 485 TRIPS 306 112 172 233 302 414 298 269 2106 PERCENT 14.53 5.32 8.17 11.06 14.34 19.6614.15 12.77 486 13139 528 122 117 216 41.8 498 371 465 2735 PERCENT 19.31 4.46 4.28 7.90 15.28 18.21 13.56 17.00 487 TRTPS 2474 792 839 1497 1799 3489 2122 2253 15265 PERCENT 16.21 5.19 5.50 9.81 11.79 22.86 1.3.90 14.76 488 13125 482 292 489 405 451 455 446 420 3440 PERCENT 14.01 8.49 14.22 11.77 13.11 13.23 12.97 12.21 489 TRIPS 222 186 290 138 135 274 302 280 1827 PERCENT 12.15 10.18 15.87 7.55 7.39 15.00 16.53 15.33 490 TRIPS 105 46 86 73 57 112 148 104 731 PERCENT 14.36 6.29 11.76 9.99 7.80 15.32 20.25 14.23 491 _RIPS 263 78 89 122 _74 314 285 264 1589 PERCENT 16.55 4.91 5.60 7.68 10.95 19.76 17.94 16.61 492 TRIPS 93 33 48 97 91 145 99 81 687 PERCENT 13.54 4.80 6.99 14.12 13.25 21.11 14.41 11.79 493 TRIPS 341 129 202 391 322 785 606 378 PERCENT 10.81 4.09 6.40 12.40 10.21 24.89 19.21 11.98 3154 494 33195 314 167 186 460 223 520 385 288 2543 PERCENT 12.35 6.57 7.31 18.09 8.77 20.45 15.14 11.33 495 TRIPS 644 204 250 486 578 973 561 627 4323 PERCENT 14.90 4.72 5.78 11.24 13.37 22.51 12.98 14.50 - 33 - 1/18/05 • • • Civica Towers (Days Inn) Project Cardinal Distribution (TAZ 488) DIRECTION DISTRIBUTION % PM Peak Trips IN OUT Total 14.01 8.49 14.22 11.77 13.11 13.23 12.97 12.21 100.00 37 86 23 52 38 87 31 73 35 81 35 81 34 80 32 75 265 615 123 75 125 104 116 116 114 107 880 Note: Based on MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 1999 Model Validation and 2005-2025 Cost Affordable Ptan, Date: December 31, 2001 obtained from Miami Dade MPO. Traffic Assignment Percentage North 26.22 22.71 South 24.88 26.20 Total 100.00 • • • Civica Towers (Days Inn) PM Traffic Assignments Direction IN OUT TOTAL North 37+32=69 86+75=161 230 East 23+38=61 52+87=139 200 South 31+35=66 73+81=154 220 West 35+34=69 81+80=161 230 TOTAL 880 161 <== 69 Civica Towers (Days Inn) PM Peak Project Trip Assignment it69 )(-154 *161 66 61 NW 14th Strt 6:1 139 7 • • lnn) MUSP Civica Towers PM Peak Site Traffic 3AV L MN 0C-Th 9AV 0 MN EAV LL. MN 3AV Z1, MN 0 CD CO CO CO CY) 9 Civka Towers _WISP Traffic Int act Study Appendix C: Signal Timing & Adjustment Factors /1,--\\ RICHARD GARCIA & ASSOCIATES, INC, Appendix • 4c> Traffic Signals No. 479 15TH 1 . NW 14TH ST 2377 5743 —4 487 i eo o z i o 13TH CO 488 1 75 co • • • 23 TING DATA FOR 2375 NW 7 AVP & 14 ST PRT OF 830 G 8 EWW 8 0 8 1 73 52 1 4 7 1 4 2 T 53 52 1 4 7 11 11 4 3 T 54 52 1 4 7 11 11 4 (SEC: 30 TYPE: SA) S 1 8 rY0 90AM PFAK 537 90231 PEAK M2 9098 PEAK 4 T 14 22 6 726 7 T 16 8 8 24 9 8 24 10 8 13 11 M 24 16 M 93 1B T 26 22 i 23 7 14 24 T 14 MIN: -1 6 31 40 50 67 67 44 32 87 E.0 31 31 31 14 4 1 4 1 4 4 4 4 7 4 1 4 1 4 1 4 7 4 14 7 11 2 7 11 8 7 11 4 7 11 8 7 11 16 7 11 16 7 II 19 7 11 1 -7 11 6 7 11 8 7 11 2 7 23 2 7 11 2 11 7 4 4 4 4 4 4 4 4 ENTER THE CONTROLLER NUMBER (/ = STOP) r„-nNT58 1/6 753RE 23 1/0 Pc'',AVERAG;7 85505T PM PEAK 1131-95 85003865 1701-95 BmocKkr; 900R718086 BOWL 600B IN TEST 12002380E BOWL S5HTfl AFT ml 7 6ONTGHT B/4 6 605715E NIGHT 1 60RE0235 TEST PHASE: ZP i b -2 * 1\ <---- > G(w) G(f) G(g) 1 ( I G(total) 2 .," •4. R SPLIT • • 2 .'3761:1 TIMING DATA FOR 2376 BOP riOPS RD & NW 14 ST (SFr': 144 RAT 07 FWG G Y R XW ENSLYNSGY R3.3.5Y 2 T n 40 1 4 1 5, 12 7 3 le 4 1 20 3 3 T 0 26 1 A 1 5 12 7 3 15 4 1 15 3 4 T 0 30 1 4 1 5 12 7 3 20 4 1 15 3 5 '... 0 18 1 4 1 5 12 : 3 15 4 1 7 3 23 T 0 17 4 1 5 12 6 3 14 4 1 6 3 24 T 0 21 1 1 5 12 6 3 18 4 -16 3 MTN: 17 12 5 10 FNT7R THF CONTROLLER NUMBER (/ = STOP) Ui TYPE: $A) 2 Y M CYC 7 119A34 PEAK 112 7 97A3.ER3.GE 0/2 106PM PEAK 0/2 81EVE 0/6 7NTTF 2/4 77R50P.1:L TEST PHASE: , _ 43 44— •`. ' 41:' 5C -- - G(f) i Z- — G(g) — _ _____ G(total) 1 0 go Y SPLFT 3 6, I -7 t 0 R ' fez( --tYvt476-c "bo Nis 6reil LOCy 110 &A0.-101fe Vat 360412 rob :64 ell A (IA c, LC) 9( 6 • • a 1 59 6 15 2 51. 11 22 15 TM 2 16 15 4 51 7 26 15 5 T 11 22 15 6 M 0 6 15 6 T 2 16 15 12 T 7 26 15 2377C1 I51I104 aATA FOR 23 PAT OF NSW F Y 4 L 4 4 4 4 77 NW R 51515 10 1 14 1 21 I 10 14 21 12 AV & 14 c-T Y EWW51 5 9 5 21 5 19 5 21 5 21 5 12 5 19 5 21 C.,.) 3 fl 3 13 Y 4 a % 4 I 4 4 4 2 4 1 4 7 4.1 4 4 (SEC: 146 R NSE Y 2 6 4 2 17 'LI 2 12 4 2 10 4 2 17 4 2 6 4 2 12 4 2 10 1 mr=74=7::; JD 4 1 6 " 5 21 4 4 17 M 5 37 15 4 1 10 3 5 21 4 A 2 10 18 T 2515 4 1 6 3 5 la 1 4 2 7 22 13 0 6 15 4 1 0 0 5 12 1 4 2 6 24 T 0 10 15 4 1 6 3 5 12 1 4 2 6 MTN: 6 15 5 21 1 5 FNTPR TEE CONTROLLER 510512ER (/ = STOP) z TY77: Y A ) 2 6CPRE AM PEAK 110XX 10CXX 1205151 1105151 PEAK 3/4 2 7 60512 10C5ID ai Avr4 1205151 PEAK 0/4 1260 IN 1200 B OCT 851VE2I25. 0/4 27 6CNITE 2/7 735130511313 TKST PHASE: G(w) / 2, 1 G(f) G(g) G(toial) SPLIT LO Print Date: liar/ 06/2006 Florida Department of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report M1A11 I-DAD.F NORTH MOCF = 0,97 Category: 8700 Week Dates SF PSCF • • 1 01/01/2004 - 01/03/2004 1.00 1.03 2 01/04/2004 - 01/10/2004 1.00 1.03 3 01/11/2004 - 01/1 7/2004 0.99 1.02 4 01/18/2004 - 01 /24/2004 0,99 1.02 5 01/25/2004 - 01/31/2004 0.99 1.02 6 02/01 /2004 - 02/07/2004 0.98 1.01 7 02/08/2004 - 02/14/2004 0.98 1.01 * 8 0211512004 - 02/21/2004 0.97 1.00 * 9 02/22/2004 - 02/28/2004 0.97 1.00 10 02/29/2004 - 03/06/2004 0.97 1.00- * 11 03/07/2004 - 03/13/2004 0.97 1.00 * 12 03/14/2004 - 03/20/2004 0.96 0.99 * 13 03/21/2004 - 03/27/2004 0.97 1.00 * 14 03/28/2004 - 04/03/2004 0.97 1.00 * 15 04/04/2004 - 04/10/2004 0.98 1.01 * 16 04/11/2004 - 04/17/2004 0.98 1.01 * 17 04/18/2004 - 04/24/2004 0.98 1.01 * 18 04/25/2004 - 05//01/2004 0.98 1.01 19 05/02/2004 - 05/08/2004 0.99 1.02 20 05/09/2004 - 05/15/2004 0.99 1.02 21 05/16/2004 - 05/22/2004 0.99 1.02 22 05/23/2004 - 05/29/2004 0,99 1,02 23 05/30/2004 - 06/05/2004 0.99 1.02 24 06/06/2004 - 06/12/2004 1.00 1.03 25 06/13/2004 - 06/19/2004 1.00 1.03 26 06/20/2004 - 06/26/2004 1.01 1.04 27 06/27/2004 - 07/03/2004 1.02 1.05 28 07/04/2004 - 07/10/2004 1.03 1.06 29 07/11/2004 - 07/17/2004 1.04 1.07 30 07/18/2004 - 07/24/2004 1.04 1.07 31 07/25/2004 - 07/31/2004 1.03 1.06 32 08/01/2004 - 08/07/2004 1.03 1.06 33 08/08/2004 - 08/14/2004 1.02 1.05 34 08/15/2004 - 08/21/2004 1.02 1.05 35 08/22/2004 - 08/28/2004 1.03 1.06 36 08/29/2004 - 09/04/2004 1.04 1.07 37 09/05/2004 - 09/11/2004 1.05 1.08 38 09/12/2004 - 09/18./2004 1.06 1.09 39 09/19/2004 - 09/25/2004 1.05 1.08 40 09/26/2004 - 10/02/2004 1.03 1.06 41 10/03/2004 - 10/09/2004 1.01 1.04 42 10/10/2004 - 10/16/2004 1.00 1.03 43 10/17/2004 - 10/23/2004 1.00 1.03 44 10/24/2004 - 10/30/2004 1.00 1.03 45 10/31/2004 - 11/06/2004 1.01 1.04 46 11/07/2004 - 11/13/2004 1.01 1.04 47 11 /14/2004 - 11 /20/2004 1.01 1.04 48 11/21/2004 - 11/27/2004 1.01 1.04 49 11 /28/2004 - 12/04/2004 1.01 1.04 50 12/05/2004 - 12/11/2004 1.00 1.03 51 12/12/2004 - 12/18/2004 1.00 1.03 52 12/19/2004 - 12/25/2004 1.00 1.03 53 12/26/2004 - 12/31/2004 0.99 1.02 E-- Note: "*" indicates peak season week Page Print Date: March 06, 2006 County: 87 -- DADE •eo.rY: 8738 SR 7/US 441, SR 933 • • Florida Department of Transportation Transportation Statistics Office 2004 Weekly Axle Factor Category Report Week Dates ACF 1 01/01 /2004 - 01 /03 /2004 0.93 2 01/04/2004 - 01/10/2004 0.93 3 01/112004 - 01/ 17/2004 0.93 4 01/18/2004 - 01/24/2004 0.93 5 01/25/2004 - 01/31/2004 0.93 6 02/01 /2004 - 02/07/2004 0.93 7 02/08.72004 - 02/14/2004 0.93 8 02/15/2004 - 02/21/2004 0.93 9 02/22/2004 - 02/28/2004 0.93 10 02/29/2004 - 03/06/2004 0.93 11 03/07/2004 - 03/13/2004 0.93 12 03/14/2004 - 03/20/2004 0.93 13 03/21/2004 - 03/27/2004 0.93 14 03/28/2004 - 04/03/2004 0.93 15 04/04/2004 - 04!10/2004 0.93 16 04/11/2004 - 04/17/2004 0.93 17 04/18/2004 - 04/24/2004 0.93 18 04/25/2004 - 05/01/2004 0.93 19 05/02I2004 - 05/08/2004 0.93 20 05/09/2004 - 05/15/2004 0.93 21 05/16/2004 - 05/22/2004 0.93 22 05/23/2004 - 05/29/2004 0.93 23 05/30/2004 - 06/05/2004 0.93 24 06/06/2004 - 06/12/2004 0.93 25 06/13/2004 - 06/19/2004 0.93 26 06/20/2004 - 06/26/2004 0.93 27 06/27/2004 - 07/03/2004 0.93 28 07/04/2004 - 07/10/2004 0.93 29 07/11/2004 - 07/17/2004 0.93 30 07/18/2004 - 07/24/2004 0.93 31 07/25/2004 - 07/31/2004 0.93 32 08/01/2004 - 08/07/2004 0.93 33 08/08/2004 - 08/14/2004 0.93 34 08/15/2004 - 08/21/2004 0.93 35 08/22/2004 - 08/28/2004 0.93 36 08/29/2004 - 09/04/2004 0.93 37 09/05/2004 - 09/11/2004 0.93 38 09/12/2004 - 09/18/2004 0.93 39 09/19/2004 - 09/25/2004 0.93 40 09/26/2004 - 10/02/2004 0.93 41 10/03/2004 - 10/09/2004 0.93 42 10/10/2004 - 10/16/2004 0.93 43 10/17/2004 - 10/23/2004 0.93 44 10/242004 - 10/30/2004 0.93 45 10/31/2004 - 11/06/2004 0.93 46 11/07/2004 - 11/13/2004 0.93 47 11/14/2004 - 11/20/2004 0.93 48 11/21/2004 - 11/27/2004 0.93 49 11/28/2004 - 12/04/2004 0.93 50 12/05/2004 - 12/11/2004 0.93 51 12/12/2004 - 12/18/2004 0.93 52 12/19/2004 - 12/25/2004 0.93 53 12/26/2004 - 12/31/2004 0.93 Page: 38 Civica Towers MUSP Traffic Impact Studv Appendix D: Traffic Counts (TMC"s & ATR) n � LL ] RICHARD GARCIA & ASSOCIATES, INC. Appendix • • Table: T-3 Civica Towers (Days Inn) INTERSECTION APPROACH VOLUMES INTERSECTION NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT Date of Count PSC5 PEAK SEASONAL ADJUSTMENT BACKGROUND GROW1"H 8J 2% FOR 3 Years Committed Developments Net Traffic w/o Project Ste Traffic (VPH) Total Traffic (VPH) 1 3 4 5 5 7 A NW 14th St & NW 71h Ave SOUTIIBOUNO SBR 59 Tuesday, February 28, 2006 1.00 59 63 0 63 30 93 SET 478 1.00 478 507 0 50'7 1) 507 SBL 69 1.00 69 73 0 73 0 73 TOTAL 606 606 643 0 643 30 673 WESTBOUNDWOT WBR 119 1 00 119 126 0 126 0 126 107 1.00 107 114 0 114 81 975 WBL 16 1 £i0 16 17 0 17 0 17 TOTAL 242 242 257 0 257 61 318 NORTHBOUND NBR 49 1.00 49 52 0 52 0 52 NOT 714 1.00 1.00mm 714 758 0 758 0 758 NBL 15 15 16 0 16 30 46 TOTAL. 778 778 826 0 826 30 856 EASTBOUND EBR 30 100 30 32 0 32 30 62 EBT 169 1.00 169 179 0 179 139 318 ESL 177 1.00 177 168 0 188 30 218 TOTAL 376 376 399 0 399 199 595 TOTAL 2002 2002 2125 0 2125 320 2445 -2 2 NW 14th St & NW 10th Ave SOUTHBOUND SBR 252 Tuesday, February 26, 2006 1,00 252 267 0 267 0 7 Si3T 267 1.00 267 283 0 283 0 283 SBL 14 1,00 14 15 0 15 0 15 TOTAL 533 533 566 0 588 0 566 WESTBOUND WBR 140 1.00 140 149 0 149 0 149 WBT 142 1.00 142 151 708 659 91 950 WBL 55 1.00 55 5B 0 58 0 58 TOTAL 337 337 358 708 1066 91 1157 NORTHBOUND NBR 43 1.00 43 46 0 46 0 45 NBT 99 1.00 99 105 0 105 0 105 NBL 18 1.00 18 19 0 19 0 19 TOTAL 160 160 170 0 170 0 170 EASTBOUNDEST EBR 106 1.00 106 112 0 112 0 112_ 278 1.00 278 295 0 295 199 494 EBL 232 1.00 232 246 0 246 0 246 TOTAL 616 616 654 0 654 199 853 TOTAL 1646 1646 1747 708 2455 290 2745 6/14/2006 OORichard Garcia and Associates, Inc., 2005 • • • Tabla: T 3 Civica Towers (Days Inn) INTERSECTION APPROACH VOLUMES INTERSECTION NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT Date of Count PSCF PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH @ 2% FOR 3 Years Committed DevelI pments Net Traffic w/o Project Sfte Traffic VPH) Total Traffic (VPFj 2 3 45 5 7 5 3 NW 14th St 15 NW 11thAve SOUTHBOUND SBR 143 Wednesday, March 01, 2006 1.00 143 152 152 0 152 SBT 0 1.00 0 0 0 0 0 0 SBL 42 1.00 42 45 0 0 45 196 0 0 45 TOTAL 185 185 196 196 WESTBOUNDWi3T WBR 34 1.00 34 36 0 36 0 36 962 1.00 962 1021 708 1729 416 2145 WBL 0 1.00 0 0 0 0 0 0 TOTAL 996 996 1057 700 1705 416 2181 NORTHBOUND NBR 0 1.00 0 0 0 0 0 0 NOT 0 1,00 0 0 0 0 0 0 NBL 0 1.00 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 EASTBOUND EBR 0 1.00 0 0 0 0 0 0 EBT 481 1.00 481 510 0 510 204 714 EBL 35 1,00 35 37 0 37 0 37 TOTAL. 516 516 548 0 548 204 752 TOTAL 1697 1697 1801 708 2509 620 3129 4 NW 14th St & NW 12th Ave SDUTH80UND SBR 150 co w 0 N m 1.00 150 159 - 0 159 U 159 SF3T 635 1.00 635 674 0 674 0 674 SE31.. 83 1.00 83 88 56 144 159 213 TOTAL 868 868 921 56 977 69 104S WESTBOUND WBR 105 1.00 105 111 107 218 131 349 WBT 241 1.00 241 256 216 472 161 633 WBL 356 1.00 356 378 123 501 124 625 TOTAL 702 702 745 446 1191 416 1607 NORTHBOUNDNOT NBR 142 1.00 142 151 128 279 66 345 605 1,00 605 642 0 642 0 642 NBL 120 1.00 120 127 0 127 0 127 TOTAL 867 867 920 128 1048 66 1114 EASTBOUND EBR 35 1.00 35 37 0 37 0 37 EBT 154 1.00 154 163 113 276 69 345 EBL 158 1,00 158 168 0 168 0 168 TOTAL 347 347 368 113 481 69 550 TOTAL 2784 2784 2954 743 3697 620 4317 ©Richard Garcia and Associates, Inc„ 2005 6/14/2006 • s • Table: T.3 Civica Towers (Days Inn) INTERSECTION APPROACH VOLUMES INTERSECTION NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT Date of Count PSCF PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH t 2% FOR 3 Years Committed Deveicpments Net Traffic w/o Project Site 'Traffic (VPH) Total Traffic (VPH) t 2 3 4 (3 7 6 Notes: 1 TMC data provided by RGA, inc. 2 Peak Seasonal Correction Factor obtained from FDOT's FT12002 3 PM Peak Hour Seasonally Adjusted 4 Project is expected to have a build -out in 3 years 5 Committed Development Traffic, 6 Net Traffic with seasonally adjusted, background and committed. 7 Site Traffic in Vehicles per hour. 8 Total Traffic in vehicles per hour ©Richard Garcia and Associates, Inc., 2005 611412006 , Start Time Factor 1.0 1.0 ! 1.0 i 1.0 Rig ht NW 7 AVE From North _ Thr ... I Ped I App. u Left I s Total 04:00 PM 14 107 18 1 140 04:15PM 17 116 19 3 155 04:30 PM 19 121 9 2 151 04:45 PM 21 114 19 17 171 Total 71 458 65 23 617 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch `6 6 122 13 121 11 103 11 103 41 449 23 18 14 13 68 8 5 0 14 159 157 128 128 572 112 907 133 37 1189 9.4 Total % 2.9 • 76. 11. 3 2 23. 9 3.1 3.5 1.0 31.3 Richard Garcia & Associates, Inc. 13117 N.W. 107 Ave, Suite 4 Hialeah Garden: Florida 33018 PH: 305.595.7505 FAX: 305.675.6474 Rig ht, 1.0 , 42 25 29 20 116 Groups Printed- Unshifted NW 14 ST NW 7 AVE From East From South Thr ui 1.0 I 33 19 24 36 112 eft ! Pad I App. I Rig s Total ht 1.0 1.0 1.0 8 5 88! 21 8 2 54! 26 3 4 60! 16 6 2 64 13 25 13 266 76 Thr u 1.0 155 136 179 164 634 Left 1.0 6 4 4 4 18 Ped sl 1.0 0 0 3 0 3 App. Tota! 182 166 202 181 731 Rig ht 1.0 15 7 7 5 34 38 33 48 46 165 32 29 4 2 67 I 9 191 3 2 205 I 10 48 38 18 3 6 65 s 11 180 4 0 1951 8 27 29 15 6 3 53 = 16 161 3 0 180 I 4 23 32 11 4 2 49 1 6 137 6 4 153 1 6 14 131 73 17 13 234: 42 669 16 6 733 28 112 247 185 42 26 500 49. 37. 4 0 6.5 4.9 1.1 0.7 13.2 3.1 118 8.4 5.2 8.1 130 3 89. 0 34. 3 34 2.3 0.9 9 1464 0.6 0.2 38.5 File Name : nw7 Site Code : 00000000 Start Date : 2/28/2006 Page No : 1 NW 14 ST From West Thr I Left Ped u 5i 1.0 . 1.0 I 1.0 31 4 27 2 48 2 43 3 149 11 44 42 36 24 146 62 277 295 42. 45. 9.E 7 5 1.6 7.3 7.8 0.4 17.1 App.; Total 88 69'. 105 97 359 j 2 104 2 79 0 63'I.. 0 44 4 2901! O', O +.2E-c �' Tz a NW 7 AVE Out In Total 1845 ! 1199? f 3034! 112907' 133i 37j Right Tf'i Left Peds North 2128/2005 4:00:00 PM 2128/2005 5 45.00 PM U nshitied r Left Thru Right Peds 341 13031 1€5 91 10111 114541 i 24751 Out In Tota NW 7 AVE Int Total 498 444 518 513 1973 535 496 424 374 1829 15 649 3802 2.3 Richard Garcia & Associates. Inc. 13117 N.W. 107 Ave, Suite 4 Hialeah Garden, Florida 33018 PH: 305.595.7505 FAX: 305.675.6474 File Name : nw7 Site Code : 00000000 Start Date : 2/28/2006 Page No : 2 NW7AVE NW14ST NW7AVE NW14ST From North From East From South From West T ! Rig . Thr 1 Ped App. ! Rig Thr I Fed I App. Rig T hr I Fed App R g ': Thr , Left" Fed App. int- '. Start ime Let Left Left h� u- s Total l ht u s: Total ht u l s i Total i h, u I s t Total Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of intersectio 04:30 PM n Volume 59 478 69 32 638 119 107 16 14 256I 49 714 15 5 783 30 169 177 9 385 2062 74_ i•0. 46_ 41_ 91. 43. 45. Percent 9.2 8 5.0 5 8 6.3 5.5 5.3 2 1.9 0.6 7.8 N p 2.3 ir Vou ©e 6 122 23 8 159 32 29 4 2 67 9 191 3 2 205 �; 10 48 44 2 104 ! 535 Peak 0.964 Factor High Int_ 04:45 PM 1 05:00 FM 05:00 PM 1 04:30 PM Volume 21 114 19 17 171 1 32 29 4 2 67 j 9 191 3 2 205 1 7 48 48 2 105 FactorPeak 0.933 I 0.955 0.955 1 0.917 NW 7 AVE Out In Total 1010. 5381 164 1 I 59! 478',', 59! 321 Right Thru Leif Peds +- L► w North /28;2006 4:30:00 PM 28;2006 5:15:00 PM Unshifted 7+ Left Thru Rihi Peds 151 7141 49'! 51 A 524! i 783'! 1307I Dui n Total NW 7 AVC ▪ ti 2 wY z —Nair la: cry A s1;i� A N ill Start Time • NW 10AVE From North Rig Thr LPed ! App. ht a of s Total Factor 1.0 1.0` 1.0', 1.0 04:00 PM 83 62 11 7 163 04:15 PM 77 65 3 9 154 04:30 PM 81 68 3 7 159 04:45 PM 44 65 5 6 120 Total 285 260 22 29 596 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total % 66 63 61 71 53 64 76 55 256 253 2 4 135 4 10 146 5 3 125 4 5 140 15 22 546 541 513 37 51 1142 47. 4 16. 44. 9 16. 9 0 3.2 4.5 1.2 1.6 35.7 Richard Garcia & Associates, Inc. 13117 N.W. 107 Ave, Suite 4 Hialeah Garden, Florida 33018 PH: 305.595.7505 FAX: 305.675.6474 Rig ht 1.0 42 34 32 28 136 Groups Printed- Unshifted NWN14ST NW10AVE From East From South Thr Left Ped App. Rig Thr Left Ped u s Total ht u I s 1.0 1.0 [ 1.0'1 1.0', 1.01 1.0 1.0l 39 20 0 101 11 23 10 0 34 14 6 88 12 25 11 0 21 18 2 73 5 22 6 0 25 18 1 72 11 24 3 2 119 70 9 334 39 94 30 2 Pile Name : nwl0 Site Code : 00000000 Start Date : 2/28/2006 Page No : 1 NW 14 ST From West App. Rig Thr Left Ped App. Int. Total rit u s Total ', Total I 1.0 1 1.0 , 1.0 1 1.0 44 I 12 55 40 3 110 418 481, 19 33 48 0 100 390 33 19 78 66 1 164 429 40 14 55 58 3 130 362 165 64 221 212 7 504 1599 53 63 8 8 132 14 30 3 12 59 35 82 56 6 179 505 27 33 11 3 74 13 23 6 0 42 38 63 52 0 153 415 25 31 17 9 82 5 27 6 3 41 27 39 29 2 97 345 26 29 8 4 67 6 20 8 0 34 18 29 46 0 93 334 131 156 44 24 355, 38 100 23 15 176 118 213 183 8 522 1599 267 275 114 33 689 38. 39. 16. 8 9 5 8.3 8.6 3.6 1.0 21.5 4.8 77 194 53 17 22. 56. 15. 6 9 5 2.4 6.1 1.7 0.5 5.0 341 10.7 182 434 395 17. 42. 38. 7 3 5 5.7 13. 12. 0.5 6 4 z Dco 0 0 NW 10 AVE Out !n Total 8561 11142! 1 19981 i 541, 5131 37 51 Right Thru Left Peds r North 2(28,2006 4:00.00 PM 2128/2006 5:45:00 PM Unshifted Left Thr:. Right Peds I 531 194! 771 17! 809? i 341 115CI Out in Total NW 10 AVE tILlo =I 15 1026 3198 1.5 32. E Richard Garcia & Associates, Inc. 13117 N.W. 107 Ave, Suite 4 Hialeah Garden, Florida 33018 PH: 305,595.7505 FAX: 305.675,6474 File Name : nw10 Site Code : 00000000 Start Date : 2/28/2006 Page No : 2 NW 14 ST NW 10 AVE NW 14 ST From North From East From South From West Rig Thr � Ped App. Rig Thr I Fed I App- Rig Thr I Fed I App. i Rig' Thr e I Ped ''i App.int.T I Start Time , , u Left Left Left Left T s ' Iota[ '; ht u s 1 Total ht > u s I Total ht I r s Total otal ', Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersectio 04:30 FM 1 Volume 252 267 14 27 560 : 140 142 55 14 35' 43 99 18 14 174 106 278 232 10 626 1 1711 Percent 45, 47. 2.5 4.8 39. 40. 15, 4,0 24. 56. 10. 8.0 16. 44. 37. 1.6 0 79 5 7 7 9 3 9 4 1 NW 10 AVE 05700 Volume Peak Factor High Int- 04:30 PM Volume 81 68 3 7 159 Peak Factor • 0.881 666 63 2 4 135 53 63 8 8 05:00 PM 53 63 132 14 30 3 12 59 35 82 56 6 179 505 0.847 8 8 132 0-665 05:00 PM 14 30 3 12 59I 35 82 56 6 179 0.874 0.737 I 05:00 PM V10 Out In Total t. 4711 l 560 1 10311 r l I 252! 2671 14t 271 Richt Thr: Left Peds r14 North 2/28/2006 4:3D:00 PM 2/28/2005 515:00 PM Unshifted 1 Left Thru Right Peds 181 99i 431 141 I 428 t 1 174 t 6021 Out In Total Richard Garcia & Associates, inc. 13117 N.W. 107 Ave, Suite 4 Hialeah Garden, Florida 33018 P H : 305.595.7505 FAX: 305.675.6474 Groups Printed- Unshifted File Name : nwl1 Site Code : 00000000 Start Date : 3/1/2006 Page No : 1 NW 11 AVE NW 14 ST NW 11 AVE NW 14 ST From North From East 1 From South From West Start Time' Rig i 7hr i Left 1 Ped j' App ! Rig ' Thr Ped App. Rig Thr Let I Ped ; App Rig Thr' eft Ped App. ht u s Iota' 4 ht Li Left s € Total i ht u s i Total ht u s Total Factor 1.0i 1.0' 1.0 1.0' 1 1.0 10 1.0,` to I 1.0 1.0I 1.0�, 1.0 i 10 1.0 1.G' 1.0' 04:00 PM 46 1 12 4 63 1 10 175 0 11 196 `r 0 0 0 0 0 0 105 4 2 111 04:15 PM 33 0 7 18 58 ' 4 192 0 7 203 0 0 0 0 0 0 102 8 0 110 04:30 PM 36 0 5 18 59 12 272 0 7 2910 0 0 0 0 1 0 148 6 1 155 04:45 PM 39 0 19 14 72 1 6 246 0 6 258 ! 0 0 0 0 0 0 132 15 0 147 Total 154 1 43 54 252 1 32 885 0 31 948'J 0 0 0 0 0 ! 0 487 33 3 523 05:00 PM 45 0 8 20 73 7 241 05:15 PM 23 0 10 16 49 9 203 05:30 PM 70 0 10 14 94 13 180 05:45 PM 35 0 2 15 52 4 174 Total 173 0 30 55 268 ; 33 798 Grand Total Apprch % Total % • 327 1 73 119 62. 14. 22. 9 0'2 0 9 10. 0.0 2.2 3.6 0 520 65 3.6 15.9 > 2.0 168 3 93. 3 51. 4 n; Total 370 371 505 477 1723 0 8 256 I 0 0 0 0 0 I 0 100 5 0 105 434 0 6 2181 0 0 0 0 01 0 101 9 0 110r 377 0 5 198! 0 0 0 0 0 0 115 6 0 122 I 414 0 6 184I 0 0 0 0 0 0 88 4 0 92 I 328 0 25 856 0 0 0 0 0 0 405 24 0 429 I 1553 0 56 18041 0 0 0 0 0 0.0 3.1 ,, 0.0 0.0 0.0 0.0 0.0 1,7 55.1 0.0 0.0 0.0 0.0 0.0 0 892 57 3 952 3276 0.0 6.0 0.3 0.0 2 2 1.7 0.1 29.1 : gni I C' C1z z O'O L. DN of cam'), Vi T NW11AV= Out In Total 122', I, 5201 i €n421 327E 11 731 119 Right Thru Lett Peds f 1 LI North p11J2006 4:00 00 PM 1311J2065 5:45:00 781 Unshlfted e1 Thru Right Peds 0! 01 0I 0': I 11 i 0 , Out ,n Total NW 11 AVP Richard Garcia & Associates, Inc. 13117 NM. 107 Ave, Suite 4 Hialeah Garden, Honda 33018 PH: 305.595.7505 FAX: 305.675.6474 File Name : nwl 1 Site Code : 00000000 Start Date : 3/1/2006 Page No : 2 WIN 11 AVE j NV1/ 14 ST I NW 11 AVE NW 14 ST From North I From East I From South From West Start Time • Rtg Thr 1. Left i Ped l App ' Rig I Thr I , , ?l Pad : App. l Rig Rig ' Thr Let ! Ped App lnt.! h. STotalhi : hLei au Iota; ; ht ; u : s Total Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersectio 04:30 PM n Volume Percent 04:30 Volume Peak Factor High Int. Volume Peak Factor • 143 0 42 68 253; 34 962 0 56. 16. 26. 3.3 94, 0.00.0 5 6 9 0 36 0 5 18 59 i 12 272 0 7 291 : 05:00 PM I: 04:30 PM 3:45:00 PM 04:30 Pill 45 0 8 20 73i 12 272 0 7 291 0 0 0 0 0 0 148 6 1 155 0.866 0.879 l 0-834 27 1023 2.6 0 0 0 0 0 0 481 35 1 517 1793 0.0 0.0 0.0 0.0 0.0 9 6.8 0.2 0 0 0 0 0. 0 148 6 1 155', 505 iI 0.888 FE- F17j 1 th NWIIAVE Out in Totel 691 I 253: I 3221 143€ 0421 66 Right Thru Left Peels North pl1/2336 4:30:03 PM 01112006 5.15:03 PM 1 Unshiftec 4-, j r* Left Thru R=: eds 0 0 0! 0 of ' DI �. of Out Ir Total NVd 1 AVF X — fl ; 6) 1 v CO Richard Garcia & Associates, Inc. 13117 N.W. 107 Ave. Suite 4 Hialeah Garden, Florida 33018 PH: 305.595.7505 FAX: 305.675.6474 NW 12 AVE From North Star Time Rig Thr Left i Ped App. Rig ht j u s Total ht • Groups Fri NW 14 ST From East ThrI Lett Ped u s Factor 1.0 1.0 I 1.0 ; 1.0 1.0 1,0 1.0 1.0 04:00 PM 44 199 18 13 274 i 46 62 107 7 04:15 PM 48 142 27 5 222 [,[ 29 63 88 2 04:30 PM 20 145 18 3 186 1 17 64 81 5 04:45 PM 38 149 20 2 209 1 13 52 80 0 Total 150 635 83 23 891 ' 105 241 356 14 05:00 PM 05:15 PM 05:30 PM 05:45 PM 33 139 13 21 142 11 11 147 10 4 113 9 Total 69 541 43 Grand Total Aoprch % Total % 219 14. 1 4.3 117 6 75. 8 23, 2 2 187 1 5 179' 0 168? 0 126 7 660 126 30 1551 8.1 1.9 2.5 0.6 30.6 11 10 15 15 51 30 42 29 22 123 72 83 72 82 309 ed- Unshfte NW 12 AVE From South App. ! Rio I Thr 3 Left ; Ped Total ! ht u File Name : nwl2 Site Code : 00000000 Start Date : 3/1/2006 Page No : 1 1.0'. 1.0! 1.0 1 1. 222' 26 163 36 9 182 30 148 33 2 167°` 42 142 22 6 14544 152 29 0 7161 142 605 120 17 0 113 44 2 1371 27 0 116 1 30 0 1191 25 2 485 126 App. Total 234 213 212 225 884 Rig ht 1.0 0 14 9 12 35 NW 14 ST From West Thr i Ped App Int. u Left ; s Total 1 Tota 1.0 1 1.0 ? 1.0 36 51 8 36 42 3 50 41 6 32 24 5 154 158 22 163 25 7 239 1 13 22 26 1 146 27 0 2001 5 30 36 3 176 18 0 2241 1 24 20 0 115 14 1 155; 9 24 28 0 600 84 8 818 I 28 100 110 4 156 364 665 16 1201! 268 120 5 13. 30. 55. 1.3 15. 70. 1.5 0 3 4 7 8 1 2 3.1 7.2 0.3 23.7 5.3 $ 4.0 0.5 204 25 1702'l 63 254 12. I 10, 41. 0 3 33.6 1.2 95 95 106 73 369 62 74 'I 45 61 242 268 26 611 4.3 5.0 5,3 0.5 12.1 43, 6 9 mim E F ' Li NW 12 AVE Out In Total 16291 I15515; 1 31831 2191 11761 126` 301 Right Thru Le`t Pads North 131112006 4:00:00 PM !i/2006 5:45:00 PM !Unshifed Lets Thru Right Pods 204' 1205! 2681 251 ; L 19041 j 1702',! r3506 Out In Total NW 12 AYE �5v C Flo » z 825 712 671 652 2860 601 590 553 461 2205 5065 Richard Garcia & Associates, Inc. 13117 N.W, 107 Ave, Suite 4 Hialeah Garden, Florida 33018 PH: 305.595.7505 FAX: 305,675.6474 File Name : nw12 Site Code : 00000000 Start Date : 3/1/2006 Page No : 2 NW12AVE NW14ST NW 12AVE From North From Fast From South Rig 1 Thr ' I Ped Left App. I Rig I Thr Ped j App. Rig ThrLeft Fed App. ` R`9 Thr Lei Ped App. Inr. Start Time ht l u i Led I s Total ht : u ! s i Tota' I hf a l s Total ht a s 1 Taal Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 interseetic 04 00 PM• n 150 635 83 23 891', 105 241 356 14 716 142 605 120 17 884 35 154 158 22 369' 2860 16. 71. 14. 33. 49. 16. 68. 13. 41. 42. 8 9.3 2.6 7 7 7 2.0 1 4 6 1.9 9.5 7 8 6.0 Volume Percent 04:00 Volume Peak Factor High Int. Volume Peak Factor • 44 199 18 13 2741 46 62 107 7 222 ! 26 163 35 9 234 1 0 04:00 PM 104:00 PM 44 199 18 13 274I 46 62 107 7 222 0.813 0.806 04:00 PM 26 163 36 9 234 0.944 NW 14 ST From West 36 51 8 95 E 825 0.867 04:30 PM 9 50 f-,l� .� e y0� �r: iU }- J ., fl f JET c'J Vl1 12 AVE Out In Total B65t F 891I 1759'' L 150 6351 so! 23I Right Thr: Lett Peds I I North pr1r20a5 4:00:00 PM E12006 4:45:00 PM 1 Unshitted Le?1 Thru Right Peds 120 6051 1421 171 1026I i 6541 [ 1910J Out In Total 0 O (D 6 106 0.870', • • ROADWAY NAME [ AT XIBT€NG'coNc€T1 N (Seasonally A ijusted NW 121h Ave NW 14th St North of NW 14th SI West of NW 1216 Ave n1e; 1 Roadway Name 2 Lecoline of Ceunl 3 Source of Dela: RGA=Richerd Garcia 6 Associates, ale 4 Feglnning of dela count 5 Ending of data calve 6 Peak Seasonal Correciion fleeter obtained from 2904 FIaride Traffic Informellon CD, Mierni-fade North Category 8700 7 Axle Correction Parlor obtained Irore 29114 Pfnrlde Traffic Inleernaiion CD 6 Link Ilireclion 9, 10, 11 Row Dula 12 Average of Count 13 Seasonally Adiusled AADT CeIoof0lia n-AverageSF'ACF 14 Rounded AAD7 as per AA5NTOIF0OT guidelines ID ci es oLL U 0 Table 7-1 Civica Towers (Days Inn) LINK AADT ESTIMATES 01 17 a C 17 rn DIR ADT ADT ADT AM PM COUNT COUNT NCI S8 LINK WD Es LINK 6254 5024 11278 4103 3413 7521 DAILY COUNT FA 9375 8416 17791 5588 5103 10771 15629 13440 29069 9691 8501 18292 AM COUNT PM COUNT 15463 5359 11862 3914 3264 7178 DAILY COUNT 9193 8328 17621 5572 5177 10749 15686 13697 29383 6466 8441 17527 AM COUNT 6515 5405 1192' 3863 3223 PM COUNT DAILY COUNT 9249 3225 17474 5694 5164 7086 10868 15765 13630 29396 9557 9387 17944 AVE ADT 12 AADT Calculation 15693 13589 29282 9579 8476 18054 14696 12638 27233 9908 7663 16791 DT 27,200 16.900 reel R7chesd Garold ene Aasoclales, Eno. 70055 • • Table: T-2 Civica Towers (Days Inn) PM PEAK HOUR VOLUMES Link 1 ROADWAY NAME EXISTING:"CONDITI NW 12th Ave AT ( 'easarialIy Adluste North of NW 14th St E c7 f r. CD n a I -- I r_ 0 co Q n u rn NB PM Peak Hour Tuesday 1177 Wednesday Thursday AVERAGE PM PEAK HOUR VOLUME 1148 1164 1163 1,082 SB 1000 1017 998 1005 935 LINK 2177 2165 2162 2168 2,016 2 NW 14th St West of NW 12th Ave 02 re rn 0 WB EB LINK 730 695 1425 703 680 704 655 698 699 697 649 1401 1379 1402 1,304 Notes: 1 Roadway Name 2 Location of Count 3 Source of Data: RGA=Richard Garcia & Associates, Inc_ 4 Beginning of data count 5 Ending of data count 5 Peak Seasonal Correction Factor obtained horn 2094 Florida Traffic. Information CO, Miami -Dade North Category 5700 7 Axle Correction Factor obtained from 2004 Florida Traffic information CD 8 Link Direction 9, 10, 11 Raw Data 12 Average of Count 13 Seasonally Adjusted PM Peak Hour Calculation=Average*SF*ACf Richard Garcia and Associates, lnc, 2005 Richard Garcia &Associates,hlc. 13117 NW 107 AVE. -UNIT No.4 HIALEAH GARDENS, FLORIDA33018 Page 1 Site Code: 000000000000 Station ID: 12115 NW 12th AVE N/O NW 14th St Latitude : 0' 0.000 Unde fine d Stan 21-Feb-06 Time Tue N8 12:00 AM 12:15 12.30 12-45 42 22 47 25 01:00 17 01.15 22 01:30 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 0 5 15 05:30 05.45. 06:00 :06:15 • 06:30. 06<45 i<: 07:00 07"15 07:30 07:45 08:00 0€8 15 08:3C1 08 45 09:00 09. 15 • •: • 09:30 79.45 10:00 1� 16• 12 13', 5 12 1 169 6' 10 12 14 10 23 9 21 12 43 18 7 27 92 62 1.80ss 78 154 112 200 `111 207 131 205> 17i. 262 176 246: 174 301 223 254 272 256 268 216 275 231 2"54: 228 253 234 2557 : <216 284 215 264. 218 71 36 21 19 14 19 10 4 0 9 8 9 10:30 269 241 1fl 45.. 244: 224 " 11:00 236.........229 11:30 288 201 11 45 285 ;:' 235 . Total 6254 5024 Percent 55.5% 44.5% Tota 1 113 69' 61 41: 38 41' 26 5 15.. 18 18 11 - , - 21 15' 24 32:. 33 62` 61 100 154 208''. 266 1811 338�, 375'' 438 423 32`1. 463�� 528 484 506 482 487 473 499 482'r 510 465 483>: 489 520;' 11278 • Peak 08:00 08:30 Vol. 1095 931 P.H.F. 0.909 0.909 08:30 2000 0.947 Richard Garcia & Associate s,Inc. 13117 NW 107 AVE. -UNIT No.4 HIALEAH GARDENS , FLORIDA33018 Paget Site Code: 000000000000 Station ID: 12115 NW 12th AVE N/O NNW 14th St Iatitude:0'0.000 Undefined Start 21-Feb-06 Time Tue N13 S 12:00 PM 12;15 ............. 12:30 12:45 01:00 :01:15 01:30 01:45 02:00 02:15 02:30 03:00 03:15 03:30 03:45 04:00 04.15- 04:30 04 45 05:00 05:15 05:30 0545 05 :00 06:30 06 45 07:00 07 15 07:30 08:00 ` .8 15. 08:30 08.45 09:00 0 9.15 09:30 >09 45 10:00 1{ :15 1D.30 293 245 225` . 242 304 249 291 191 281 258 301 247 260 239 • 235••256 154 221 294:: 231 298 216 250 288 253 285; 22... 256 245 252: 242 . 315 218 278 214 296 268 243 >236 Total 538 553 482 539 648 499 475.. 525> 514 512 541 50&< 501 494`; 533 5b4 :479';: 283 252 535 259 207 466' 198 241 215 >220 243 182 19E3: 105 185`: 224 202> i ::175 189 170 151 ;:186 . 192 174 172�: 139 158 118 105 85 < �9 439 435. 425 295:' 409 359 337 366 311> 316. 282:' 218 221 190 • 89 207 87 152 172 132' 139 10:45 64' 55 129: 11:00 41 66 107 11...15 50 > 54 104 11:30 91 35 126 Total 9375 8416 17791 Percent 72 100 77 55 78 61 52.7% 47.3% • Peak 12:30 13:00 Vol. 1177 1000 P.U.F. 0.934 0.933 12:30 2122 0.941 Start 22-Feb-06 Time Wed 12:0O AM 12:15. .................:.. . .... . 12:30 12:45 01:00' 011 01:30 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 0.5:45 ......:..........:..:..... 06:00 06:15 ., 06:30 06:45 07:00 0 15 07:30 >07:45 08.00 '085. ;- 08:30 0846 09:00 :09:15 09:30 I B SB 11 15. 15: 1 17 13 ,g 1 8; 14 22. 25> 28 39 " • 46 57.. 108 128 ............ 171 207;_ 200 230i 274 267 269 287' 297 287:: 287 297 ... 293 Richard Garcia &Assaciates,Inc. 13117 NW 107 AVE_-UNIT No.4 HIALEAH GARDENS , FLORIDA 33018 6 9 13 13 12 14 11 8 9 12 1.9 21 24 39. 57" 92 118 " 157 19Ci " 184 .. 212 252 246 247 264 "" 273 246 244 09.45 286 10:00 241 249 10 15 , 235'' ; i:243 10:30 295 205 10:45 230 200 11:00 287 251 11:30 263 244 ;;11:45 263'< 228 Total 6493 5369 Percent 54.7% 45.3% Paae 3 Site Code: 000000000000 Station ID: 12115 NW 12th AVE N/O NW 14th S t Latitude: 0' 0.000 Undefined Total 125 71' 64 52'. 40, 33. 24 2.2 17 24 24 27 30. 25 23 29 19 29 31 37 47 60 70.. 100 147 185'. 263 325 357 420 458 479 521 533 544 531 560 543 537 538'. 490 478'. 500 430''. 538 464>. 507 491 11862 Peak 09:00 08:15 Vol. 1163 1030 P.H.F. 0.979 0.943 08:30 2178 0.972 Richard Garcia &Associates,1nc. 13117 NW 107 AVE. -UNTF No.4 HIAi E AH GARDENS , FLORIDA 33018 Page 4 Site Code:000000000000 Station 1D: 12115 NW 12t11 AVE NIO NW 14th St Iatitude:0`0.000 Undefined Start 22-Feb-06 Time Wed Ni SB 12:00 PM 12:15 12:30 12-45' 01 :00 01: 15 01:30 01,45 02:00 02' 15 0230 02;45 . <: 03:00 03:15-': 03:30 03.45 04:00 5:04.15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 ti6:15 06:30 T36, 45 07:00 17.15 . 07:30 08:00 0 15 08:30 08:45. 09:00 09,30 09:45 10 00 <1 fi1.15 10:30 3i0.45 ' I 1 .0.0....: 11 15" 11:30 72 31 11 45 s; 57 48 Total 9193 8328 Percent 52.59E 47.59E 285 224 287 224 281 242 295 244 243 239 254 251 290 207 261: 218 289 247 226`. 222 279 246 24t7 192 279 237 280: 204 > 260 237 284' 238 253 221 242> 261 292 264 223 287 269 258=205 239 264 222: 237 244 220 181 207 171 154 1.77 160 171 145 159> 150 132 145 119.E 135 115 112 113 r 101 99 98 112' 38 89 84 78 95 73 76 78 is 71 62 58 55 36 60 57 `.. 49 Total 509 511 523 539 482 505 497 477 536 448 525 432i 516 484< 497 522; 474 556 446" 556 463; 503 459 464 395 388 351,:i 325 327' 316 309'' 277 254', 227 214. 197 208; 173 173 149 1 44:'r 133 ;124' 96 103 145 17521 • Peak 12:00 18:15 Vol. 1148 1017 P.H.F. 0.973 0.945 12:00 2082 0.936 Stan 23--Feb--06 Time Thu NB SB .R. hard Garcia &Associates,Inc. 13117 NW 107 AVE. -UNIT No.4 HIALEAH GARDENS, FLORIDA 33018 Page 5 Site Code: 000000000000 S tation II): 12115 NW 12th AVE NIG NW 14th St Latitude €dude : 0' 0.000 Undefined Total • 12.00 AM 12:15 ........ ... 12:30 12:45 01:00 01:15 <:.. 01 :30 01.-.45 02:00 21 9 02:15 7 10 02:30 12 18 02:45. 14 6 03:00 10 10 O3 15 6 12 03:30 15 9 '03.45 :` .12 5 04:00 04.15 04:30 .04:45 05 :00 i35:15• 05:30 054'j 06:00 06:30 06 45 07:00 0715 07:30 08:00 08:30 08.45 09:00 >- 09:15 09:30 09.45 • 10:00 10:30 10 45 262 240. 11:00 245 216 48 61 24 48 28 41 20 24 25 14 8 8 13 22 22. 50 84. 125: ...:.........:. 182 210; 192 242' 292 248 302 290 304 334 282 273: 286 250;. 265 243 282:• <;220 254 225 13 7 19 2fi 43 66 77 :'115 167 193 177 223 269 > 277 278 267 280 284 240 232 11:15 245 223 11:30 286 208 1 '1. 45 266 ?208 . . Total 6516 5405 Percent 54.7% 45.3% Peak Vol. P H.P.. 08:00 08:30 1230 1109 0.921 0.976 109 7.2 69 49 40 34 4 20 30 17 30 20`.'. 20 18 24 17:: 21 20'< 20 31>`, 33 49 69 104. 127 191; 259 325': 359 435 469 471; 571 567 582 601 562 557 525 491 508 502<. 479 461 458I 494 474 11921 08:00 2321 0.965 R±hard Garcia &Assoeiates,3nc. 13117 NW 107 AVE. -UNIT No.4 HIALEAH GARDENS , FLORIDA 33018 Page 6 Site Code: 000000000000 Station ID: 12115 NW 12th AVE NIO NW 14th St Latitude : 00.000 Unde fine d Start 23-Feb-06 Time Thu 1913 S B 12:00 PM 12;15. 12:30 12:45 01 :0€i ...... .... ........ ...... . 01'15 01 :30 01:45 02:00 02:15 02:30 02:45 03 :00 03:15 03 :3 0 0.3:45 04:00 04:15 04:30 04:45 05 :00 05:15. 05:30 -, 45:,; 06:00 06:15 06:30 06.45 07:0....-, 0 07:15 07:30 07:45 08:00 t38: i5 08:30 0645 09:00 09.15" 09:30 09:45 .: .......... 10:00 10:15 10:30 10:45 11:00 11:30 h1.1,45 Total 285 300 324 255 270 279 267 233 271 288: 280 267 273 298. 285 .275 265 2621. .. 291 24' 259 250:: ........:.... 279 230 184 193 180i 159 167: 182 . .. . 144 13953- 120. 1"07 127,... 65: 100 76 69 243 226 242 255 275 217 230 237 227 ;198 230 228 238 22r 232. 253 242 234 . 225.... 223 247 236 220 213 237 <:175 196 164 153 135 <142 155 >122" 118 ;130 102 > 91 108 72 85 74 59 86 63 528 526 566 510 545 ....................................... ....... 496; 497 470 498 466;' 510 511 .................................................... 525' 517 528 507 496;< 516 464 506 486: 499 419 467 359 ; 389 336 323 317 294 275'; 238 237' 229 Lt.O; 208 154 133 107 149. 116 Total Percent 9249 8225 52.9% 47.1% 17474 • Peak Vol. P.H.F. Grand Tota 1 Percent 12:00 12:15 1164 998 0.898 0.907 47080 40767 53.6% 46.4 % 12:15 2147 0.948 87847 ADT Not Calculated Richard Garcia &Associates,Iuc. 13117 NW 107 AVE. -UNIT No.4 1IIAAI.EAH GARDENS, FLORIDA 33018 Page 1 Site Code: 000000000000 Station ID: 6186 NW 14th ST E/O NW 12th Ave Latitude: 0' 0.000 Unde fine d Start 21--Feb-06 Time Tue WB EB Tota 1 12:00 AM 12:15 12:30 12:45 01:00 .......... ................ 01.15 01:30 -.01:45 • 02:00 02: 1 5 02:30 02:45 03:00 '03.15 03:30 i3.4b 04:00 D4 i5 :I 04:30 .04:45 05:00 05:30 ;05 45 06:00 06:30 06.45. 07:00 07:30 07.45 08:00 08:30 >08.45 09:00 09:30 >09:4"5 10:00 18 22 26 26 14 30 18 18 12 15 16 11 9 12 13 15 9 6 6. 6 10 7 8';; 8 10 5 19 17 59 75. 95 135> 140 125 165, 177:<: 174 182 183 215 198 8 <, 17 1 5 2 6 8 .. 3 3 12 11 9 . 13 13 17. 20 43 48 70 103 140 132 <132 172 ............................. 175 155 184 142 191';. 128 192 177 199 10:30 160..: 176 194 11:00 170 187 357 1 1.15 138 1$5 : 323'. 40 52'. 44. 20 27 27 27 21:'. 28. 17 23 7 13 8 16. 15 11 16 193 179 1 45 15� '1:64 Total 4103 3418 Percent 54.6% 45.4% 27 26 30 72 92; 115 188 195'. 268 306 314 355 400 376 326 326 319, 369 365` 336 35.5' 372 321 7521 Peak 08:15 10:15 Vol_ 778 756 •P_H.F. 0.905 0.950 08:30 1457 0.911 Richard Garcia &Associates,Inc. 13117 NW 107 AVE. -1JNTf No.4 HIALEAH GARDENS , FLORIDA 33018 Page 2 Site Code: 000000000000 Station ID: 6186 NW 14th ST Ei0 NW 12th Ave Latitude: 0' 0.000 Undefined Start 21-Feb-06 Time Tue WB EB Total 12.00 PM 12:15 12:30 12:45 165 175 162 181 162 157 162 165 01:00 177 162 01:15 164 156 01:30 199 138 01:45 155 193 02:00 128 178 02:15 > 185; 147... 02:30 180 151 02.45. z> 162 <'> 134 03:00 159 144 03.:.15 ' 173 147 033:30 186 175 03:45 178 171 04:00 193 186 0415 168 163 04:30 166 140 04.45 ? 162!` 146 05:00 134 I27 0515 165 113 05:30 151 138 05:45 115 131 06:00 93 145 06:15 113 121 06:30 118 88 06:45. 120 77 07:00 07.1-5 07:30 07.45 08:00 .......................... 08:30 08.45 09:00 69.15 09:30 09.45. 10:00 14 15.: 10 :3 0 z10:45 • 11:00 120 94 .. 8-0'; 78 ,. 70< . 58 70 7 93 • 71 69 66 76 50 62 3 39 29 33 43:<i 46 39 29 •43> 31• 49 43 53 50 38 45 53 -:11 1 11:30 55 33 11.45•34 ' 40 Tote' 5588 5183 Percent 51 .9 % 48.1 340 343: 319 • 327; 339 320 33.7, 348. 306 332` 331 296'i 303 320 361 349 379 331 306 308 261 289, 238 234 206 =.197 190 149:< 187 >151< 147. 1.36 134 106; 115 97 74 86 94 68 92 88 7.4:; 10771 • Peak 15:15 15:30 Vol. 730 695 P.H.F. 0.917 0.900 15:30 1420 0.937 Start 22-Feb-06 Time Wed E EB Richard Garcia &Associates,Inc. 13117 NW 107 AVE. -UNIT No.4 H IALEAH GARDENS, FLORIDA 33018 Page 3 Site Code: 000000000000 Station ID: 6186 NW 14th ST EIO NW 12th Ave Latitude: 0' 0.000 Undefined Total 12:00 Ail 23 57 12:15 17 36 12:30 14 37 12:45 1.'920. 01:00 14 22 01:15 9 16 01:30 13, '71 01.45 <i 7 7 02:00 10. 11 02:15 9 13 02:30 8 14 02:45 11? 11 03:00 7 9 03:15 4' ' 7 03:30 6 1.3:45 12. 04:0{3, 04:15 7 04:30 16 04:45 13 05:00 11 0-5:15 . 21 05:30 19 05:45 ': 37 06:00 69 06 15 73 06:30 85 0€ 45 : ' 131 07:00 154 07.15 124 07:30 165 07:45 172 08:00 170 08.15 177 08 :3 0 197 08.45. ; 178 09:00 183 9:15 171 €39:30 171 117 0 45 162 151 10:00 168 136 10:15. 154 132. 10:30 144 166 10:45 150 165 11:00 152 151 11:15 155 160 11:30 151 173 1145 144 176 Total 3914 3264 Percent 54.5 % 45.5 % 8 7 9 7. 8 17 11 13 17 49 55 76• 104 135 109 146 156 182 138 80 53; 51 39 36 25:. 34 14:. 21 22; '2. 22 16 11 14 19'. 16 14:. 21.. 23 22 33 27 54 80 86. 102 180 209 200>' 269 307'. 279 323 353 360 321 343 288 31.3: 304 286 310 315 303 315I 324 319 7178 • Peak Vol. P H.P.. 08:15 11:00 735 659 0.933 0.905 08:3D 1377 0.956 Richard Garcia &Ass©ciates,Inc. 13117 NW 107 AVE. -UNIT No.4 HIALEAH: GARDENS , FLORIDA 33018 Page 4 Site Code: 000000000000 Station ID: 6186 NW 14th ST EIO NW 12th Ave Latitude: 0` 0.000 Undefined Start 22-Feb-06 Time Wed EB Total 12:00 PM 12:15' 1":30 12.45 01 :00 01:15 01:30 01:45' 02:00 02:15 02:30 ;-02:45 03:00 03:15 03:30 04:00 .1•0415 04:30 t34.45 .C• 05:00 05:15 05:30 P5:45. 06 :00 06:30 06.45 07:00 07:15 07 30 .:. D7:45 08:00 `06:16 . ?: 08:30 '08.45 09:00 09:15 09:30 09:45 10.0.0'.... 10 :30::.,, 10.45• 11:00 11 15 11:30 Total Percent 149 182 162 160. 173 182 182 165 18 167, 142 161 160 154 159> 160 170 154 144 41 156 • 156 172 148 176 172 175 176 169 184 180 166 179 146 152 129 150 `115... 134 138 172.: 120 134 145 131. 114 115 144 121;;_ 123 129 115 11.9 55 108 65 93 83 98' .96 73 63 fiT:: 64 73 62 69 65. 70 42 45' ,46 57 44 53�' S1 43 34 50 42 40 44 43 =< 28 45 32 23 37 . 61 38 • 39 40 5572 5177 51.8% 48.291 331 322. 355 342.. 335 312 311 28.3': 317 316' 326 3?7 348 351 353 346 325 291 281 265: 272 292'; 279 245 259 244: 244 204 173 176 194> i36. ;121: 135 .134' 112 91 101 104:. 77 92` 84 77 60 99 10749 Peak 15.15 15:00 Vol. 703 698 P.H_F. 0.966 0.948 15:00 1398 0.985 Richard Garcia &Associates,1nc, 13117NW107AVE. -UNIT No.4 HIALEAH GARDENS, FLORIDA 33018 Start 23-Feb-06 Time Thu WB EH Page 5 Site Code: 000000000000 Station ID: 6186 NW 14th ST E/O NW 12th Ave T2titude: 0' 0.000 Undefined Total 12:00 AM 24 53 1 2:15;: 12:30 12 45.'', 01:00 01:15'3 01:30 01:45': 02:00 02:15 02:30 02:45 <..; 03.00 03:15 ::: 03:30 3:45>. 04:00 0415 04:30 04.45 05:00 05:30 05.45 06 00 <:106:15 06 30 07:00 07.15 07:30 164 14.9 08:00 169 %08 15 173 08:30 .., 176 08.45 15 26 30 34 23 23 15 20 8 13 11 17 10 19 9 12 .. 13 8 5 9 9` 12 2< 11 14 12. 7. 5 4 7 . 6 5 36 49 7.8 16 84 20 121 34, 144 41 127 62 11 8 7 13 12 14 9 12 14 105 147. .. 130 *28 156 212 > :159 09:00 175 154 915 1i3; 151 09:30 166 160 09 45 164 160 10:00 154 163 10:30 165 168 1° 45 157 6 # 11:00 133 146 11:30 156 138 11:45 152 1.68 • Total 3863 3223 Percent 54.5 % 45.5% 77 41 64 46 35 21 28 29,' 21 21:< 14 21::; 25 19' 9. 3; 16 16 15 25 20 23 48: 53.,. 104 185 189.I 269 206 299 3Q1: 332 371 329 314 326 324' 317` 310 333 :318: 279 • 295 294 320 7086 Peak Vol. P.H.F. 08:15 09:15 736 634 0.868 0.943 08:30 1346 0.907 Start 23-Feb-06 Time Thu WB EB Richard Garcia &Associates,Inc. 13117 NW 107 AVE. -Lfill No.4 H4AT EAH GARDENS , FLORIDA 33018 Page 6 Site Code: 000000000000 Station ID: 6I86 NW14thST E/GNW12thAve Latitude: 0' 0.000 Unde fine d Total 12:00 PM 12:15 12:30 174 12:45 169 OI.:00 155 01:15 169 01:30 164 01;45 ;; 18.5' 151 02:00 153 1339 t32' 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 06.15 06:30 07:00 07.15 07:30 07;.45..' 08:00 i38.15 08:30 t�8.46 09:00 09:30 ............. 09:45 r0_oo 10:30:.:, 11:00 11.15 155 147 177 172 181 170 176 149 162 178 177 163 153'; 161.._ 176:. 160 1.65: 172 154 171> 171 147`; 103 1t31,: 100 104:... .. 95 90 82 70:: 79 553. 72.. 70: 5.0: 50 46:. 42.?: 55 49•32 41 53 11:30 71 42 1;1. 46 36 : 35 Total 5694 5164 Percent 52.4% 47.6% 153 167 170 145 149 167.., 162 148 :128 140 12E 137 124 146 128 143 89 l01 74 91 78 90 89" 63 68 73 .55 56 46 59 P.53 36 0 31 302 349 355 339 331 315 336'' 292 315' 345 347;; 308 302', 328 338'' 308 293 312 291 317 275 246 193 201 198; 195 173: 180 184`i 145 138 152 118= 128 109 82 92 86 94 72: 113 71 10858 • Peak 14:15 12:15 Vol_ 680 699 P.H.F. 0.919 0.965 Grand Total28734 25429 Percent 53.1 % 46.9 % 12:15 1374 0.968 54163 ADT Not Calculated Civic(' Towers MUSP Traffic Impact Study Appendix E: Committed Developments (1/2-\\ RICHARD GARCIA & ASSOCIATES, INC. Appendix • • • Table: T-4 Civica Towers (Days inn) Committed Developments Link ROADWAY NAME DIR Protect Name Total Committed Traffic Person Trip Volume @ 1.4 PPV Mass Transit in Person -Trip @ 14 9% New Miarni City View Tequesta Knoll UM Clinic Wagner Square Jenny Tower Miami River house 1 2 3 4 5 6 7 8 9 10 11 1 NW 12th Ave NB 0 0 107 0 0 0 107 150 1 26 SB 0 0 56 0 0 0 56 78 14 LINK 0 0 163 0 0 0 163 228 40 2 NW 14th St WB 0 0 708 0 0 0 708 991 174 EB 0 0 272 0 0 0 272 { 381 67 LINK 0 0 980 0 0 0 980 1372 240 Notes: 1 Roadway Name 2 Direction 3-8 From Traffic Studies on File at the City of Miami (see attached) 9 Total committed traffic assigned to analyzed roadways. 10 Person trips assigned to Transportation Corridor. 11 Transit trips assigned to Transportation Corridor. TABLE 17 FINAL EXTERNAL PROJECT TRAFFIC AM PEAK HOUR OF ADJACENT STREET 1N 555 7 562 VPH OUT 139 8 147 VPH TOTAL 694 15 709 VPH PM PEAK HOUR OF ADJACENT STREET !N 213 134 347 VPH OUT 576 86 662 VPH TOTAL 789 219 1,009 VPH As can be seen from Table 17, the estimated number of new vehicle trips entering the project during the AM peak hour is 562 vph. The estimated number of new vehicle trips leaving the project during the AM peak hour is 147 vph. The estimated number of new vehicle trips entering the project during the PM peak hour is 347 vph. The estimated number of new vehicle trips leaving the project during the PM peak hour is 662 vph. JACKSON M. AHLSTEDT, P.E. UM-JMH CLINICAL OFFICE BUILDING November 18, 2002 Page 30 • • NORTH 48 NW 14TH STREET • 4 — 183 NW 12TH ST 91 / NW Six I24t.'5 V Co -- 222_ 0-B It j" 487 272 27/123 PROJECT 219 AM/PM PEAK HOUR PROJECT TRAFFIC IN VPH FIGURE ❑--1 PROJECT TRAFFIC ASSIGNMENT UM-JMH Cliniical Office Building November 18, 2032 Page ©-8 Civiea Towers MUSP Traffic Impact Stud' Appendix F: Transit RICHARD GARCIA & ASSOCIATES, INC. Appendix. Civica Towers MUSP Traffic Impact Study= Appendix G: Corridor Analysis (Person Trip) - \ RICHARD GARCIA & ASSOCIATES, INC. Appendix • • Table: T-6 Civica Towers (Days Inn) PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE ROADWAY MODE ROADWAY FROM TO D1R ROADWAY VEHICULAR CAPACITY PERSON - TRIP CAPACITY @ 1.6 PPV ROADWAY VEHICULAR VOLUME PERSON - TRIP VOLUME @1.4PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP VIC LOS NW 12th Ave SR 836 NW 20 ST NB 1800 2880 1082 1514 1366 0.53 C NW 20 ST SR 836 SB 1800 2880 935 1309 1571 0.45 C NW 14th St NW 7 AVE NW 14 AVE WB 1720 2752 655 917 1835 0.33 C NW 14 AVE NW 7 AVE EB 1720 2752 649 908 1844 0.33 C NW 12th Ave SR 836 NW 20 ST NB 1800 2880 1148 1607 1273 0.56 C NW 20 ST SR 836 SB 1800 2880 992 1389 1491 0.48 C NW 14th St NW 7 AVE NW 14 AVE WB 1720 2752 695 973 1779 0.35 C NW 14 AVE NW 7 AVE EB 1720 2752 688 964 1788 0.35 C TFA'. , . NW 12th Ave SR 836 NW 20 ST NB 1800 2880 1255 1757 1123 0.61 C NW 20 ST SR 836 SB 1800 2880 1048 1467 1413 0.51 C NW 14th St 1 NW 7 AVE NW 14 AVE WB 1720 2752 1403 1964 788 0.71 C NW 14 AVE NW 7 AVE EB 1720 2752 960 1344 1408 0.49 C NW 12th Ave SR 836 NW 20 ST NB 1800 2880 1452 2033 847 0.71 NW 20 ST SR 836 SB 1800 2880 1241 1737 1143 0.60 NW 14th St NW 7 AVE NW 14 AVE WB 1720 2752 1910 2674 78 0.97 NW 14 AVE NW 7 AVE EB 1720 2752 1363 1909 843 0.69 Notes: • • • Table: T-7 Civica Towers (Days Inn) Project Traffic ROADWAY FROM TO DIR Net Vehicle Net Vehicle Net Vehicle Trips - Trips - Trips -IN OUT TOTAL NW 12th Ave SR 836 NW 20 ST NB 66 131 197 NW 20 ST SR 836 SB 69 124 193 NW 14th St NW 7 AVE NW 14 AVE WB 91 416 507 NW 14 AVE NW 7 AVE EB 204 199 403 • • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QILOS PERSON -TRIP LOS A B C D E A B C 0 E CLASS I 1LU 0 220 720 860 890 0.00 0.25 0.81 0.97 1.00 2LD 0 1530 1810 1860 1910 0.00 0.80 0.95 0.97 1.00 3LD 0 2330 2720 2790 2840 0.00 0.82 0,96 0.98 1.00 4LD 0 3030 3460 3540 3590 0.00 0.84 0.96 0.99 1.00 CLASS II 1LU 0 100 590 810 850 0.00 0.12 0.69 0.95 1.00 2LD 0 220 1360 1710 1800 0.00 0.12 0.76 0.95 1.00 3LD 0 340 2110 2570 2710 0.00 0.13 0 78 0.95 1.00 4LD 0 440 2790 3330 3500 0.00 0.13 0.80 0.95 1.00 CLASS III 1LU 0 0 280 660 810 0.00 0.00 0.35 0.81 1.00 2LD 0 0 650 1510 1720 0.00 0.00 0.38 0.88 1.00 3LD 0 0 1020 2330 2580 0.00 0.00 0.40 0.90 1.00 4LD 0 0 1350 3070 3330 0.00 0.00 0.41 0.92 1.00 CLASS 1V 1LU 0 0 270 720 780 0.00 0.00 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0.00 0.00 0.39 0.95 1.00 3LD 0 0 1000 2390 2490 0.00 0.00 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0.00 0.00 0.42 0,96 1.00 NOTES: DERIVED BY DIVIDING THE FDOT's 2002 LOS BY THE LOS sE' FOR EACH TYPE OF ROADWAY. LOS 'E' DETERMINED BY INCREASING LOS D BY 50 VPH CAPACITY WHICH CAN EASILY BE ACHIEVED BY OPTIMIZATION AND OTHER TECHNIQUES. • MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PRIMARY STATE HIGHWAYS AND INTERMODAL HIGHWAYS MPO Project Num. Facility/Project Name Length (miles) Type of Work Project Cost ($000s) Prior Years Cost (° 000c) k' Agency Project Num. From/Location To/Location Detailed Project Description DT4179141 SR 932/W 49 STREET 1.53 RESURFACING Activity (Phase Funding Source Proposed Funding (in $000s} 4179141 FROM WEST 2ND AVENUE TO EAST 10TH AVENUE Milling and resurfacing. ADA ramp upgrade. Replacing deteriorated sidewalk. 2005 - 2006 2006 - 2007 2007 - 2008 2008 - 2009 2009 - 2010 CST ACSS 0 1,533 0 0 0 0T4192384 SR 932/W 49TH STREET 2.565 PEDESTRIAN SAFETY IMPROVEMENT Activity /Phase Funding Source Arnpased Funding (in $000s} 4187.384 FROM W 24TH AVENUE TO W 4TH AVENUE 2005 - 2006 2006 - 2007 2007 - 2008 2008 - 2009 2009 - 2010 CST ACSS 0 1,116 0 0 0 DT2496401 SR 933/NW 12 AVENUE 0.705 REPLACE- MOVABLE SPAN BRIDGE /Phase Funding Source Proposed Funding (in $000s) 2496401 OVER MIAMI RIVER BR.# 870662Ac6vily 1. Replace existing bascule bridge and approaches. 2. Raise the profile to 30 feet in the center of the bridge. 3. Widen bridge from 4 lanes o 6 lanes. 4. Provide 8 foot shoulders, 5. Provide 6 fool sidewalk. 2005 2006 2006 - 2007 2007 - 2008 2008 - 2009 2009 - 2010 INC BRAC 0 0 0 3,600 0 CST BRAC 249 0 0 0 0 CST BRAC 4,297 0 0 0 0 DT4182364 SR 933/SW 12TH AVE 1.499 PEDESTRIAN SAFETY IMPROVEMENT Activity /Phase Funding Source Proposed Funding (in $000s) 4182364 FROM SW 8TH STREET TO NW 14TH STREET 2005 - 2006 2006 - 2007 2007 2008 2008 - 2009 2009 - 2010 CST MG I 332 0 0 0 0 CST XA 351 0 0 0 0 Section Al - Page 83 of 150 Civica Towers MUSP Traffic Impact Study Appendix H: Intersection & Driveway Analysis RICHARD GARCIA & ASSOCIATES, INC. Appendix • • Table: T-8 Civica Towers (Days Inn) Intersection Existing (2006) Delay LOS Proposed (2009) Delay LOS Optimized -Proposed (2009) Delay LOS NW 14th St & NW 7th Ave NW 14th St & NW 10th Ave NW 14th St & NW 11th Ave NW 14th St & NW 12th Ave 29.1 c 138.8 F 30.8 22.9 78.2 44.3 5.6 A 34.8 64.2 118.7 72.6 HCM Signalized Intersection Capacity Analysis 1: NW 14 ST & NW 7 AVE Civica Towers (Days Inn) MUSP Existing PM Peak (2006) • • Lane Configurations 4; ideal Flow (vphpl) 1900 1900 1900 Total Lost time (s) 4.0 Lane U.til.Factor . 1:Q0. Frt 0.99 Fit Protected 098 Satd. Flow (prat) 1800 Fit Permitted 0.61 Satd. Flow (perm) 1116 Volume (vph) 177 169 ... 30 Peak -hour factor, PHF 0.96 0.96 0.96 Adj. Flow (vph) 184 176 31 Lane Group Flow (vph) 0 391 0 Turn Type Perrn Protected Phases Permitted Phases ' Actuated Green, G (s) Effective: Green Ig (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vis Ratio Prot vis Ratio Perm vlc Ratio Uniform :Delay, ; 1. Progression Factor Incremental Delay d2 Delay (s) Level of'`Service Approach Delay (s) Approach LOS � 13 1900 1900 4.0 4.0 1.00 1.00 1.00 0.92 0.95 1.00 1770 1715 0.50: ':1.00 937 1715 16 07 0.96 0.96 17 111 17 235 4\ t 1900 1900 40 100. 1.00 0:95 1770 0.42 774 1` 5 119 0.96 0.96 124 16 0 16 144 1900 :..1900 1900 1900 1.900 4.0 4.0 4.0 0.95 1`00 0.95. 0.99 1.00 0.98 1.00 0.95 1.00 3505 1770 3481 1.00 : 0.30 .1.00 3505 565 3481 714 49. 69`• 478 59 0.96 0.96 0.96 0.96 0.96 744 51 72 498 ;61 795 0 72 559 0 Perm 8 29.0 29.0 29.0 53.0 53.0 290 29.0 29.0 53.0 53,0 0.32 0.32 0.32 0.59 0.59 4`0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 3.0 360 302. 553 456 2064 0.14 c0.23 c0•35 002 0 02 0.06 0.42 0.04 0.3 211 240 78 1.00 1.00 1.00 1 t15 0.1 21.1 24.5 6 53.0 53.0 53.0'. .:53.0'; 0.59 0.59 4.0 ` 4.0'. 3.0 3.0 333 .2050 ` ..:. 0.16 0.13 0.22 0.27 87 1.00 1.00 50.3� 10.2 9.4.., A 95 HCM Average ControLDelay HCM Volume to Capacity ratio Actuated ` Cycle Length ::(s) Intersection Capacity Utilization c Critical Lane Group', 9:1 0.63 90 0 74.3% HCful Level of Service:.'; Sum of lost time (s) ICU Level of Service floridlvl7-aa51 • • Timings 1:NW14ST&NW7AVE ■-- k" Civica Towers (Days inn) MUSP Existing PM Peak (2006) Lane Configurations Total Lost Time (s) `. Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Satd. Flow (RTOR) Volume (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s) Minirnum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green, (s) Actuated g/C Ratio vc Ratio" Uniform Delay, d1 Delay LOS Approach Delay Approach LOS 4'.0 4.0 0 1800 0605 115. 5' 69 0 391.': Perm 177 4 4 4.0 4,0 20.5 20.5 33.0 33.0 37% 37% 4.0 4.0 0.0 . 0.0 None None 29.0 0.32 1.08 30.1 88.7 F 88.7 F =4.0 4.0 0 1770 0.503 937 1716 66 30 16 107 119 0 17 235 0 Perm 8 4,0 4.0 4.0 4.0 1716 0 1770 3504 .416. 775 3504 14 714 795 5 16 Perm 8 8 2 2 4.0 4.0 4.0 4.0 20.5 20.5 20.5 20,5 0.0 33.0 33.0 0.0 57.0 57.0 0% 37% 37%. 0% 63% 63% 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0,0 None None 29.0 `29 0 0.32 0.32 0.06 0.39 21.1 16.5 21.5 17.1 G B 17.4 B Coord Coord 53.0 . 53.0 0.59 0.59 0.04 0.38 7.8 9.6 8.0 9.8 A A 97 A 4.0 4.01 0 1770 0.303 564 4.0 3483 4.0 0 49 69 478 59 0 ' 72 559 Perm 0 6 6. 4.0': 4.0 20.5 20.5 20.5 0.0 57.0 57.0 0.0 0% 63% ` . 63% 0% 4.0 4.0 0.0 0.0 Coord Coord 53.0, 53.0 0.59 0.59 .. 0.22 0:27 8.7 8.6 9.3 8,7 A A 8.8 A Cycle Length: 90 Actuated CycleLength: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 108 Intersection Signal Delay: 25.2 Intersection Capacity Utilization 74 3% Splits and Phases: 1: NW 14 ST & NW 7 AVE Intersection LOS: C ICU Level of Service C tm2 --► 04 06 08 floridIv17-aa51 HCM Signalized Intersection Capacity Analysis 2: NW 14 ST & NW 10 AVE Civica Towers (Days inn) MUSP Existing PM Peak (2006) Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane tail:' Factor Frt Flt Protected Satd. Flow (prot) Flt'Perrnitted Satd. Flow (perm Volume (vph) 1900 4.0 1.00 1.00 095 1770 0:45 833 232 Peak -hour factor, PHF 0.85 Adj. Flow (vph) 273.. Lane Group Flow (vph) 273 Turn Type pm+pt Protected Phases 7 Permitted Phases 4 Actuated Green, G (s) 32.6 25.8 Effective "Green, g (s) ` 33.1 26.8 Actuated g1C Ratio 0.44 0.36 Clearance Time (s) 30 5.0 Vehicle Extension (s) 1. 1900 4.0 0,95 0.96 1.00 3392 1.00 3392 •' 278 0.85 327 452 3.0 3.0 Lane Grp Cap (von) 445 1209 vls Ratio Prot c0.05 0.13 vls. Ratio Perm vlc Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS ttersei HCM Average Control',:Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lane Group c0:22 0.61 0.37 14.9 18 0 1.00 1.00 2_5 . 0.9 17,4 18.9 BB 18.3 1900 1900 4.0 100 1.00 0,95 1770 0.49 915 106 55 0.85 0.85 125 65 0 65 pm+pt 3 8 26.1 22.3 26.1 ' ... 23.3 0.35 0.31 3.0 5.0 3.0 3.0 349 1015 0.01 0.10 0.06 0.19 '_..0.33:, 16.6 .":19.9 1.00 1.00 0.3 • 0.9.." 16.9 20.8 22.9 0.58 75.2 51.6% :1.900 4.0 9 95 0.93 1.00 3275 1:00 3275 4142 0.85 332 t 1900 1900. :1900. 4,0 4.0 1,00:..1.00 1.00 0.95 0.95 ' 1.00 1770 1777 0.31 1.00 584 1771 140 18 99. 0.85 0.85 0,85 165 21 116 0... 21 167 pm+pt:. 5 2. 2 .` 21.4 19.2 21.4. `` 20.2 0.28 0.27 3.0 5.0 3.0 3.0 185 477 c0.00 0.09 0.03 0.11 0.35 20.0 22.2 1.00 1.00 0.3 "' 0.4 20.3 22.6 C C 22.4 HCM Level of Service Sum of lost time (s) ICU Level of Service 4 ,' 1900 1900 ` : 1900 1900 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00 0.85 0..95 1.00 .. >1.00 1770 1863 1583 0.00 1.00 1.00 0 1863 1583 43 14 .: 267 ` 252 0.85 0.85 0.85 0.85 51 16 314 296 0 16 314 296 pm+pt Perm 1 6 6 6 19.0 18.0 18.0 75.2` 19.0 19.0 1.00 0.25 0.25 3.0 5.0 5.0 3.0 3.0 3.0 1770 471400 c0.01 0.17 16.0:`. A 0.01 0.67 25.3 1.00 3.6 0.0 28.8 A C 30.0 .00 0.74 258 1.00 70 32.9 C fioridiv17-aa51 • Timings 2: NW 14 ST & NW 10 AVE Civica Towers (Days Inn) MUSP Existing PM Peak (2006) 4\ --"IiMMARENIES " ivr* Lane Configurations 4.0 4.0 4.0 4.0 ' 4.0 4.0 4.0 4,0 4.0 4.0 4 0 Satd. Flow (prot) 1770 3394 0 1770 3274 0 1770 1777 0 1770 1863 1583 Fit Permitted 0.417 0.282 0.363 0.579 Satd. Flow (perm) 777 3394 0 525 3274 0 676 1777 0 1079 1863 1583 Satd. Flow (RTOR) 47 165 21 296 Volume (vph) 232 278 106 55 142 140 18 99 43 14 267 252 Lane Group Flow (vph) 273 452 0 65 332 0 21 167 0 16. 314 296 Turn Type pm+pt pm+pt prn+pt pm+pt Perm Protected Phases , 7 4 , 3 ' 8 ' 5 , 2 1 6 Permitted Phases 4 8 2 6 6 Detector Phases 7 , 4 3 8 5 2 1 ' 6 6 Minimum Initial (s) 4.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8,0 21.0 ' 8.0 21.0 8.0 21.0 8.0 21.0 21.0 Total Split (s) 10.0 25.0 0.0 10.0 25.0 0.0 18.0 36.0 0.0 18.0 36.0 36.0 Total Split (%) 9% 24% 0°/0 9% 24% 0% 17% 34% 0% 17% 34% 34% Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) ' .0.0 1,0 , .0.0 1.0 0.0 .1.0 , 0.2 1 0 , 1,0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead-Lag'Optimize?' , Yes - Yes Yes Yes Yes . Yes ' ,Yes , Yes ' Yes Recall Mode None Max None Max None None None None Norte Act Effst'Green,(s) . ', 50.2 ' 26.9 ,, , 271. ' 21.9 . ' '27.3 20.3 , ' ' '26.2 , 18.518.5 Actuated g/C Ratio 0.42 0.37 0.36 0.30 0.33 0.28 0.31 0.26 0.26 v/c',FRatio ' . , , 0.66 0.35 , 0.23 ' '0.30 , " ' 0.07 '0.32 ' ' 0.04 , '0.65 0.47 Uniform Delay, d1 13.8 15.9 12.3 9.5 17.6 19.1 0.0 25.2 0.0 Delay , ' , ' 343 ,19.7 17.3 12.2 16.8 18.0 16.6, ' 24.7 33 LOS C B B B B B B C A Total Lost Time (s) 4.0 Approach Delay 25 2 Approach LOS BB B 144 aiatSiat7WMIEESRBMBEBRSERSINSIOEWMSIWSNRIRMUIFEEFm'nntn Cycle Length: 106 ActuatettCyofe,Length,j,:719.:'. Natural Cycle: 80 Contra Type Semi Act-Uncoord Maximum \tic Ratio: 0.66 intersectioll"SignaiDelaY;.:16.5,: Intersection Capacity Utilization 51.6°/0 Splits and Phases: 2: NW 14 ST & NW 10 AVE lritersection LOS" B ICU Level of Service A 01 1 02 c m3 04 -"IP. . , \ 05 6 ...fr m me -41 t' Mii floridIv17-aa51 HCM Unsignal►zed Intersection Capacity Analysis 3: NW 14 ST & NW 11 AVE Civica Towers (Days Inn) MUSP Existing PM Peak (2006) • • Lane Configu Sign Control Frye Free S#op Grade 0% 0% 0% Volume (vehih) 35 962 34 42 143 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly: f.ow rate .(vehih) 39 540 1081 38 47 `' 161 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh vC, conflicting volume. 11,19'. vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 p0 queue free ;% 94 cM capacity (vehih) 620 None 1449 6.8 560 6.9 3.5 3.3 59 66 114 472 is Volume Total Volume Left Volume Right cS H Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Average Delay Intersection Capacity Utilization 39 270 270 ,3s o 0 0 0 0 38 6a20 1.700 1780 ,1700 1700 0.06 0.16 0.16 0.42 0.23 11.2 0.8 0.0 0.0 5.6 50.3% 721 0.0 0.0 399 0.0 208 47 161 276 0.75 139 ... 49.2 49.2 E ICU Level of Service floridlv17-aa51 HCM Signalized Intersection Capacity Analysis 4: NW 14 ST & NW 12 AVE Civica Towers (Days Inn) MUSP Existing PM Peak (2006) • • 4- 4\ t pAlif Lane Configurations Ideal Flow (vphpl).' Total Lost time (s) Lane'J.til. Factor Frt FIt Protected.: Satd. Flow (pro FIt Permitted Satd. Flow (perm) 1900 4.0 1.00 1 00 0.95 1770 0:25 468 Volume (vph) 158 Peak -hour factor, PHF 0.87 Adj. Flow (vph) 182 Lane Group Flow (vph) 182 Turn Type pm+pt Protected Phases 7 Permitted Phases 4 Actuated Green, G (s) 27.0 Effective Green g (s) 28,0 Actuated gIC Ratio 0.23 Clearance Time (s) 30 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 217. vls Ratio Prot 0.07 v1:s Ratio Perm 0.13 vfc Ratio 0.84 Uniform =:Delay, dl 40.3 Progression Factor 1.00 Incremental Delay; d2 23.7 Delay (s) 64.0 Level of Service " Approach Delay (s) Approach LOS 1900 1900 1900 4.0 4.0 4.0 1,00 1.00 :1,_00 1.00 0.85 1.00 1.00 1.00 0.95 1863 1583 1770 1.00 . .1 00 .'0.39' 1863 1583 726 154 " 35 356 0.87 0.87 0.87 177 40 409 177 40 409 16.1 18.1 0.15 60 3.0 281 0.10 Perm m+pt .. 3 4 8`< 6.1 27.2 16.2 18.1 28,2 :8 2 0.15 0.23 0.15 60 30 60, 3.0 3.0 3.0 239 258 .512 c0.13 0.12 0.03 c024 0.63 0.17 1.59 0.78 47.8 44.4 44.4 . .49.0 1,00 1.00 1.00 1.00 4.4 03 281.1 . 73 52.2 44.7 325.5 56.3 D F E 56.8 192.7 E. 1900. 4.0 0.95 0.95 1.00 3378 1.00 3378 241 0.87 277 398 900 1900 4.0 1.00 1.00 0.95. 1770 0.26 483 105 120 0.87 0.87 121 138 0 138 pro+pt . ?. 5 1900 4.0 0.95 1.00 1.00 3539 1.00. 3539 605: 0.87 695 695 1900. 1900 4.0 4.0 1.00 1.00 0.85 1.00 1:..00 .0.9.5. 1583 1770 1.00 .0..35 1583 647 142 83` 0.87 0.87 163 • 95 163 95 Permpm+pt 1 2 2 6 77.0 68.0 68.0.: 73.8 65.9 78,0 69.0 69.0 73.8:.' 66.9'; 0.65 0.58 0.58 0.61 0.56 4.0 5.0 5,0 3.0 5.0 3.0 3.0 3.0 3.0 3.0 410 2035 910 462 ;: 2754 c0.03 c0.20 0.01 0.18 0.19 0.10 0.11 0.34 0.34 0.18 0.21 0.33 8.5 135 ":' 12.1 9.6 14,4 1.00 1.00 1.00 1.00 1.00 0.5 0,5 0 4 :` .0.2 ? 0,3 9.0 13.9 12.5 9.8 14.7 B 6 A B` 14.2 IL13 1900 1900 4.0 0.91 0.97 1.00 4940 1.00. 4940 635 0.87 730 902 13.0 .150 0.87 172 HCM Average ControLDelay HCM Volume to Capacity ratio Actuated Cycle Lengths) Intersection Capacity Utilization c Critical Lane Group, 64.2 0.66 1200 70.9% HCM Level of Sentice.: Sum of lost time (s) ICU Level of Service 12.0 floridIv17-aa51 • • Timings 4: NW 14 ST & NVV 12 AVE Civica Towers (Days Inn) MUSP Existing PM Peak (2006) ,!"7.0.4040ISMERMEMN Lane Configurations Total LestTime:(s) 40 40 Satd. Flow (prot) 1770 1863 Fit Permitted : • 4.440 Satd. Flow (perm) 820 1863 -Satd..: Flo* (RTOR) . . Volume (vph) 158 154 Lane Group Flew•(vph) . 182 177 Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode ++ 40 40 4:Q 410. 40 4.0 1583 1770 3376 0 1770 3539 • Q.:576: 0.1.54. 1583 1073 3376 0 287 3539 • .40• .• • 35 356 241 105 120 605 40 . ::•409 398 . 0 • 138 . 695 pm+pt Perm pm+pt 7 4 3 8 4 4 8 7 4 4 3 8 4.0 4.0 4.0 4.0 4.0 8.5 22.0 22.0 8.0 22.0 14.0 46.0 46.0 14.0 46.0 12% 38°/0 38°/Q 12% 38% 3.0 4.0 4.0 3.0 4.0 00 2.0 20 00 2.0 Lead Lag Lag Lead Lag Yes Yes Yes Yes Yes None None None None None Actuated g/C Ratio 0.19 0.15 0.15 0.19 0.15 v/c Ratio:0:96 0 64 0 15 1.;73 Uniform Delay, d1 45.0 48.0 0.0 46.2 40.3 Delay . 145.3 1.24 •• 55.0. 6:2- • :E. . : . . . LOS DDBDD A B A A A Approach LOS D 0 A A - -T,Aq3-RZMSTEAgMVAA'afggzaVgiknnSZMW:P'AW*?AVVAZ--RaaVS*;MMPZNKViAAC*-*t5rMtrAZVAM:aaNiM -','Z--4,7*'RMtzz*,-1:',Elt.,2P-r\'-'asmOw.',','MkAMEVK4WM-trCAVOA-x.,-„S',Irkgg',"'A,AFI,.,e,,A4Vtvgrg-',AMi'iP,tf,-MVZla,skRP4:004:.wer,VP-.V,!mw:,:-,: Cycle Length: 120 Actuated Cycle Length 120 Offset: 8 (7%), Referenced to phase 2:NBT Natural Cycle 60• . Control Type: Actuated -Coordinated Mxjrriurtat.vic:Raii0:„ Intersection Signal Delay: 22.9 IntersectiokcapaCitj'(UtikZation..70.9%::,........ 3.1E OILIDPVC: 111 44ti+ 4.0 1583 1770 4938 0 1583 305 4938 163 . . .••. 45 142 83 635 150 1.63 95. :902 0 pm+pt Perm pm+pt 5 2 1 6 2 2 6 5 2 2 1 6 4.0 4.0 4.0 4.0 4.0 8.5 21.0 21.0 8.0 21.0 0.0 24.0 36.0 36.0 24.0 36.0 0.0 0% 20% 30% 30% 20% 30% 0% 4.0 4.0 4,0 3.0 4.0 0 0 1 0 1 0 0.0 1.0 . Lead Lag Lag Lead Lag Yes Yes Yes Yes Yes None Coord Coord None Coord 82.2 76.7 76.7 80.2 75.7 0.69 0.64 0.64 0.67 0.63 0.52 0.31 0.15 0.37 0.29 and 6:SBTL, Start of Green Splits and Phases: 4: NW 14 ST & NW 12 AVE 5.5 9.7 0.0 5.5 9.4 Intersection LOS: C ICU Level of Service C 03 -70' z4 Wil,„ - c67 ,g . ,_ - "•,-4,,-\-k.',4L - :*:'..-..,:::: , . RN \ kT5 "Ir.' K.' es8 floridiv17-aa51 • • • ays Inn) MUSP Civica Towers Proposed PM Peak Hr TMC (2009) E---BSL 917 ?AV L MN 3AV OL MN L E9Z---3 L9Z— HCM Signalized Intersection Capacity Analysis 1: NW 14 ST & NW 7 AVE Civica Towers (Days Inn) MUSP Proposed PM Peak (2009) • .„,..:00,600ritaalt,.10S1 Lane Configurations Ideal. plow :(vph01). Total Lost time (s) Lane UtiL..FaCter: Frt Fit Protected Satd. Flow (prot) Fit. Permitted E • • Satd. Flow (perm) tgR :gas +I+ 1900 :::1900 1900 • ::1900 1900 1.900...1900' :1900. :.1900...:•1900::.:1900. :1.900 4.0 4.0 4.0 4.0 4.0 •100 100 • ..0.96: . 0.99 1.00 0.99 :.0.96 1,00: 1804 1770 3505 0.51 928 4.0 4.0 1.00 1.00 1 00 0.94 0.95 1.00 1770 1750 0.38 1.00 709 1750 0.38 1.00 710 3505 1 00 0,95 1.00 0 98 0.95 1.00 1770 3457 0.28 1.00 528 3457 Volume (vph) 218 318 62 Peak -hour, factor, PHF 0.96 0.96 0.96 Adj. Flow (vph) 227 331 65 Lane Group Flow (vph) 0 623 0 Turn Type Perm Protected Phases Permitted Phases 4 8 Actuated Green, G (s) 29.0 29.0 29.0 Effective Green, g (s) 29.0 29.0 29,0 Actuated g/C Ratio 0.32 0.32 0.32 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 299 228 564 v/s Ratio Prot 0.19 v/s Ratio Perm c0.67 0,03 2.08 0.08 0.57 vic Ratio Uniform Deay, di Progression Factor Delay (s) Level of ServFce ••••• Approach Delay (s) Approach LOS--- • ••••'• F C 30.5 21.2 25.4 1.00 1.00 1.00 4989 0.1 1.4 529.4 21.4 26.8 529.4 26 5 17 185 126 46 0.96 0.96 0.96 0.96 18 193 131 48 18 324 0 48 Perm Perm 758 52 73 507 93 0.96 0.96 0.96 0.96 0.96 790 54 76 528 97 844 0 76 625 0 Perm 2 6 53.0 53.0 53.0 53.0 53,0 53.0 53.0 53.0 0,59 0.59 0.59 0.59 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 418 2064 311 2036 c0.24 0.18 0.07 014 0.11 0.41 0.24 0.31 8.2 100 8.9 9.3 1.00 1.00 1.00 1.00 0,6 06 1.9 04 8.7 10.6 10.7 9.7 10.5 9 8 A . , HCM Average Peley. : Level:of,Serviee.: .• HCM Volume to Capacity ratio 1.00 ACtUated.•CYCleLength:(S)....:•':•.E: : ::Sum of lost trme (s) • Intersection Capacity Utilization 93.2% ICU Level of Service c Cnticaf Lane Group E3.0 E floridIv17-aa51 • HCM Signalized Intersection Capacity Analysis 2: NW 14 ST & NW 10 AVE Civica Towers (Days inn) MUSP Proposed PM Peak (2009) Lane Configurations Ideal Flow (vp(pl) Total Lost time (s) Lane Util, Factor Frt Fit Protected Satd. Flow (prat) Fit Permitted Satd. Flow (perm Volume (vph) Peak -hour factor, PHF Adj. Flow (vph)', Lane Group Flow (vph) 289 Turn Type pmi-pt Protected Phases 7 Permitted Phases 4 32.6 25.8 Effective Green, g (s) 33.1 26.8 Actuated g/C Ratio 0.44 0.35 Clearance Time (s) 3.0 5.0 Vehicle Extension (s) 3.0 3.0 Actuated Green, G (s) --► - '� . - 4\ 1900 1900 4.0 4.0 100 0.95 1,00 0.97 0.95 1.00 1770 3441 0.15 1.00 278 3441 246 494 0.85 0.85 289 581 713 1900 1900 1900 4.0 4.0 100 0.95 1.00 0.98 0.95 1.00 1770 3467 0.29 1.00 543 3467 112 58 950 0.85 0.85 0.85 132 68 1118. 0 68.: 1293. P+pt`. 3 26.1 22.3 26.1 " .23.3 0.34 0.31 3.0 .. 5.0 3.0 .,, . 3.0 4.0 1.00 1.00 0.95. 1770 029 542 1900 4.0 1.0.0 0.95 1.00 1778 1.00 1778 149 19 105 0.85 0.85 0.85 175 22 124 0 22., . 178 pm"pt 5 2 22.3 20.0 22.3 21.0 0,29 0.28 3.0 5.0.::. 3.0 3.0. /►� fir.. ,� .� 900 1900 1`900 1900 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00 0.85 0.95 1.00 1.00 1770 1863 1583 0.00 1.00 1.00 0 1863 1583 46 15' 283 267 0.85 0.85 0.85 0.85 54 18 333 314 18 333 314 pm+pt: Perm 1 6' 6 19.7 18.7 18.7 76.0 19.7 19:7 1.00 0.26 0.26 3.0 5.0 5.0 3.0 3.0 3.0 Lane Grp Cap (vptt) vls Ratio Prot v/s :Ratio Perm vlc Ratio Uniform D.e1ay'd1. Progression Factor Incremental Delay, d2 Delay (s) Level:"of Service Approach Delay (s) Approach LOS` t,t HCM Average HCM Volume to Capacity ratio Actuated Cycle•Length (s) Intersection Capacity Utilization c Critical Lane Group 245 . 1213 c0.10 0.21 c0.42 1.18 0.59 20.1 20.1 1.00 1.00 114.8 2.1 134.9 22.2 :F C 54.7 232. 1063 0.01 0.37 0.09 0.29 1.22 17.3 . 26.4 1.00 1.00 0.7 106.1 18.0 132.5 B F 126.7 180 491 c0.00 0.0 0.03 0.12 0.36 .. , 19.9 22.1. 1.00 1.00 0.3 0.5 20.2 22.6 C 22.3 HCM Level of Service Sum of lost time (s) ICU Level of Service 16.0 1770 483 410 c0.01 0.18 0.01 0.0 1.00 0.0 0.0 0.20 0.69 0.77 25.4 26.0 1.00 1.00 4.1 83. 29.5 34.3 C" C 31.0 floridlv17-aa51 HCM Unsignallzed Intersection Capacity Analysis 3: NW 14 ST & NW 11 AVE Civica Towers (Days Inn) IVIUSP Proposed PM Peak (2009)-Optimized • • Lane Configurations Sign Control Grade Volume (veh/1-1). Peak Hour Factor Hourly flow. rate (vehfh) Pedestrians Lane Width (ft) Walking Speed (ftfs) Percent'•Blockage Right turn flare (veh) Median type Median storage veh) vC, conflicting volume 2451 vC1, stage 1 conf vol vC2: stage.2 canf vol tC, single (s) tC, 2 stage (s) tF (s) 0 queue free'% . cM capacity (veh/h) WtOtiiital 4.1 2.2 78 188 Free Free Stop 0% 0% 0% 37 714 2145 36 45. 152 0.89 0.89 0.89 0.89 0.89 0.89 42 802 . 2410 40 51 171 Raised 2 2915 .' 1225 2430 484 6.8 5.8 3.5 0 C 50 171 6.9 3.3 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length (It) . Control Delay (s) Lane LOS Approach Delay (s) ........ ..... Approach LQS, 42 401 401 1607 844 221 42 0 0 0 0 0 40 171 188 1700 1700.1700 1700 110 0.22 0.24 0.24 0.95 0.500 2.00 2© 0 0 0 460 29.5 0.0 0.0 0.0 0.0 547.4 o F 1.5 0.0 547.4 Average Delay Intersection Capacity Utilization 34.8 87.9% CU Level of Service floridIv17-aa51 • • Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF 0.87 Adj. Flow (vph) 193 Lane Group Flow (vph) 193 Turn Type prri+pt Protected Phases 7 Permitted Phases 4 Actuated Green, G (s) 50.2 Effective Green, g (s) 51.2 Actuated gIC Ratio 0.43 Clearance Time (s) 3.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 210 vis Ratio Prot 0.08 vls Ratio Perm 0.32 v/c Ratio 0.92 Uniform Delay, d1 29.9 Progression Factor 1.00 Incremental. Delay, d2 39.8 Delay (s) 69.7 Level of Service E Approach Delay (s) Approach LOS HCM Signalized intersection Capacity Analysis 4: NW 14 ST & NW 12 AVE Civica Towers (Days Inn) MUSP Proposed PM Peak (2009) mootoblananattrut, Lane Configurations Total Lost time (s) 14* 1900 1900 1900...1900: 1900 .•1900 4,0 4.0 4.0 4.0 4.0 Lapp: E 0.95:: ... Frt 1.00 1.00 0.85 1.00 0.95 ..0„95. .• • 1770 1863 1583 1770 3351 010 181 1863 1583 547 3351 168- : 0.87 0.87 0.87 397 43 718 397 43 718 Perm pm-Fot 3 4 8 39.2 39.2 50.2 39.2 41.2 41.2 51.2 41.2 0.34 0.34 0.43 0.34 6,0 6.0 30 60 3.0 3.0 3,0 3.0 640 543 335 1151 0.21 c0.18 0.34 t ett itt# 1900 1900 .1.900 :..1900 1900 1900 .:1900 4.0 4.0 4.0 4.0 4.0 1.00 0.95 1.00 1.00 1.00 0.85 0.95 1.00 1.00 1770 3539 1583 0.20 1 00 1,00 370 3539 1583 633 349 127 642 345 1.00 0.91 1 00 0.97 0.95 1.00 1770 4940 0.17 1.00 323 4940 213 674 159 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 728 401 146 738 397 245 775 183 1129 •0 146 738 397 245 958 0 m+ t Perm prn+pt 1 2 6 48 4 36.9 36.9 55.8 40.3 49.4 37.9 37.9 56.214i1..3 0.41 0.32 0.32 0.47 0.34 4.0 5.0 5,0 3.0 5.0 3.0 3.0 3.0 3.0 3.0 286 1118 500 331 1700 0.05 0.21 c0.09 0.19 5 2 2 0.03 c0.74 0.16 0.25 0.25 0.62 0.08 2.14 0.98 0.51 0.66 0.79 0.74 0.56 32.9 26.6 33.2 39.0 23.4 35.5 37,5 22.8 32,0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.9 0.1 524.4 21.9 1.5 3.1 12.3 8.6 1.4 34.7 26.7 557.6 60.9 25.0 38.5 49.7 31.4 33.4 C C F E CD DCC 44.8 254.0 40.5 33.0 rigOLIO ,,,-,„,„ : :0 611211111114131nrata- EtrarittelantaINIESIMMESTAIMINOMM HONI,NiefOg0:0Ontroli.Delay..:. .. ..... :.::..:118:.7:..::' :I' i:HHCK/FLeVeiOfSer,iiCe•'...:'..':1.E,.::....::....:F... ::; ::.::::::E:':::.. •••• :.. HCM Volume to Capacity ratio 1.51 AO.Oploctpytle.:Longth (S), ::..:.....- ::120:Q.• : . .Surri:Of.lioSt time :(S):',::.: ..:. : Intersection Capacity Utilization 108.0% ICU Level of Service c.:.•...Critical'.Lano.prpup:',.,.:::::::.::•::. ::'..::,:,:.: .:•:':'' :..:'..: 20.0 F floridIv17-aa51 • HCM Signalized Intersection Capacity Analysis 1: NW 14 ST & NW 7 AVE Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Volume (vph) 1900.1900, 4.0 1.00 0.99 0.98 1804 0.66 1204. 218 318 62 Peak -hour factor, PHF 0.96 0.96 0.96 Adj. Flow (vph) 227 331 65 Lane Group Flow (vph) 0 623 0 Turn Type Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Gap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach OS ff- HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lane Group 46.0 46.0 0.51 4.0 3.0 615 c052 1.01 22.0 1.00 39.6 61.6 E 61.6 E. Civica Towers (Days Inn) MUSP Proposed PM Peak (2009)-Optimized 900 : 1900 `:'1900 1900 4.0 4.0 4.0 1.00 , 1.00 ': 1.00 1.00 0.94 1.00 0.95 : 1,00 0.95 1770 1750 1770 0.41 1,00 0.32 768 1750 599 17 185 :::126 46 0.96 0,96 0.96 0.96 18 €93 ''.;131 48 18 324 0 48 Perm Perm 8 46.0 46.0 46.0 46.0 0.51 0.51 4.0 4.0 3.0 3.0 393. 894 0.19, .. 0.02 0.05 0.36 11.0 13.2 1.00 1.00 0.0 0.3 11.1 13.5 B. B 13.3 2 36.0 36.0 36.0 ' 36: 0.40a ,.,. 0.40:, 4.0 4.0 3.0 3.0 240 1402 c0.24 1900.. 4.0 0.95 0.99 1,00 3505 1,00 3505 758 0.96 790 844 0.08 0.20 0.60.. 17.6 21.3 1.00 1.00 1.9 1.9 19.5 23.3 B C.;,'; 23.1 C 30.8 HCM Level of Service 0.83 90,0 Sum of lost time (s) 93.2% ICU Level of Service 900 1900 1900 1900 4,0 4.0 1.00 0.95 1.00 0.98 0,95 1.00 1770 3457 0,21 1.00 386 3457 52 73 507 93 0.96 0.96 0.96 0.96 54 76 528 97 0 76 625 0 Perm 8.0 E 6 36.0 36.0 36.0 360 0.40 0.40 4.0 40 3.0 3.0 ,.:.. 154 1383 0.18 0.20 0.49 0.45 20.2 198 1.00 1.00 109 11 31.1 20.8 C' G 22.0 S 51,1,0 floridlvl7-aa51 • • Timings Civica Towers (Days Inn) MUSP 1: NW 14 ST & NVV 7 AVE VO:00.00:44ROPeamms,. Lane Configurations yeluMe:(yph)... Turn Type Protected Phases 4: Permitted Phases Detector Phases 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimumi Split (s) . •20..5 :20,5 .20,5 20.5 20.5. 20.5 20:5 20.5 Total Split (s) 56.0 56.0 56.0 56.0 34.0 34.0 34.0 34.0 Total : 38% . Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 AIIHRedTiMe; (s) 00 00 00 00 00 00 00• 0.0 • :..... Lead/Lag Lead: -Leg Recall Mode None None None None Coord Coord Coord Coord ;IA:tktg4tiqk:,,,,C:::''''re'iI.anRENN-Npsndag,RttNMWES#BMUKagtttVaiktSEINME:.agae Cycle Length: 90 Actuated .CyCia.Length;90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:8 TL, Start of Green Natural Cycle 55 Control Type: Actuated -Coordinated Proposed PM Peak (2009)-Optimized • 218 Perm vittit4 3.18 17 Perm Splits and Phases: 1: NW 14 ST & NW 7 AVE --P. 04 +1177- o8 185 4.6 Perm t112 iiiiMOTARgeriagneMEINNItagiil ti+ 758 73 507 Perm 6 tat floridiv17-aa51 HCM Signalized Intersection Capacity Analysis 2: NW 14 ST & NW 10 AVE Civica Towers (Days Inn) MUSP Proposed PM Peak (2009)-Optimized • • t Lane Configurations " ft) T '� i ideal Flow (vphpl) 1900 1900 1900 1900 ,1900 1900 ' 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util..Factor 1:00 . 0.95 1.00 0.95;: 1.00 1.00.<` 1.00 1.00 .1,.00 Frt 1.00 0.97 1.00 0.98 1.00 0.95 1.00 1.00 0.85 Fit Protected: 0 95 1.00 0.95 ..::1.00 .0 95 . 1.00 . 0.95 1:00 1:00 Satd. Flow (prof) 1770 3441 1770 3467 1770 1778 1770 1863 1583 Fit Permitted 0.10. 1:00 0:.38 1.,00. :0.22 1.00 0.49 1.00 . 1 00 Satd. Flow (perm) 178 3441 702 3467 412 1778 911 1863 1583 Volume (vph) : 246 494 112 58 :950 149 19 105 46, 15 283: 267 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj Flow (vph) 289 581 '132 68 1118 175 22 124 54; 1.8 333. 314 Lane Group Flow (vph) 289 713 0 68 1293 0 22 178 0 18 333 314 Turn Type pm+pt prri+pt pm+pt `: Protected Phases 7 4 3 Permitted Phases 4 8 Actuated Green, G (s) 53.0 45.2 41.7 36.9 EffectiveGree g (s) 54.0 46.2 4;1,7 '37.9. Actuated gIC Ratio 0.57 0.49 0.44 0.40 Clearance Tine (s) 30 5.0 3.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane G'rp Gap `(vph) 306 1684 353 1392 v/s Ratio Prot c0.12 0.21 0.01 0.37 v/s Ratio Perm;:: c0.42 0:.0.8E. vlc Ratio 0.94 0.42 0.19 Uniform `Delay,=d1 27 :1 15.5 15.3 Progression Factor 1.00 1.00 1.00 lrtcremerital ©elay, d2' . 36.7 0:8 6 3 Delay (s) 63.8 16.3 15 6 Level of'Service 'E B B Approach Delay (s) 30.0 Approach LOS HCM Average; Control Delay HCM Volume to Capacity ratio Actuated, Cycle;,Lengtt (s) Intersection Capacity Utilization O. Critical Lane Group 0.93 27.0 1.00 12.2 .' 39.2 D. 38.0 pm� pt Perm 5 2 1 2 6 6 18.9 17.1 18.9 17.1 17. 18.9 18.1 18.9 18.1 18.1 0.20 0.19 0.20 0.19 0.19 3.0 5.0 3.050 5,0 3.0 3.0 3.0 3.0 3.0 94 341 190 357 304 c0.00 0.10 0.00 0.18 0.04 0.02 0.20 0.23 0.52 0.09 0.93 1.03 33.2 34.3 30.6 37.6 38:::2 1.00 1.00 1.00 1.00 1.00 1.3 1,4 0,2 30.8 60`.4 34.5 35.7 30.8 68.3 98.5 C ;,' D C E F 35.6 81.6 f= 44 3 HCM Level of Service 0.94 94.4 . 'Sum of lost time (s), 80.0% ICU Level of Service 21..5 floridIv17-aa51 Timings 2: NW 14 ST & NW 10 AVE Civica Towers (Days Inn) MUSP Proposed PM Peak (2009)-Optimized • • 4- Lane Configurations ti ti Volume (vph) " 246 494 58 950 19 Turn Type pm+pt pm+pt pm+p Protected Phases 7 4 3 8 5 Permitted Phases 4 8 2 7 4 3 8 5 2 .1 6 4,0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 5.0 8.0 21.0 18.0 21.0 8.0. 21.0 8.0: 21,0 21.0 190 16.0 48.0 9.0 41.0 8.0 22.0 8.0 22.0 22.0 19.0 15% 45% ' 8% 39G/0 8% 21% 8%' 21 % 21 %: 18 . 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 2.0 0.0 1.0 0.0 ;1,0 0.0 1.0 0.0 1.0 ' 1.0 0.0 Lead Lag Lead Lag Lead Lag Lead Lag Lag Yes Yes Yes Yes Yes Yes Yes Yes Yes None Max None Max None None None None None Min 1 4, Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) AHRed Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Iritersectt%s rrtt Cycle Length: 106 Actuated Cycle Length 92 Natural Cycle: 120 Control Type: Semi Act-Uncoord Splits and Phases: 2: NW 14 ST & NW 10 AVE 105 15 pm+pt 6 283 267 Perm 01 02 03 -'}` 04 -,.. 05 4°" 06 07 08 floridlvl7-aa51 • HCM Signalized Intersection Capacity Analysis 4:NW14ST&NW12AVE Civica Towers (Days Inn) MUSP Proposed PM Peak (2009)-Optimized Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util_`Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume(vph) Peak -hour factor, PHF Adj. Flow (vph) Lane Group Flow (vph) Turn Type pm+pt Protected Phases 7 Permitted Phases 4 1900 4.0 1,00 1.00 0.95. 1770 0.25. 469 168 0.87 193 193 --► `�r it 900 4.0 7:00: 1.00 1.00 1863 1',00 1863 345 0.87 • 397 397 1900 1900 4.0 1.00 1.00 1:00 0.95 1583 1770 1.00 0.14 1583 257 37 625. 0.87 0.87 43 718 43 718 Perm pm+pt 3 4 8 4.0 0.85 1900 4.0 0.95 0.95 1.00 3351 1,00 3351 633 0.87 728. 1129 Actuated Green, G (s) 35.1 23.0 23.0 70.0 54.9 Effective' Green, g (s) ;; 36,1 25.0 25.0 72.0 56.9 Actuated giC Ratio 0.30 0.21 0.21 0.60 0.47 Clearance Time (s) 30 6.0 0.0 3.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 261 388 330 696 1589 vfs Ratio Prot 0.07 0.21 c0.37 0.34 vfs Ratio Perin' 0.15.. 0,03 c0 25 vlc Ratio 0.74 1.02 0.13 1.03 0.71 Uniform Delay, d di 32.9 47.5 38.7 32.2 25.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 incremental Delay, d2 10.5 51,7 0.2 42.5 1.5 Delay (s) 43.4 99.2 38.8 74.7 26.5 Level of Service D F D E C Approach Delay (s) 78.1 45.3 Approach LOS itera60ri HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lame Group 1 72.6 1.11 120.0 108,0% I 900 1900 1900 1900` 1900 1900. ...,.... ... 4,0 4.0 4.0 4,0 4.0 1.00 ' 0.95 1.00 : 1.00 0.91 1.00 1.00 0.85 1.00 0.97 0.95 ':1.00 1.00 ' 0.95 1.00 1770 3539 1583 1770 4940 0.17, : 1.00 1.00 0.15 1.00 310 3539 1583 283 4940 349 127 642 345 213 674 0.87 0.87 0.87 0.87 0.87 0.87 401 146 738 397 245 775 0 146 738 397 245 958 pm+pt Perm' pm+pt 5 2.:..1 2 2 6 32.7 23.0 23.0 38.3 25.3 33.7 ;'.24.0 `' 24.€}; 38.3; 2.6.3 0.28 0.20 0.20 0.32 0.22 4.0 5.0::` 5.0 3 0 5 0. 3.0 3.0 3.0 3.0 3.0 205. 708 > 317 239 1083 0.06 0.21 c0.10 0.19 0.14 0.25 0.22 0.71 1.04 1.25 1.03 0.88 35.1 - 48.0 48,0 35.9 . 45.4 1.00 1.00 1,00 1.00 1.00 11.1 45.4. 136.9a 64.9 10.6 46.2 93.4 184,9 100.7 56.0 D F'i F F E 16.4 65.1 E HCM Levu of Service Sum of lost time (s) ICU Level of Service 16.0 159 0.87 183 0 floridlv17-aa51 Timings 4: NW 14 ST & NW 12 AVE Civica Towers (Days inn) MUSP Proposed PM Peak (2009)-Optimized • f t Lane Configurations Volurie(vph) Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize?a' Recall Mode tterstor S` 1168 pm+pt 7 4 345 37 625 '633 127`'. Perm pm-pt 3 8 pm+pt 8 5 2 7 4 4 3 8 5 4.0 4.0 4.0 4.0 4.0 4.0 4.0 8.5 22.0 22.0 8.0 22,0 8.5 21.0 17.8 29.0 29.0 47.0 58.2 14.0 28.0 15% 24% 24°/n 39% 49% ;12% 23% 3.0 4.0 4.0 3.0 4,0 4.0 .. . 4.0 0.0 2.0 2.0 0.0 2.0 0.0 1.0 Lead Lag Lag Lead Lag Lead Lag 642 345 213 ' 674 Perm pm+pt 2 2 1: 4.0 4.0 21.0 8.0 28.0 16.0 23% 13% 4.0 3.0 1.0 0.0'. Lag Lead 6 4,0 210'. 30.0 25°l0:' 4.0 1.0:`. Lag Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes';. None None None None Norse None Coord Coord None Coord Cycle Length: 120 Actuated Cycle Length: 120 Offset: 8 (7%), Referenced to phase 2:NBT Natural Cycle: 100 Control Type: Actuated -Coordinated Splits and Phases: 01 4\ 4: NW 14 ST & NW 12 AVE 02 06 T 03 f 07 .4,1101 "04 floridiv17-aa51 • • • Table: T-9 Civica Towers (Days Inn) NW 14 ST Driveway Proposed (2009) Delay LOS Serrvice Driveway Office Driveway Hotel D/W (ingress) Hotel Exit D/W 0.5 A 18.2 0.1 A 1.4 A • • • Civica Towers (Days Inn) Land Use (LU) Percent of Use PROPOSED USE Hotel Medical -Dental Office Specialty Retail tQuality Restaurant 14% 8 1 % 2% 2% 100% • Days Inn) MUSP ica Towers Proposed PM Peak Hr Cl1W TMC (2009) oo co CN - co ANC] 1!x3 Miff la}°H co CO cf7� OLZ wo ev! }O o.t Lo co RUC] aa!MeS Richard Garcia & Associates, Inc. Traffic~ Engineering Consultants 13117 N.W. 107th Avenue, # 4 • Hialeah Gardens, FL 33018 Phone: (305) 595-7505 • Fax: (305) 675-6474 Job No, 1 Prepared By: Checked By: 1 Sheet No. Date: Date: www.rgatraffic.com • rgarcia@rgatraffic.com of Cent. of Auth. # 00009592 Richard Garcia & Associates, Inc, Traffic Engineering Consultants 13117 NW.107th Avenue, # 4 • Hialeah Gardens, FL 33018 Phone: (305) 595-7505 • Fax: (305) 675-6474 Job No. n Sheet No. `2. of Prepared By: 7Z •Date: Checked By: Date: www.rgatraffic.corn m rgarcia@rgatraffic.com Cet, of Auth. # 00009592 HCM Unsignalized Intersection Capacity Analysis Civica Towers (Days Inn) MUSP Proposed Driveway PM Peak (2009) 14: NW 14 ST & Service DNV Lane Configurations Sign Control FreeFree Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0,92 0.92 0.92 Pedestrians Lane VVidth (ft) • • Walking Speed (ft/s) Percent POCKage Right turn flare (veh) Medianr.type: Median storage veh) vC 1, stage 1 conf vol tC, single (s) 4.1 tF (s) 2.2 cM capacity (veh/h) 836 AtafgltmstgtgillbSoomnitgkioloi 503 273 9 678 678 65 0 22 0 0 0 22 Volume Total Volume Left Volume Right 4\ /* v TVVLTL 2 :.j46i.::388i. 765 696 6.8 6.9 5.8 3.5 86 96 321 610 3.3 oSH 1700 1700 836 1700 1700 382 Volume to Capacity 0.30 0.16 0.01 0.40 0.40 0.17 Queue Length (ft) 0 0 1 0 0 15 Control Delay (s) 0.0 0.0 9.4 0.0 0.0 16.4 Lane LOS A C Approach Delay (s) 0.0 0.1 16.4 Approach LOS • • • Average Delay 0 5 Intersection Capacity Utilization 47.9°A CuILevel of Service A floridIv17-aa51 HCM Unsignalized Intersection Capacity Analysis Civica Towers (Days Inn) MUSP Proposed Driveway PM Peak (2009) 15: NW 14 ST & Office D/W :2.00:0NagingiggeNi Lane Configurations ft.* Sign Control : :Free Grade 0% Volume (vehfh):.:. 506 142 Peak Hour Factor 0.92 0.92 Hourly flow.rate(Veh/h). •: 550. :154 Pedestrians Lane. Width (ft) : Walking Speed (Ws) Percent.Blockage Right turn flare (veh) Median type Median storage veil) vC1, stage 1 conf vol VC2:stage:2-conf vo tC, single (s) tF (s) PO queue . : cM capacity (veh/h) italiffilitANOESSElgoint„, Volume Total 367 338 65 532 532 435 yOlOrrieLeft.E Volume Right 0 154 0 0 0 141 cSH• : • 1700 1700 889 1700 1700 410 Volume to Capacity 0.22 0.20 0.07 0.31 0.31 1.06 Queue Length 360 • • Control Delay (s) 0.0 0.0 9.4 0.0 0.0 93,5 Lane LOS A F Approach Delay (s) 0.0 0.5AverageDelay 93.5 Approach LOS F 10(-74*TOITES:700:01911111INSEINfelittlatiNfitigegalliglERGENISIEFRAMMIENNIII. • •E Intersection Capacity Utilization 60.9% ICU Level of Service Free Stop 0% 0% 60 978 270 130 0.92 0.92 0.92 0.92 65 1063 293 141 TWLTL 2 704 1289 352 4 1 2 2 93 889 627 662 6.8 6.9 5.8 3.5 3.3 16 78 349 644 'VelegISMONSKISIMSERESSO floridivI7-aa51 HCM Unsignalized intersection Capacity Analysis 16: NW 14 ST & Hotel DIW Civica Towers (Days Inn) MUSP Proposed Driveway PM Peak (2009) 4-- 4 \ ::::400000"ammaggigo:. ADIMeoft„eir<='"x'qVgratiMMORSURN.g. Lane Configurations T4 Sign Control : Free Free Stop Grade 0% 0% 0% i.:. ••470 36 23 1038 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Lane Width (ft) Waiking Speed (ft/s) Percent alOCKageill Right turn flare (veh) Median type TWLTL•• • Median storage veh) 275.:' • vC1, stage 1 conf vol 530 tC, single (s) 4.1 6.8 6.9 tC 2 stage (s); tF (s) 2.2 3.5 3.3 poqueuefree% 98 100 100 cM capacity (vehTh) 1016 398 722 03ggi2g, ,I,40071•11065111sialitENNERavilinfigoo VoIumeTotal 341 209 25 564 564 Volume Right 0 39 0 0 0 cSH 1700 1700 1016 1700 1700 Volume to Capacity 0.20 0.12 0.02 0 33 0.33 Control Delay (s) 0.0 0.0 8.6 0.0 0.0 Approach Delay (s) 0.0 0.2 rON141101111:01Malf811131111111111f111-SIVINIffEltiliMERIEMBEIMIIIIIRSINE Intersection Capacity Utilization 3475% ICU Level of Service 2 floridIv17-aa51 HCM Unsignalized Intersection Capacity Analysis 17: NW 14 ST & Hotel Exit DM Civica Towers (Days Inn) MUSP Proposed Driveway PM Peak (2009) :::40.700tetEggignItP: Lane Configurations Sign Control Grade VOlurnelvehiliyi Peak Hour Factor Hourly floWl•rate.(Ven/h) • 511 Pedestrians Lane:Width(ft).. Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median itype • : Median storage veh) vC, conflicting ‘tcllume vC1, stage 1 conf vol vC2 Stage'2,conf,vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free'% cM capacity (veh/h) .1101.0hOrrWINEVE,. Volume Total VO10Me!!Left Volume Right Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS • Approach Delay (s) Approach LOS 2.2 100 1051 Free Free Stop 0°A, 0% 0% 470 0 0 957 104 50 0.92 0.92 0.92 0.92 0.92 0.92 0 1040 113 54 Raised 2 511 1031 255 511 520 4.1 6.8 6.9 5.8 3.5 3.3 74 93 442 744 --;*--;111 :FARNAIIVI 'ZININOWSWIREINNISINEVON 341 170 0 520 520 113 54 0 0 0 0 0 54 1700 1700 1700 1700 1700 442 744 0.20 0.10 0.00 0.31 0.31 0.26 0,07 ;0. 0,0 0.0 0.0 0.0 0.0 15.9 10.2 0.0 0.0 14.1 , jr$VtifffganfgnM,WfflpSgg.gi7sX-.fon--ratWgk3g--AgrWttisw,w,vs'WmMR-vi,Vvwemwvo„fogfw-s5T.-N,w.,,,,,:mow.r, Average,Delay intersection Capacity Utilization 41.7% Level of Service floridIv17-aa51 Highway Capacity Manua! 2000 • • EXHIBIT i 7-1. -MSC UNSIGNALIZED INTERSECTION ERSECTION IM;E i HODCLCGY in„out - Geometric data - Hourly turning movement volumes ;- -leave vehicle percentages - Pedestrian data - Upstream signal data I I - Compute `low rate Identify conflicting traffic f ow r Compute gap times - Critical gap times Follow-up times !Adjust potential capacity and compute movement capacity impedance effects - Shared -lane operation - Effects of upstream signals - Two -stage gap acceptance process - Flared minor -street approaches T Compute control delays /� Determine levels of service J EXHIBIT 17-2. LEVEL -OF -SERVICE CRITERIA FOR -MSC IN T ERSECT ONS Level of Service ! Average Control Delay (s/vet) A B C D E 0-10 > 10 15 > 15-25 > 25-35 > 35-5C > 50 Chapter 17 - Unsignalized intersections 17-2 Methodology - TWSC Intersections • Chaptor 17 - Unsignalized intersections Methodology - TWSC Intersections EXHIBIT 17-2. LEVEL -OF --SERVICE CRITERIA FOR TWSC INTERSECTIONS Level of Service A F3 C D E E Average Control Delay (s/vefh 0-10 > '10--15 > 15-25 > 25-35 > 35--50 > 00 17-2 Civiea Towers MUSP Traffic Impact Stud& APPENDIX I: Auto `URN Graphics � �� RICHARD GARCIA & ASSOCIATES, INC. Appendix \ • t ,! ixrt-cut.dgn Jun. 15, 2006 13:38:09 • 0 H-\-" ,-----, i i ! i i i i i 1 I i ZREttir.40141 \ouncignlx_ground_level_rg,dgn Jun. 15, 2006 11:24:31 • • ...1x1tout.dgn Jun. 15, 2006 11:33:09 Th /LA Civica Towers 4111SP Traffic Impact Studv APPENDIX J: Review Comments & Responses (City of Miami & FDOT) (FI:\ RICHARD GARCIA & ASSOCIATES, INC, Appendix • • • RICHARD GARCIA & ASSOCIATES, INC. PHONE: (305) 595-7505 FAX; (305) 675-6474 FAX TRANSMITTAL TO: FROM: Raj Shanmugam, P.E. Richard Garcia, P.E. COMPANY: - DATE: URS JUNE 16, 2006 FAX NUMBER: TOTAL NO. OF PAGES INCLUDING COVER: 954-739-1789 1 PHONE NUMBER: 954-739-1881 SENDER'S REFERENCE NUMBER: RE: Civica (Days Inn) MUSP Responses 0 URGENT I FOR REVIEW ❑ PLEASE COMMENT Q AS REQUESTED 0 PLEASE RECYCLE Raj: We have revised the subject report to address the changes made by the Client. We will be forwarding you an entire revised report as discussed with Quazi. Below are our responses to the comments offered on April 25, 2006, they are numerated in the same order provided. 1. The Study has been revised to address the revised programmatic data. 2. The loading bay has been evaluated with the AutoTURN for the inbound and outbound trucks (see Appendix 1). 3. Signal timings were provided for the existing and proposed conditions (see Appendix H). 4. A matrix of the steps used to determine the driveway volumes is included in the revised report (see page 25). 5. The month and year of the 'Large Scale Development Report' is included in section 10 (see page 20). Thank you for your help with this project. Sincerely, RICHARD GARCIA & ASSOCIATES, INC. Richard Garcia, P.E. 04/25/2006 10:10 FAX URS onioo2 • • • URS Lakeshore Complex 5100 NW 33'd Avenue Suite 150 Fort Lauderdale; Florida 33309-6375 Phone: 954-739-1881 Fax: 954-739-1789 FAX COVER SHEET FAX NO.: - TO: M. 'ilia 1. Medina (F: 305.416.1019) Mr. Kevin Watford (F: 305.416.1443) Mr. MarirW A. Vega (F: 305.416.2153) FIRM: City Of Miami FROM: Quazi Masood RE: CivicTowers (W.O. # 157) Preliminary Comments DATE: April 25, 2006 COPY: Mr. Richard Garcia, P.E, (F: 305675.6474) PAGE 1 of: COMMENTS: Attached please find the letter for the subject_project IF VOL' DC NOT RECEIVE ALL PAGES, PLEASE CALL US IMMEDIATELY AT THE ABOVE NUMBER 04/25/2006 10:10 FAX URS 002/002 • • URS Memorandum Date; April 25, 2006 To. Lille Medina, AICP From: Raj Shanr'nugam, P.E. Subject: Civica Towers (WO # 157) Preliminary Comments The following issues need to be addressed and the additional information requested need to be presented to complete our review of the traffic study_ 1. The study is performed based on 6,063 square feet (sq.ft.) of health/fitness club, 6,050 sq.ft. of quality restaurant and 312,563 sq.ft. of medical -dental office as oppose to 14,007 sq-ft- of retail and 259,165 sq.ft, of office space shown in the site plan. The internal capture, trip generation and trip distribution calculations may be incorrect as a result, and must be revised; 2. The maneuvering (turning path) of the delivery trucks shown in the attached site plan is not correct. The report must include a revised turning path using "AutoTURN" (developed by Trah.toff Solutions www.transoftsolutions_com) or any other approved computer software program; 3. The signal timing/phasing information used in the Synchro software program must be provided for each signalized intersections for both existing and future conditions; 4. 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 graphics (Figure 6); 5. The report must include the date (month and year) of the Large Scale Development Report' consulted to find the names of the committed developments; Please note that the applicant has proposed to modify the signal timing/phasing at NW 14th Street/NW 7th Avenue, NW 14th Street/NW 10th Avenue and NW 14th Street/NW 12th Avenue intersections_ The applicant needs to coordinate with the Miami Dada County Traffic Control and Signs Division to secure appropriate approval ss this project goes through the review process. Should you have any questions please fell free to call me or Quazi Masood at 954.739.1881, Cc_ Mr Kevin Walford, Planner ll, City of Miami (Fax: 305 4 16.1443) Mr. Manny A. Vega,, Engineer 1, City of Miami Zoning (Fax: 305.416.2153) Mr Richard Garcia, RGA Inc. (Fax: 305.675.6474) URS Corporation Lakeshore Complex M.00 NW 33rd Avenue. Suile 150 Fort Lauderdale, FL 33309-6375 Tel: 954.739.1851 Fax: 954.739.178C C'iviea Towers MIJSP Traffic Impact Study APPENDIX K: Sufficiency Letter RICHARD GARCIA & ASSOCIATES, INC. Appendix 06/22/2000 08:48 FAX LRS [d]00a. • • • URS Lakeshore Cornpex 5100 NW 3V Avenue Suite 150 Fort Lauderdale, Florida 33309-6375 Phone: 954-739-1891 Fax: 954-739-1789 FAX COVER SHEET FAX NO.: 11 COPY TO: Ms, Li is 1. Medina (F: 305.416.1019) Mr. Kevin Watford (F: 305.416.1443) Mr. Manny A. Vega (F: 305.416.1490) FIRM: City Of Miami FROM: Quai Masood RE: Civica Towers (WO. # 157) SufficiencLetter DATE: June 19, 2006 COPY: Mr. Richard Garcia, P.E., (F: 305.675.6474) PAGE 1 of, COMMENTS: Attached please find the letter for the subject project IF YOU DO NOT RECEIVE ALL PAGES, PLEASE CALL US IMMEDIATELY AT THE ABOVE NUMBER 06/22/2006 08:48 FAX URS 1002 URS • June 19, 2006 Via Fax and US Mail Ms_ Lille i_ Medina, ANCP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2nd Avenue (10th Floor) Miami, Florida 33130 Reo Civica Towers (Days Inn) Sufficiency Lettor— W.O. # 157 Dear Ms_ Medina: Subsequent to our April 25, 2006 review comments for the subject project, we have received a revised traffic analysis report and the summary sheet of the revised development program from Richard Garcia and Associate (RGA) on June 16, 2006. The revised report includes the site plan showing the turning radius of the delivery trucks_ Photocopies of the response letter and the summary sheet are attached herewith, Please note that the applicant has proposed to modify the signal timing/phasing at NW 14th Street[NW r' Avenue, NW 14th Street/NW 10th Avenue, NW 14th Street/NW 11`" Avenue and NW 14th Street/NW 121h Avenue. intersections. The applicant needs to coordinate with the Miami fade County Traf Contraf and ,51grrs drvrsron to secure appropnate approval as this project goes through the review process. At this time, we conclude that the traffic impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient. Should you have any questions, please call Quazi Masood or me at 954.739.1881. Sincere UR . c on Southern Ra Shanrnu.T'� E Se for Traffic Engineer Attachment Co: • Mr, Kevin Watford, Planner lf City of Miami Planning (Pax - X5416.1443) Mr. Manny A. Vega, Engineer!, City of Miami Zoning (fax - . Q5,41t .1490) Mr. Richard Garcia, P.E-, RGA Inc. (Fax 305,675.6474) URS Corpora -don Lakeshore Complex 5100 NW 33rd Avenun, Suite 150 Fort Lauderdale, FL 33309-6375 Tel:=,54.79.1.851 Fax: D54.739.1789