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HomeMy WebLinkAboutIII.Tab 2 Sufficiency Letter and Traffic Impact Analysis11/21/20O6 11:37 '..[ �Txs • • URS Zt November 2006 Ms. Lilia Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City NManagerJTransportatian 444 SW 2f° Avenue (10th Floor) Miami, Honda 33130 Re: River's Edge Sufficiency Letter— W.Q. # 167 Via Fax and US Mail Dear Ms. Medina: Subsequent to our September 20, 2006 review comments for the subject project, we have received a response letter from Richard Garcia and Associates (RGA) on November 13, 2006_ We have also received the revised site plan showing the turning radius of the delivery trucks from the architect on November 17, 2006, Photocopies of the response letter and site plan are attached herewith. 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 cast Quazi Masood or me at 954.739.1881. Sincerel URS ti Raj S anmuga Senior Traffic Engineer . n Southern Attachment cc: Mr. Antonio E. Peru, Planner'', City of Miami Planning (Fax r 305.416.1443) Mr. MarrnyA, Vega, Engineer!, City of Miami Zoning (Fax - 305.416.749€0) Mr. Richard Garvia, PE., RGA Inc. (Fax - 365. 675.6474) UPS Corpbratlan Lakashor0 Complex 5100 NW 33rd Avenue, Suite 150 Fort Lauderdale, FL 333Qg. 375 Tel: 954.739.18$1 Fax: 954.705.1720 • 1 • D• p RICHARD GARCIA & ASSOCIATES, 1 1 RIVER'S EDGE Major Use Special Permit (MUSP) Traffic Impact Study 243 NW S. River Drive Miami, Florida September 7, 2006 • i i • i i• 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 the • civil and traffic engineering disciplines contained in this report. in addition, • • the firm Richard Garcia & Associates, Inc. holds a Certificate of Authorization • • # 9592 in the State of Florida. I further certify that this report was prepared by i me or under my responsible charge as defined in Chapter 61 G15-18.001 i i F.A.C. and that all statements, conclusions and recommendations made i i herein are true and correct to the best of my knowledge and ability. 4 i • • PROJECT DESCRIPTION: River's Edge MUSP- Traffic impact Study • • PROJECT LOCATION: 243 NW 5. River Drive i i • • i i • 410 i i Lisp Traffic nact t dy • i i • ENGINEER'S CERTIFICATION Miami, Florida Florida Registration No, 54886 Date 1 RICHARD GARctA & ASsoclAiES, INC • • River's Ed e 'SP Tra!lic Ini act Studv • 4S • • ENGINEER'S CERTIFICATION • EXECUTIVE SUMMARY iv TABLE OF CONTENTS ID • 1.0 INTRODUCTION .................. . ...... ... .............. ............_ ...... ____ ....... . ....... ... ...... ............_.„........,_ i 40 i .1 I:? PROJR:T DESCRIPTION r LOCATION TRIP GENERATION 2 c • 1.3 TRAFFSC DISTRIBUFION 6 I A TRAFFic A ss IUNMENT 6 • 1.5 SITE; TRAFFIC 8 • 2.0 EXISTING CONDITION ........ . ............ .. ...... ... ..................... . ..... _...........„.... .......... . ......... ..„... ..... 9 0 2.1 TRAFFICCOUNTS 9 •2.2 ID GEOMETRY H 2..1 S1GNALIZATION 13 3.0 FUTURE CONDITIONS —____ ................... _ ................... . ................... .................. ..... .... ........... PI • 3. i PLANNED ROADWAY IMPROVEMENTS J 4 • 3.2 CORRIDOR LEVEL OF SERVICE ANALYSIS 15 • 3.3 INTERSECTION LEVEL OF SERVICE ANALYSIS 17 3.4 TRANSPORTATION CONTROL MEASURES PLAN (TCMP) .70 • • 4.0 RECOMMENDATION 21 • • • • • • • • • • • • • 40 • • 1111) • • A • \ RICAD GARCIA & ASSOCIATES, INC, • • • • 41111 • • • • • River' . dge NMUSP a act Studs UST OF Fi URES FigureI: Location Map__ ....... ....... , ..................... ,_ ..... . ................... ,..,____, .............. ____..„3 Figure 2: Site Plan 4 Figure 3: PM Peak Site Traffic 8 Figure 4: Existing PM Peak Hour TMC'c 10 Figure 5: Existing Lane Geometry 12 Figure 6: Proposed PM Peak TMC (2008)18 Figure 7: Driveway Volume 19 UST OF TABLES • Table 1: Intersection Level of Service Summary iv Table 2: Trip Generation Summary 6 • Table 3: Cardinal Distribution 7 • Table 4: PM Peak Hour Traffic Distribution 7 Table 5: PM Peak Hour Volume 9 • Table 6: Person Trip Corridor Analysis Summary l6 . Table 7: intersection LOS 17 • 4410 APPENDICES • • . Appendix A: Trip Generation Appendix 8: Trip Distribution Appendix C: Signal Timing & Adjustment Factors • Appendix D: Traffic Counts (TMC's) Appendix E: Committed Developments • Appendix F: Transit • Appendix G: Corridor Analysis (Person Trip) i Appendix H: Intersection & Driveway Analysis • • flb • • • • • • • • RicHARD GARCA & ASSOCIATES, INC. iil • River's Ede fU,SP Traftic I 0 4 • • • Units of Highrise Condominium and 22 thousand square feet of • Specialty Retail. The site is currently occupied by 65 apartment Units. • • The Trip Generation calculations of this project revealed there will be 73 • net vehicles per hour (vph) entering and 56 vph exiting during the PM •• peak hour. The subject project is located in TAZ 564 and has had the traffic assigned to the surrounding roadway using the MUATS Cardinal • Distribution. • 4110 • • • • • • • • • • • • • • • • • • • • a aet Study Executive Summary The subject project is located at 243 NW S. River Drive in the City of Miami, Florida, The subject development is comprised of 232 Dwelling Intersection traffic counts were collected, averaged and adjusted for peak seasonal conditions and used in the existing intersection analysis. This analysis was performed using the Synchro/SimTraffic traffic model to determine the existing and proposed Level of Service conditions. The intersection analysis revealed the following results: Table 1: intersection Level of Service Summary ii33Mry11,, �� <K �.�".�� � _ N .. sv�Cl,�.+:u�rc� C.,",^c4',.. r'�`'v,,�"✓C .�x :"✓1z^F (2009) intersection Existing (2006) Proposed Delay LOS Delay LOS NW S.River Dr & NW 2nd ST 8.2 A 8.5 A NW S.River Dr & NW 3rd ST 1.5 A 2.3 A NW 7th AVE & 2nd ST 5.6 A 5.1 A NW 7th AVE & 3rd ST 5 A 3.5 A NW S. River Dr/ NW 4th ST/ NW 8th AVE 28.4 C 27.7 C RICHARD GARC A & ASS0C1ATES, 1NC. iv River's Ede MUSP jfficlmactStudv 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 A. ri \\ RICHARD GARCA & ASSOCATES, INC, V River's Edge MUSP mpact Studv 1.0 Introduction The purpose of this study is to evaluate the associated traffic impacts with the proposed re -development of the site located at 243 NW S. River Drive in the City of Miami. This report follows the methodology for a Major Use Special Permits (MUSP) utilized in the City- of The traffic impacts to the adjacent roadways were evaluated as well as the signalized intersection at NW S. River Drive/ NW 4,h Street/ NW 8th Avenue. These intersections were the most affected by this project. 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. Lastly, this report has evaluated the following: • Trip Generation • Traffic Distribution • Traffic Assignment • Traffic Counts: TMC • Existing Level of Service • Proposed Level of Service • Existing Intersection LOS • Proposed Intersection LOS • Recommendations A A\ dr--; RICHARD GARCA & ASSOCIATES, INC. • River'sEdsie MUSP Traf tc 1 act Studv • • a. • • • • • • • • • • • • Figure 1 depicts the site's location map, while Figure 2 is the proposed site 1.1 Project Description / Location The subject project it is located on the Southwest corner of NW S. River Drive and NW 3,6 Street. The following land use, as identified by the Institute of Transportation Engineers (ITE), most closely resembles the proposed redevelopment. These land uses are as follows: • plan. • • • 1111, • • • • • • • • • • • • • • • • • • • • Land Use 232: Highrise Condominium with 293 DU (Dwelling Units) Land Use 814: Specialty Retail with 22,000 SF (square feet) 1Thr? /2\ \ RICHARD GARCIA & ASSOCIATES, INC. 2 River's Edge MUSP • • 1111. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1111/ • ) ( r • • • Figure 1: Location Map Traffic impact Study UI RICHARD GARCIA & ASSOCIATES, INC, 3 • River's Ed e MUSP • • all Figure 2: Site Plan • • • • • • • • • • • • • • • • • • • • • • • • • 4111 • • • • • RIC ARD GARC A & ASSOCIATES, INC, 4 Traffic 1 act Study River's Edge MUSP Traffic impact Study 1 1 1 1 1 1 1 1 R 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.2 Trip Generation The trip generation characteristic for the subject project was obtained from 1TE's Trip Generation Manual, 7th Ed. [TE's Land Use (LU) 232: Highrise Condominium and LU 814: Specialty Retail was used to determine the trip generation rates for the proposed development. The Trip Generation calculations results of the proposed development are summarized below. The ITE rates and percentages for PM Peak Hour Trips are included in Corresponding tab. Table 1 below summarizes the greatest traffic impact associated with the subject development, which occurs during the PM peak. This report did not deduct the existing traffic from the future trip generation results. 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 an 8.2% transit reduction factors. These factors are consistent with the values used in the City's DRI - Increment II for the Omni Area. Additionally, no deduction was taken for internalization or for pedestrian/ bicycle mode. RICHARD GARCIA ASSOCIATES, tNC. 5 River's Edge LISP c Impact Study • • • • • • • • • • Table 2: Trip Generation Summary Land Use (LU) Highrise Condominium Specialty Retail Units 293 DU 22 T.G.L.A. ITE LU CODE 232 814 PM PEAK HOUR TRIPS ITE TRIP GENERATION RATE 0.38 2.71 IN OUT TOTAL 63% 44% Trips 70 26 37% 56% Trips 41 33 TRIPS 111 60 Gross Vehicle Trips Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian/Bicycle Trip Reduction @ Net Vehicle Trips Net Person Trips in Vehicles @ 16.0% Of Gross Trips 8.2% Of Gross Trips 0.0% Of Gross Trips 1,40 Persons/ Vehicle 56% 56% 56% 56% 56% 56% 97 15 8 0 73 102 44! 44% 44% 44% 44% 44% 74 171 12 6 0 56 79 27 14 130 181 Net Person Trips in Transit @ 1 40 Persons/ Vehicle 56% 11 44% 9 20 Net Person Trips (Vehicle and Transit Modes) 56% 113 44% 88 201 Net Person Trips (Walking/Bicycling) @ 1.3 Traffic Distribution 1,40 Persons/ Vehicle 56% 44% 0 The Traffic Analysis Zone (TAZ) for the subject development is TAZ 564 as assigned by the Metropolitan Planning Organization'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 3. The Corresponding tab includes a TAZ i Map and the corresponding Directional Distribution Summary for this zone • • utilizing the 2005 Cost Affordable Plan. • • 1.4 Traffic Assignment • • The PM peak hour trips from Table 2 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 4 was • developed to depict the PM Peak Hour Assignments. • • l �� L IUA\• RiCHARD GARCIA & ASSOCIATES, INC. 6 filb • • River's ° Sri e IUSP Tt Inc act Studs° 1S • • • • • • • • • • • • • • • • 1• • • i • • • • • • • • • • • • 1• • 2 A\. • •Lr • • Table 3: Cardinal Distribution DIRECTION DISTRIBUTION % 13.01 10.69 14.17 2.84 7,79 16.00 17.13 18.37 100.00 Table 4: PM Peak Hour Traffic Distribution RICHARD GARCIA & ASSOCIATES, INC. 17 14 18 4 9 21 23 23 129 • • • • • • • • • • • • • • se • • • • • • • • • • i • • • • • • • • • • er..'.s.. Edge MC�SP Traffic Impact Stud- 1 m5 Site Traffic The PM peak hour trips from Table 4 have been assigned to the adjacent intersections. Figure 3 depicts the site traffic assignments to the surrounding intersections. Figure 3: PM Peak Site Traffic `: RICHARD GARCIA ASSOCIATES C • • • • • • • • • • • • • • • • • • • • • • • • • • • f • • • • River's Ed e MUS'P Tra lie to apt Study 2.© Existing Condition 2.1 Traffic Counts For the purposes of the corridor analysis, traffic volumes were taken from approaching TMCs. These counts were averaged, adjusted for peak seasonal conditions and by utilizing the Florida Department of Transportation Peak Seasonal Correction Factor (PSCF) and Axle Correction Factors (ACF) of 1.07. Table 4 depicts the results of the seasonally adjusted existing PM Peak hour traffic volume. These calculations are included in the tab labeled TMC's in the appendix. Table 5: PM Peak Hour Volume ROADWAY NAME AT o-0 0 0 0 E 0 u_ 1) u- 0 DIR PM Peak Hour Thursday AVERAGE PM PEAK HOUR VOLUME i 2 3 4 5 4 5 6 7 5 5 NW 8th Ave South of NW S. River Or 0 fl 0 0 b NB 130 130 139 SB 143 143 153 LINK 273 137 292 NW 3rd St Miami River to NW 12th Ave 0 co 0 Lo 0 0 EB 47 47 50 WB 51 51 55 LINK 98 49 52 R.ICHARD GARCIA & ASSOCIATES ANC, • • • tia • • • • • • • • • • • • • • • SS • • • • • • • • • • • • • • • • River's Edge MUSP is impact Study Manual Turning Movement Counts (TMC) were taken at the nearby intersections surrounding the subject site. These intersections were discussed and developed during the scoping phase of the project with the City of Miami's Traffic Consultant. Figure 4 is a graphical representation of the existing TMC that have been seasonally adjusted for peak annual conditions. Figure 4: Existing PM Peak Hour TMC's ij "CHARD GARCIA & ASSOCIATES, INC, 10 River's Edge MUSP Traffic Im 41110, 1111 connectivity in the Northwest -Southeast direction and has auxiliary left • turn lanes at major intersections. On -street parking is allowed. • • Geometry: NW 3rd Street NW 3rd Street is a one lane one-way non -state road. It provides • connectivity in the eastbound direction. It also forms the one-way pair with NW 2nd Street. However, TMC's reported 21 right turns from Southbound NW S. River Drive into {right turn) NW 3`0 Street. On -street • parking is permitted; however, bus routes/stops do not exist within this corridor. 1111 Geometry: NW 2nd Street • NW 2nd Street is a one lane one-way non -state road. It provides • • connectivity in the westbound direction. It also forms the one-way pair with NW aid Street. On -street parking is permitted; however, bus • • routes/stops do not exist within this corridor. • • • Existing Lane Geometry • The existing approach lanes are depicted in Figure 5 below. This figure • r i UP • Fry /A 1 uF/ ''� RICHARD GARCIA, ASSOCIATE , iNC. 1.1 • • 2.2 Geometry Geometry: NW S. River Drive NW S. River Drive is a two lane undivided non -state road. It provides also depicts the Synchro Model used to perform the intersection analyses. As evident the model was created using an aerial photograph of the subject site and surrounding area. As such, it is a geometrically accurate • • • 41.11 • • • • • • • • • • N8A E • • • River's Edge MUSP Traffic Impact Study depiction of the existing conditions. However, the NW 8'r Avenue leg of the NW S. River Drive & NW 4`h Street Intersection is currently under construction and closed. This is further detailed in the Planned Roadway Section (3.1) of this report. Figure 5: Existing Lane Geometry A • • • • • • • • • • • • • •.. • F i R1CHARD GARCIA • • NW3ST i ASSOCIATES, IC NW2S? 12 River's Edge...MUSP Traffic impact Study 2.3 Signaiization NW S. River Drive/ NW 4th Street/ NW 8th Avenue (Intersection No. 5) 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 PM Peak hour Signal Operating Plan (SOP) consists of a four -phase operation. The first phase provides East-West through movement. This phase has 15 seconds of green indication followed by 4 seconds of yellow and 1 second of red. The second phase is the North - South through movement, This phase has 26 seconds of green indication followed by 4 seconds of yellow and 1 second of red. The Third phase is a dedicated pedestrian phase and is assigned to phase four when not activated by a pedestrian call. The final phase (four) provides for a Southeast through with Protected left and Right turns. This phase has 16 seconds of green indication followed by 4 seconds of yellow and 1 second of red. This is further documented in the Timing/Factors tab as Asset ID 2316. Again, the bridge leg (i.e. NW 8Ave) is currently closed. However, this leg is still receiving a green indication. As such, we utilized the signal timing described above and included herewith. 1 RICHARD GARCIA & ASSOCIATES, ighlc. 13 River's Edge USP Traffic Ita act Studv r r 4111 • The 2007 Transportation Improvement Program (TIP) was reviewed for r • possible roadway improvements near the subject project. The Capacity, 411 Safety and other Improvements map in addition to the Reconstruction, r ✓ Rehabilitation and Resurfacing (RRR) Improvements map was evaluated • for improvements within a three year horizon. The only project listed for r fa the analyzed roadways located at the bridge from NW 3'd Street to NW 6th Street with a Financial Management (FM) Number of 4128081 as a r Replace movable span bridge. Since this project will not modify the ✓ existing roadway geometry, the proposed conditions were based on the r r existing roadway geometry. • • • • • • • • • • • • • 0.41° • • 3.0 Future Conditions 3.1 Planned Roadway Improvements �Llt--,,� RICHARD GARCIA & ASSOCIATES, C. 14 3.2 Corridor Level of Service Analysis A corridor analysis was performed that follows the City of Miami's I ver's Edge MUSP Tra • Person Trip Methodology. This methodology has been utilized in the • City's Development of Regional Impact (DRI) - Increment it and has • • been accepted by both the FDOT and the South Horida Regional • Planning Council_ Lastly, this methodology is further detailed in the • City's document: Transportation Corridors: Meeting the Challenge • of Growth Management in Miami. • 410 •• The results of the corridor analysis reveal that all levels of service • thresholds will be above a LOS C. NW 8t'- Avenue segment analysis 4040 resulted in an LOS C condition for the roadway mode for all the scenarios. However, since sufficient transit capacity exists within this • • project, the person -trip transit mode analysis was not determined. • Moreover, NW 2nd / 3rd Street corridor was at LOS B for all scenarios • analyzed. • • Table 7 is a summary of the results while the Person Trip tab contains • • the spreadsheet utilized to compute the seasonally adjusted •lb existing condition, the future year (Le. 2008) background condition, • the background and committed condition and finally, the •• proposed condition containing the cumulative effects. Lastly, the • Arterial LOS is provided in the Person Trip Tab of the Appendix. • • % • �,\ RICHARD GARCIA ASSOC€ATES, § a • River's Edge WISP • • • • • • • • • • • • f • •11. 0 • • 0 • . . • • . • • Table 6: Person Trip Corridor Analysis Summary Traffic nay Siuci�° ROADWAY MODE BOND W AY TO MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON - TRIP ROADWAY CAPACITY VE`✓ICUTAR (a' 1.5 PPV 1 VOLUME PERSON - TRIP VOLUME a; 1.4 PAV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP V.%C LOS NW Bth Ave NW' 1st St NW S. River Or NB E 2LU-€vent-state 810 1296 139 195 11011 0.15 C NW S. River Dr NW 1st5t SE 0 2LU-Non-state 810 1296 153 214 1082 0.17 C NW 2110 1 NW 3rd St Miami River NW 12 Ave ES E 2LD-N0s-state 651 1360.5 50 70 1230 ? 0,05 13 NW 12 Ave Meru/ River 'W13 6 2LD-Non-state,,,.. 851 1360.8 55 76 1284,-, 0.06 B NW 8th Ave NVV 1st SI NW 5. River Dr NW S. River Dr NW2nd (NW 3rd St Miami River NW 12 Ave NW le! St N W 12 Ave Mismi River NB SS ES W8 E E E E 2LU-Nan-state 2L.U-Non-state 2LD-Nan-state NW Bth Ave NW 151 St NW S. River Dr NW 5, River Dr NW 1st St N5 56 E E 810 510 851 1296 1296 1361 1361 146 162 53 58 207 227 75 81 1069 9. 18 1285 0 05 1280 0,06 2LU-Nan-state 2LU-Nan-state 810 810 1299 1296 148 162 207 227 1085 1069 0-16 0-18 C c NNW 2nd 1 NW 3rd St Miami River NW 12 Ave NW 12 Ave Miami River 5B W5 6 2LD-Non-state 2LD-Nv5-stake 851 85 1351 53 1351 58 75 81 1286 1280 0.05 0.06 B NW 8th Ave NW 1st St 501 NW S. River Dr NB 2LU-Non-state B10 1296 01 198 277 1019 D.21 C NW S. River Dr NVV 1st St SS 2LU-Non-state 810 1296 185 260 1036 0.20 C NW 2nd ! NW 3rd St Miami River NW 12 Ave NW 12 Ave Miami River EB W8 20-Nor-state 2L0-Mort-slate 851 851 1361 1361 72 101 1259 0.07 83 116 1245 0.09 • i RICHARD GARCIA & ASSOCIATES, NC. lb . . # River's EdRe MUSP Traffic t rnpact Study • 41111/ 111 • condition and the proposed condition at the five intersections described • below using the Synchro/SimTraffic software. The results indicate the LOS • are within acceptable guidelines for these types of facilities. Table 8 • provides a summary of the results while the corresponding tab provides the program output. Future driveway volumes were estimated from the • adjacent intersections. i • The capacity analysis was done for the existing and proposed conditions (with site traffic) for the PM peak hour for the following intersections: • • • • • • • • • • • • • • • • • 511 IP 3e3 Intersection Level of Service Analysis intersection analyses were performed for the peak seasonal existing NW S. River Drive& NW 2nd Street (tinsignc lized) NW S. River Drive& NW 3rd Street (tlnsignalized) NW 7lfl Avenue & NW 2nd Street (ttnsignalized) NW 7th Avenue & NW 3rd Street (Unsignaffzed) ® NW S, River Drive/ NW 4in Street/ NW 8th Avenue (5 leg Signalized) • Site Driveway(s) (TBD) Table 7: Intersection LOS _,� 2 t,(,MM ~t<.. C f ti'v"�. v"r.,Y G ,!":✓ Y intersection Existing (2006) Proposed (2009) Delay LOS Delay LOS NW S.River Dr & NW 2nd ST 8.2 A 8,5 A NW S. River Dr & NW 3rd ST 1.5 A 2.3 A NW 7th AVE & 2nd ST 5.6 A 5.1 A NW 7th AVE & 3rd ST 5 A 3.5 A NW S. River Dr/ NW 4th ST/ NW 8th AVE 28.4 C 27.7 C SI L \I/�� • 10 17 River's Ed WISP • 4110 • Figure 6: Proposed PM Peak TMC (2008) • • • 0 • • • • • • • • • • 41110,.. • • • • • • • • • • • • • • • og. • • • Traffic Irnpa Figure 6 below depicts the future intersection volumes (TMC). /ti\ RICHARD GARCIA ASSOCIATES t,IC 18 River's Edge MUSP Traffic tupact Studv • Figure 7 depicts the driveway volumes, LosIy, the LOS analysis for the 11110., driveway resulted in an average delay of 8.2 seconds which corresponds • to an LOS A. Again, the intersection analysis tab in the appendix contains • • the results of this analysis. • Figure 7: Driveway Volume • • • • • • • • • • 411110 • • • • • • 0 • • • • • • • • • • • / A \ • • • i° R 1CHARD GARCIA ASSOCIATES, INC. 19 • River's Ed e MUSP Traffic pt'aStuth • 11110,„, 0 • • with the City's effort to alleviate traffic congestion. Addifionally, • information will be provided to residents and patrons of the transit system. Lastly, amenities will be designed that encourage all modes of • transportation and minimizes traffic congestion levels, • • • • • • • • • • • • • • • • • • • • 3.4 Transportation Control Measures Plan (TCMP) The developer recognizes the need to minimize the single -occupant Auto - Trip Based mode of transportation. As such, every effort will be made to promote the use of various modes available to this site. Such strategies as carpooling, ridesharing, and bicycle racks will be considered in keeping I iN70 ICHARD GARCIA & ASSOCIATES, !NC. 20 • River's Edoe US'P Traffic 1 act Stud- • • 4.0 Recommendation The results of the analysis contained in this report finds that the levels of • r service thresholds are maintained within the LOS standard of E for the • Person -Trip methodology for the roadway segment. Additionally, all the • intersections analyzed have acceptable Level of Service. The results • indicated the intersections analyzed will have an LOS C or better •• condition. As such, sufficient roadway person -trip capacity exists to • support this development. • • i • • • • • • • • • • • • i • i i • • RICHARD GARCIA ASSOCIATES, INC. 21 • River's EdjeMUSP �._ z a � Impact Stud) • 411 • • • • • • • • • • • • • • • • Appendix A: Trip Generation • • • • • • • • • • • • • • • • • • / • I \,,\ RtCHARARCM A.ssOC ATES NC, Appendix • • ••••••••••••••••••••••4•••••••••••••... ..• Land Use (LU) Highrise Condominium Specialty Retail Gross Vehicle Trips River's Edge MUSP Units 293 DU 22 T.G.L.A. ITE LU CODE 232 814 ITE TRIP GENERATION RATE 0.38 2.71 PM PEAK HOUR TRIPS o/ a 63% 44% 56% IN Trips 70 26 97 37% 56% 44% OUT Trips 41 33 74 TOTAL TRIPS 111 60 171 Vehicle Occupancy Adjustme Transit Trip Reduction @ Pedestrian/Bicycle Trip Reduction @ Net Vehicle Trios 16.0% Of Gross Trips 8.2% Of Gross Trips 0.0% Of Gross Trips 56% 56% 56% 56% 15 8 0 73 44% 44% 44% 44% 12 6 0 56 27 14 0 130 Net Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net Person Trips in Transit @ '1.40 Persons/ Vehicle Net Person Trips (Vehicle and Transit Modes 56% 56% 56% 102 113 44% 44% 44% 79 9 88 181 2 20 Net Person Trips (Walking/Bicycling) @ 1.40 Persons/ Vehicle NOTES: Trip Generation from ITE 7th Eq. 56% 0 44% 0 0 10 -PIummatv of io Generation Ca.....�u.._at4.,.. For4111 be2 1 w ng Units c _ off. -Rise Reside;, al /_c,,..b3Jse Sep,._ 200111 41 Average Standard Adjustment Drives Rate Deviation 41 7,,tor 41 g. Weekday 2-Way Volume _ 4. 18 2,08 1.00 225 40 7-9 r,7; Peak _'our Enter 0.06 0.00_.00 7-9 AM Peak Hour Exit 0.28 -GO 1.00 82 a AM teak Hour Total 0.34 0.59 1.3 100 ® 4-6 PM Peak Hour Enter 0.24 0.00 _.00 7C 4-6 PM Peak Hour Exit 0.14 0.O0 1.00 41 41 4-6 9' Peak Hour Total 0.38 0.62 1.00 _._ 41 PM Pt Hr, Generator, Enter 0.06 0.00 1.00 18 16 Pk Er, Generator, Exit 0.28 0.00 1.00 82 . 3 Pk Fir, Generator, Total 0.34 0.59 _.00 100 PM Pk __r, Generator, Enter 0.26 0.00 1.00 76 . PM Pk Hr, Generator, it 0.12 0.00 _.00 35 41 Saturday Pk Er, Generator, Total 0.38 0.62 1.00 111 Saturday 2-Mav Volume 4.31 2.11 1.03 1263 . Saturday Peak Hour Enter 0.15 0.00 1.00 44 Saturday Peak Hour Exit 0.20 0.00 1.00 59 41 Saturday Peak Hour Total 0.35 0.59 1.00 103 41 Sunday 2-Way Volume 3.43 1.88 1.00 1005 Sunday Peak Hour Enter 0.16 0.00 1.00 47 . Sunday Peak :our Exit 0.14 0.00 1.00 41 le Sunday Peak Hour Total 0.30 0.55 1.00 88 40 Note: A zero Indicates no data available. r Source: Institute of Transportation Engineers Trip Generation, ith Edition, 2003. 40 TRIP GENERATION BY MICROTR?NS • • • • • • • • • • • • • 10 10 River's Edge 2J5 10 Summary y of _ _ip Generation o__ Calculation 1111 :or 22 V C. ..,A. of Spec_._._ v _<.e :ai Center riugus- t, 2" 10 10 Average Standard ."`_`_.l_ LLs t,men 1. D-_ . erlaµ Rate De _ _.at! o a Factor Velu^:.e 10 10 Avg. Weekdaa._ 2-Way -o_'am 4 4. 32 15.52 7.00 97" 10 7-9 04 Peak _io°.:r Enter. 0.00 0. C3 1.00 0 -9 -4 Peak Hour Fix:_ � 0.00 0.00 1.00 0 10 _9 A Peak Hour _W_0.00 0.00 1.00 0 40 -6 FM Peak Hour EnterC' 0.00..C: 26 - 7 fit;" Pe Hour Fri t 2 G' . 00 ! . 30 33' . 4-6 P10 Peak Hoar Total 2,71 1_83 1.00 60 H5! Pk Hr, Generator, Enter 3.28 0.00 1.00 72 10 A! Pk Hr, Generator, Exit 3.56 0.00 1.00 78 10 M F, it i6.84 5 00' fi_. _, Generator, TcUa_ 3. � _. � �U3 PM Pk Hr, Generator, ester 2.81 0,03 00 62 . PM Pk Hr, Generator, Exit 2.21 0.00 1.00 49 PM? Pk Hr, Generator, Total 5.02 2.31 1.00 _=C' 10 Saturday 2-Way Volume 42.04 13.97 1 . 00 925 . Saturday Peak Hour Enter 0.00 0.00 .00 0 Saturday Peak lour Exit 0.03 3.00 00 0 . Saturday Peak :our Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 449 10 Sunday Peak Hour Enter 0.00 0.00 1.00 0 . Sunday Peak Hour Exit0.00 0.00 1.00 0 Sunday Peak Hour Tota_ 0.00 0.00 1.00 0 11110 I/ Note: A zero indicates no data available_ Source: Institute of Transportation Engineers 10 Trip Generation, 7th Edition, 2003. 10 TRIP GENERATION BY MICROTRANS 1 • • • • • • • • • • • • • • • • River's .Edoe t LISP T a c [rra act Study • • le • • • • • • • • • • • • • • • • 41. Appendix B: Trip Distribution • • • • • • • • • • • • • • • • 410 • • L &[J-\ RICHARD GARCIA & ASSOCIATES, INC, Appendix • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 40 • • • • • Traffic Analysis Zone (TAZ) • r • • • • • • 110 • • • • • • • • • • • • • • • • • • Miami -Dace Transportation Pion (to the Year 2030) Directional Trip Distribution Report January 2005 Prepared by: g Gannett Fleming In association with: PACO Group Public Financial Management Media Relations Grou o • • • • • • • • • • • • se 40 41 40 40 40 40 41 41 40 40 568 TRIPS 2113 834 245 541 715 2888 2577 3358 13271 • PERCENT 15.92 6.28 1.85 4.08 5.39 21.75 19.42 25.30 40 569 TRIPS 1620 442 132 73 853 2546 2235 3078 10979 • PERCENT 14.76 4.03 1.20 0.66 7.77 23.19 20.36 28.04 40 570 TRIPS 336 223 31 33 154 1346 1457 1371 4 PERCENT 6.79 4.50 0.63 0.67 3.11 27.19 29.43 27.69 40 40 38 - 1/18/05 40 Miami -Dade In "in? 2005 Cost Feasible Plan 1K.30__O55_. O.'SSO_IUTIJL-`: S NN 7AR ORIGIN CATIIIINAL DIRECTIONS ZONE NT2`� 3 S` SSE SSW WSW WNW NNW 556 TRIPS 753 429 m 102 95 2468 2803 2153 68 PERCENT 7.78 .4_ 1.83 _.05 8.24 25.49 28.95 22.23 557 TRIPS 1113 47S 106 39 202 2105 2055 2026 8724 PERCENT 12.76 5.48 1.22 0.45 9.124.13 23.56 23.22 558 72085 275 154 _17 138 149 353 440 408 2044 PERCENT 1.3.45 8.02 5.72 6.75 7.29 1..27 21.53 19.96 559 TRIPS 0 0 0 0 0 0 0 0 PERCENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 560 TRIPS 45 29 10 12 16 76 46 75 310 PERCENT 14.84 9.35 3.23 3.87 5.16 24.52 14.84 24.19 561 TRIPS 214 _46 75 50 103 337 241 285 1451 PERCENT 14.75 10.06 5.17 3.45 7.10 23.23 16.61 19.64 562 TRIPS 10 6 4 2 5 14 5 __ PERCENT 16.67 10.00 6.67 3.33 8.33 23.33 13.33 18.33 563 TRIPS PERCENT' 60 278 148 190 114 174 404 330 406 2044 13.50 7.24 9.30 5.56 8.51 19.77 16.14 19.86 564 TRIPS 449 369 489 98 269 552 591 634 3451 PERCENT 13.01 10.69 14.17 2.84 7.79 16.00 17.13 18.37 565 TRIPS 1000 1322 569 188 450 1147 1266 1375 7317 PERCENT 13.67 18.07 7.78 2.57 6.15 15.68 17.30 18.79 566 TRIPS 43 30 16 8 18 68 45 69 297 PERCENT 14.48 10.10 5.39 2.69 6.06 22.90 15.15 23.23 557 TRIPS 284 173 75 31 66 318 255 297 1495 PERCENT 18.95 11.54 5.00 2.07 4.40 21.21 17.01 19.81 4951 River's Edge MUSP Project Cardinal Distribution (TAZ 564) PM Peak Trips DIRECTION DISTRIBUTION °/a IN OUT Total 13.01 10.69 14.17 2.84 7.79 16.00 17.13 18.37 10 7 8 6 10 8 2 2 5 4 12 9 13 10 13 10 17 14 18 4 9 21 23 23 100.00 73 56 129 Note: Based on MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 1999 Model Validation and 2005-2025 Cost Affordable Plan, Date: December 31, 2001 obtained from Miami Dade MPO. Traffic Assignment Percentage North 31.38 East 24.86 South 10.63 IEEIIII_ 33.13 Total 100.00 • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • River's Edge MUSP PM Traffic Assignments Direction IN OUT TOTAL �. North 10+13=23 7+10=17 40 East 8+10=18 6+8=14 32 South 2+5=7 2+4=6 13 West 12+13=25 9+10=19 44 ..TOTAL : 129 • • • • see • • • • • • • • • • • • • • eee • • • • • • • • • • • • • • ••• • • 19 River's Edge MUSP PM Peak Project Trip Assignment 23 V f�l 3 flh1ilh1IflhlIIi 25 NW 2r d air 17 z 7 Cr 18 14 10 40 40 41 oro 41 40 40 41 40 41 40 41 40 41 40 40 40 40 *es 4, 40 40 4M 0 4, 41 41 4k 41 40 4, 40 0.40 4P 40 PM Peak Site Traffic River's Edge MtJSP 0 -14 NW 3 St 43-- > 25-a' NW 2 St m ti Z DTW —19 NW 2 St 25-y -'i,,r f I¢/ 'rC� & i)t -4 I.5 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • River's Edge 1 IUSP Traffic €pact Study • • i • �� r RICHARD GARCIA & ASSOCIA.TES, NC, Appendix • • Appendix C: Signal Timing & Adjustment Factors 241 TIMING DATA FOR 2316 S RIVER 613, 8 AV & 4 S T PA_ 07' 3S5 G Y R 16/ F 3C 3' R FWG Y9 1 .. 64 22 1 4 1 4_ 4 21 4 20 _ 7 2 T 64 25 1. 4 1 4 _4 16 _ 15 3 T 69 25 1 4 1 4 14 16 4 1 15 4 1 4 _ 51 13 _ 4 1 4 13 ' 4 7 2. 53 21 1 4 _ 4 _ 4 110 4 _ �� 0 6 51 22 _. 4 1 4 14 16 4 1 13 4 1 49 22 1 4 2 4 14 16 4 1 13 4 5 3 24 41 1 4 1 4 14 18 4 _ 1 4 11 39 41 1 4 1 4 1. 4 7A 4 _. 4 10 M 9 46 / 4 1 4 10 7 4 1 4 1 5 1 1 3 1 4 1 4 1 3 7 4 1 7 4 16 1 0 14 1 4 1 4 14 32 4 1 40 4 18 0 51 22 4 1 4 14 16 4 1 13 4 1 22 2 51 12 1 4 4 14 7 4 1 1) 4 1 23 2 51 12 1 4 1 4 14 7 4 1 7 4 1 24 3 0 16 1 4 1 4 14 7 4 1 7 4 1 MTN: 12 14 7 7 ENTER. THE CONTROLLER NUMBER (/ 33 TYPE: `.:=') V CYC 93 1v PEAK M2 9OPM PEAK 600123 1/6 75PRE AM 1/0 8 . _ _V2 RAGE 05?0S7 PM 3016.3 110T-9' _ 003 0 ., ...,im-C.r;v 900RANGF, 6031, 7 600B IN TEST vvr: 2 00, _ A'V, ._ BOWL 85= AFT Mi 7 60NIG T 8/4 6 60I 1E NIGHT _ 7 64RFCALL TEST PHASE: e2, ;,- g 4 \l/ � � E i � f 1 G(w) G(f) G(9) [ G(total) ( i R I I SPLIT `f t 2 L, p 4, �1_ 2005 Peak Season Factor Cztego _ R. Report . ALL ee _ 01, 01/_22 '005 01/0. 2 /2 J05 01/09/2005 01/16/2005 07/23./2005 5 01/30/2005 * -02/06/2005 • 3 0 2 / 1 3/ 2 0 0- • 02/20/2005 *7Q 02/27/2005 *11 03/06/2005 *12 03/13/2005 * 13 03/20/2005 *14 03/27/2005 *15 04/03/2005 *75 04/10/2005 *17 04/17/200S *19 04/24/2005 . 19 05/01/2005 20 05/08/2005 22 05/15/2005 22 05/22/2005 23 05/29/2005 24 06/05/2005 25 06/12/2005 26 06/19/2005 27 06/26/2005 28 07/03/2005 29 07/10/2005 30 07/17/2005 31 07/24/2005 32 07/31/2005 33 oe/0'7/2005 34 08/14/2005 35 08/21/2005 36 08/28/2005 37 09/04/2005 38 09/11/2005 39 09/18/2005 40 09/25/2005 41 10/02/2005 42 10/09/2005 43 10/16/2005 44 10/23/2005 45 10/30/2005 46 11/06/2005 47 11/13/2005 48 11/20/2005 49 11/27/2005 50 12/04/2005 51 12/11/2005 .52 12/18/2005 53 12/25/2005 Peak Season M00_. 0.96 - - 01/08/2005 - _1/15/2005 - 01/22/2005 - 01/29/2005 - 02/05/2005 - 02/12/2005 - 02/19/2005 - 02/26/2005 - 03/05/2005 - 03/12/2005 - 03/19/2005 - 03/26/2005 - 04/02/2005 - 04/09/2005 - 04/166/2005 04/23/2005 -- 04/30/2005 - 05/07/2005 - 05/14/2005 -- 05/21/2005 - 05/28/2005 06/04/2005 06/11/2005 06/18/2005 -- 06/25/2005 - 07/02/2005 - 07/09/2005 - 07/16/2005 07/23/2005 - 07/30/2005 - 08/06/2005 - 08/13/2005 - 08/20/2005 - 08/27/2005 -- 09/03/2005 - 09/10/2005 - 09/17/2005 09/24/2005 10/01/2005 - 10/08/2005 - 10/15/2005 - 10/22/2005 - 10/29/2005 -- 11/05/2005 - 11/12/2005 - 11/13/2005 - 11/26/2005 - 12/03/2005 - 12/10/2005 - 12/17/2005 - 12/24/2005 - 12/31/2005 15-Feb-2006 13:26:03 0.99 0.99 1.00 O_99 0.98 0.97 0.96 0.55 0.95 0.95 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.97 0.97 0.98 0.98 0.99 1.00 1,00 1.01 .01 1.01 1.01 1.01 1.01 1.02 1.02 1.03 1.03 1.03 1.03 1.03 1.03 1.04 1.06 1.07 1.08 1.07 1.06 1.06 1.05 1.05 1.03 1.02 1.00 0.99 0.99 1.00 1.03 1.04 1.03 lit _.01 1,00 0.99 0.99 0,99 _.00 -.00R 1.00 1.00 1.00 1.00 1.00 1,01 1'.01 1.02 1.02 1.03 1.04 1.04 1.05 1.05 1.05 1.05 1.05 1,05 1.06 1.06 1.07 1.07 1.07 1.07T 1.07 1.07 1.08 1.11 1.12 1,12 1.11 1.11 1.09 1.09 1.07 1.06 1.04 1.03 1.03 1.04 830090 [1,4,0,_; 6_8700_PkSEASON.tx- Face 1 of 6 10 r 205weekly 1._ 10 0ou__ty: 4: _ 0/435 <. _/02/ 700_ - - 01/oe, 2 1 3 „/09/2025 01 15/2005 6/20 5 - 2T/12/2075 10 C / 3/200E 01/29/2005 01/30/2005 - 02/05/2005 . 32/06 200= 02/12/200 02/13/2005 - . 19/2005 . 02/20/2005 - 02/2E/2005 10 31 /2` /2005 - 03/05 /2005 10 _1. 03/06/2005 - 2/20.5 12 D3/13/2005 - 0 /1 9/2005 • 13 / - 0/ - 6, 2025 14 03,27./2005 - 4/32/2235 II J.5 C3/20..5 -- 09/2 5 16 04/10/20 - c /16/ 005 10 17 04/17/2005 04,/23/2005 18 04/24/20 - 01/30/2005 10 19 05/01/2005 - O5/07/2005 20 05/08/2005 -- 05/i4/2005 . 2 05/15/2005 -- 05/21/2005 22 05/22/2005 - 05/2B/2005 40 23 05/23/2005 06/04/2005 24 06/05/2005 06/11/2005 10 25 06/12/2005 - 0E/18/2005 26 06/19/2005 - 06/25/2005 w 27 06/26/2005 - 07/02/2005 28 07/03/2005 - 07/09/20005 40 29 07/10/2005 -- 07/ 6/2005 30 07/17/2005 - 07/23/2005 • 31 0 /24/2005 - 07/30/2005 32 07/31/2005 - 08/06/2005 33 0E/07/2005 - 08/13/2005 34 08/14/2005 - 08/20/2005 •11. 35 08/21/2005 - 08/27/2005 36 08/24/2005 - 09/03/2005 • 37 09/04/2005 - 09/10/2005 38 09/11/2005 - 09/17/2005 10 39 09/1E/2005 - 09/24/2005 40 09/2E/2005 - 10/01/2005 40 41 10/02/2005 - 10/08/2005 4210/09/2005 - 10/15/2005 40 43 10/16/2005 - 10/22/2005 44 10/22/2005 10/29/20 5 40 45 10/30/2005 - 11/05/2005 46 11/05/2005 - 11/12/2005 40 47 11/13/2005 - 11/19/2005 48 11/20/2005 - 11/26/2005 • 49 11/27/2005 - 12/03/2005 50 12/04/2005 - 12/10/2005 51 !.2/11/2005 _ 12/17/2005 • 52 12/18/2005 - 12/24/2005 40 53 12/25/2005 - 12/31/2005 • • 17-Mar-2006 12:40:11 • • • • 14, • • • • 4m 0,94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.34 0.94 0.94 0.94 D.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.84 0.94 0.94 0.4 0,94 0.94 0.94 0.64 0.94 0.34 0.34 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0,94 0.94 0.94 0,94 0.94 0.94 0.94 Page 1 o5 18 0.99 0.99 0,99 0.99 0.99 0.99 0.99 0,99 0.99 0.99 0.99 0.99 0.92 0.99 0,99 99 .0.99 _.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 .99 0.99 C.99 0.99 0.99 0.99 0.9 0.39 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.93 0.99 C.99 0.95 0.99 0.89 0.99 0.99 0.91 0.91 9 0.91 0.91 0.91 0.91 0.91 0.C' 0,91 0.91 0,31 0.91 0.91 0.91 0.91 0.91 0.91 _.91 0.91 0.91 0.9_ 0,91 0.91 0,91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.51 0.51 C.91 C.per, 0.51 0.91 0.91 0.91 0.91 0.91 0.91 0.9? 0.91 0.91 5559.r1 1, 0, 0, 2] 6_87_AY:i4 • • • • • • • • • • i • • • • • • • • 1P. • • • • • • • f • • • • • • • • 41. • • • Rive SP Traffic impact Study , Appendix D: Traffic Counts (TMC°s) L/ '\ RICHARD GARC A & ASSOCIATES, NC„ Appendix Wi WO 40 410 4110 VP 0 WO WO 40 40 IP 40 40 40 IP 40 *dr 40 40 410 41 40 41 IP 40 41 0 EP 40 10 411 441040 40 41I Table: T3 River's Edge MIiSP INTERSECTION APPROACH VOLUMES INTERSECTION NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK 1-1R COUNT Date of Count PSCL PM PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH @ 2 % FOR 3 Years Committed Developments Net Traffic wlo Project 5 Site 'Traffic, (VPH) Total Traffic (VPH) a, 1 NW S,Rlver Or & NW 2nd ST SOUTHB©EJND SBR 49 .r= J q �: itt f 1.07 52 56 0 , 0 19 75 SET 96 1.07 105 111 0 0 0 117 SBL 0 1.07 0 0 0 0 D 0 TOTAL 147 157 167 0 0 25 ,__ �._..0 192 WESTBOUND WOR 0 1,07 U 00 0 WBT 0 1.07 0 _� , WBL 0 i.07 0 0 .___ �,.._.._.__.._.._ n TOTAL 0 0 0 0 0 0 0 0 NORTHBOUND NBR 0 1.07 0 0 0 0 9 NOT 86 1.07 92 9f1 0 0 7 105 NEiI_ 81 107 87 92 0 0 0 92 .._ . 19g7 ti,_,,,_, D TOTAL 167 1.07 178 190 0 7197 EASTBOUND EBR EBT 0 0 _..__ 0 0 0 0 0 _ 0 1.07 0 0 0 0 0 mmmm EBI 1.07 0 ii Q Ei 0 0 TOTAL 0 r 0 0 0 0 0 0 TOTAL. 314 336 357 0 0 32 389 2 NW S.River Dr & NW 3rd ST SOUTfI1,30UND ........,.............._...m..,.._...____—. WESTBOUNDWel SBR' SOT 21 90 Thursday, August 31, 2006 3 1.07 1.07 22 24 0 0-----__0 .._,___..?4...._.... 125 96 102 0 0 23 SF3L Q 1.07 0 0 0 0 0 23 0 TOTAL 111 119 126 0 0 149 WBR 9 0 0 1.07 0 0 D 0 0 0 WBL 1.07 0 0 0 0 —_.._...._. 0 0._.._._W. fi 1.07 0 Q 0 _._....._,.._.,._. 0 TOTAL 0 0 0 © ...,_.., 0._. 0 0 0 0 NORTHBOUNDNB'f NUR 0 1.07 0 __.._.. __. (1 0 0 3ID1 6 0 1 0 NBL Q2 1,07 86 93 0 0 0 1.07 0 0 0 TOTAL 82 1.t17_......_.._.W..__..35_............_._____._.._._117 88 93 ._ 0 0 31 —_ 124 ICT EASTBOUND EBR 33 0�-.�......_—..t7 43 EBT 0 1.070 1.07 7 00 0 0 0 0 EDT 7 40 8 0 0 0 TOTAL 43 45 0 0 43 88 TOTAL 233 249 265 0 0 97 362 ©Richard Garcia and Associates, Inc., 2005 97 i./20011 ••••• ell ••••••••••••••!!••!!••••••••■! WOW •• Table: T-3 River's Edge MUSP INTERSECTION APPROACH VOLUMES INTERSECTION NO- INTERSECTION NAME APPROACH MOVEMENT PM PEAK NR COUNT Bate of Count PSCF PM PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH @ 2% FOR 3 Years Committed Dev©lopmenln Nel Traffic wfo Project Sile Traffic (VPH( Total Traffic (VPH) 1 2 3 4 5 n 7 g 3 NW lit; AVF & 2nc1 ST SDLJTIIBOUND S5R 0 r -ri, cn q fit `t r-. 1.07 0 0 0 0 0 0 0 0 0 SBT 0 1,07 0 0 0 SILL„ 0 1.07 ..._.._.... 0 0 0 0 0 TOTAL 0 0 0 0 © a ....__.w,_,_ 0 10 97 WESTBOUND WfiR 9 1.07 10 1Q 0 10 0 9 WOT 42 1,07 45 45 0 49 WBL 0 1.07 0 0 0 0 0 0 TOTAL 51 55 58 0 0 58 19 77 NORTHBOUNDNOT NBR 0 1.07 0 0 0 0 0 26 1.07 28 30 0 0 0 30 NE3L ..__.._._�_._.._ 49 1.07 _.,. 52 _....._._..� 56 0 56 0 56 TOTAL 75 1.07 80 05 .,_ 0 56 ................._.__—.— 0 0 85 EASTBOUND CBR 0 0 © 0 0 EBL 0 1,07 0 0 0 0 0 0 0 1.07 0 0 0 D 0 0 TOTAL 0 0 a 0 114_..__ a 0 TOTAL 126 135 143 0 19 162 4 NW 7111 AVE & 3rd ST SOUT}iB 7UNt7 SBR 0 0 0 f t:no ¢ a, m :5 1.07 0.. 0 _,._._.,__.... 0g_ ....,..,___0.,._.. _..__ 0 0 ._ a 0 SBT 1 07 0 0 U 0 0 SBL TOTAL 0 1.07 0 0 0 0 p 0 0 o 0 0 6 0 WES"1SOUND WBR 0 0 0 1.07 0 0 0 —_ WEIT 107 0 (i 0 0 0 0 MT TOTAL 1.07 0 6 6 0 0 0 0 0 0 14 0 0 0 0 0 0 (i 14 NORTHI3Dt}NL) EASTBOUND TOTAL NBR 12 1.07 -13 NOT 20 1.07 21 23 0 0 0 0 0 23 0 _NBL TOTAL ECfK__._. 0 1.07 0 0 0 32 _._._ 34 36 f3 0 0 36 1.07 1.07 0 36 _,_._._._.,_..__,..._......._W,.._.__._..,._._...... 14 50 85 0 39 0 0 0l 43 ,_........_.,_,_....,_,_._.._..._.,._____. 43 €I 82 75 ......,-_ 06�—__. EB _______..___..._......__ EBL TOTAL 34 ____. 13 47 79 0 (3 1.07 15 0 __. 53 0 a 90 0 0 43 133 ©Richard Garcia and Associates, Inc., 2005 91512000 41000•ea0000.0000000000 0040!..4P0i•.4P!0.. .•i Table: T-3 River's Edge MUSP INTERSECTION APPROACH VOLUMES INTERSECTION NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK FIR COUNT Date of Count PSCF PM PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH @ 2%, FOR 3 Years Committed Developments Net Traffic w!o Project Site Traffic (VPN) Total Traffic (MI) 1 2 3 4 , s 5 NW S. River Drl NW 4th ST/ NW 8111 AVE- SOUTHEASTHOUND SEHR 27 ' a - rn E a ro 1.07 29 31 0 31 18 49 _SL6T 17 1.07 1E3 13 0 2;i h2 SEBL fi 1.07 6 7 0 7 7 0 7 TOTAL 50 54 s7 0 37 41,.._..._. 98 SOUTHWt'ST"BOUND SWBR 0 1.07 0 0 0 0 ❑ ❑ SWOT' 0 1,i7 0 0 0 El SWBL i3 1,07 0 0 0 0 0 TOTAL 0 0 0 0 0 0 WESTBOUND W13R 8 1.07 9 9 0 9 U Wl)l' 75 L0_7 80 85 0 0 31 116 WSL 60 1,07 64 68 068 68 TOTAL 143 153 162 0 77 31 193 NORTHBOUND NBR 91 1.07 97 103 0 103 0 11)3 . m...._ 30 NB7 26 1,07 28 � .._ 0 00 NHL 13 1.07 14 15 0 0 0 15 TOTAL 130 1.07 139 148 0 103 0 148 -0 14 EASTBOIJNO ESP 12 13 14-__, ..._ ._._,W... E-BT 94 1.07 1.07 101 107 0 0 0 107 EBL 25 27 28 _........._ ..�......_, 0 0 _,...... _,_W 0 _..0.... _ 28 TOTAL 131 146 149 0 6 149 TOTAL 404 432 459 0 181 72 588 Notes: 1 TMC data provided by RGA, Inc. 2 Peak Seasonal Correction Factor obtained from FDOT's FTI2005 3 PM Peak HOW Seasonally Adjusled 4 Project is expected to have a build -out in 3 years. 5 Committed Development Traffic_ 0,7 Percentage of traffic assignment from Traffic Assignment Figures. 6 Net Traffic with seasonally adjusted, background and commuted, 7,8 Site traffic assignment percentages from figure. 7 Silo Traffic in Vehicles per hour, 8 Total Traffic in vehicles per hoar Illegal right movements were made towards NW 3 S'i' ©Richard Garcia and Associates, Inc., 2005 916/2.0413 Start ; Rig ID Time i ht Factor I 1.0 I 04:00 PM 12 04:15 PM 17 II 04:30 PM 8 04:45 PM 13 IP Total 5{l s M i r 141) • • • • • • • s 110 • • • NW S. River Driv From North Thr Left 1 Ped s 1.0 1 1.0 29 28 26 21 104 Richard Garcia & Associates. Inc 13117 NW 107 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-75051Fax:3 D5-67 5-6474 Groups Printed- Unshifted NW 2 NW S. River Drive From East From South App. Total File Name : SRIVER-3 Site Code : 00000000 Start Date : 8/31/2006 Page No : 1 NW 2 From West Rig Thr Left Fed App Rtg ; Thr I Left Ped App. Rig Thr Left Ped App. ht . u s Total ht ; u s Total ht u ; s '', Total 1.0 10' 1.0 1.01 �.0 10 1.0 10' 1.0� 1.0 101.0 41 0 .._._ 0 0 0 0 0 23 13 0 45 0 0 0 0 0 1 0 23 18 0 41', 0 0 0 0 34 0 0 0 0 0 I 0 21 18 0 39, 0 0 0 0 34i 0 0 0 0 0' 0 19 19 0 38 0 0 0 0 0 int. Total 154 0 0 0 0 0 i 0 86 68 0 154 0 0 0 0 05:00 PM 11 23 0 0 341 0 0 0 0 05:15PM 13 25 0 0 38 ` 0 0 0 0 05:30 PM 12 22 0 0 34 i 0 0 0 0 05:45 PM 10 20 0 0 30 0 0 0 0 Total 46 90 0 0 136 0 0 0 0 Grand Total Apprch % Total % 96 194 0 0 290 33. 86. 0.0 0.0 1 9 15. 31. 0.0 0.0 47.1 6 5 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 77 86 73 72 308 0 23 26 0 49, 0 0 0 0 0 83 0 22 20 0 42 0 0 0 0 0 80 0 20 22 0 42 0 0 0 0 0 76 0 21 18 0 39 0 0 0 0 0 69 0 86 86 0 172, 0 0 0 0 0 308 0 172 154 0 326 0 0 0 0 0' 616 7. 0.0 5 8 2. 4 2 0.0 0.0 0.0 0.0 0.0 0.0 27. 25. 9 0 0.0 52.9 0.0 0.0 0.0 0.0 0.0 Ar t NW S. Rrver Drrve Out in Total 1721 290 4621 96i 1941 0 01 Right Thal Left Peds North t131/2006 4:00:00 PM , 813112006 5:45:00 PM 1 Unshifted Left Thru Ri ht Peds 154' 1721 01 1 194. 3261 520 Out In Total NW a, River Drive • • • • • • • • • • • • • • • • • • 1111 • 1LE-0 1, • I rr • Richard Garcia & Associates, inc 13117 NW 107 Ave. Suite- No.4 Hialeah Gardens, FL 33018 To!: 305-595-75051F ax:305-675-6474 File Name : SR1VER-3 Site Code : 00000000 Start Date : 8/31/2006 Page No :2 NW S. River Drive NW 2 NW S. River Drive NW 2 From North From East From South From West . I Start . Rig : Thr Left Left 1 Pet! App. I Rig Thr 1 Left 1 Ped 1 App. l Rig Thr • Ped App. Rig : Thr Left i Ped Appnt. Time ' h u! , s 1 Total l ht , u , s i Total i ht u : iiis l Total i hi L i 1 s Total Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 interseeti D4:15 Pivl on Volume49980014710000 008681016710000 0.314 33 60 51. 48. Percent 0.0 0.0 ' 0.0 0.0 0.0 0.0 ' 0.0 0.0 0.0 0.0 0.0 0.0 7 5 5 04:15 . 1728004510000 01023180 41000 0 0 : 86 Volume . 1 Peak : i 1 0.913 .••• Factor : . High Int. 04:15 PM 3:45:00 PM i 05:00 PM 3:45:00 PM Volume 17 28 0 0 4510000 0 i 0 23 26 0 49 i Peak 0.81 0.85 i Factor 7 i 2 • • • • • • • • 410 • • • • FP-7! ca 1 TH. N S. River Drive Out. In Total 86, 1471 2331 • 491 961 01 01 Right Thru Let Peds + j I --i ,' , r• North p/312006 4:15:00 PM pi31/200e 5:00:00 PM [Unshifted 4,7 Left Thru Right Peds al I Bad or 0 sal r 167!1. 255 Out in Tata NW S River Drive • • • • • . • • • • NW S. River Drive From North Start Rig Thr ; Left Ped App Rig Thr Left Ped Time ' ht u s Total ht u s Factor ' 11.0 i 1.0 1.0 1.0 1.0 11.0 1.0 1.0 04:00 PM 6 19 0 0 25 s 0 0 0 0 04:15 PM 5 26 0 0 31' 0 0 0 0 04:30 PM 3 24 0 0 27 0 0 0 0 04:45PM 7 21 0 0 280 0 0 0 Total 21 90 0 0 111 0 0 0 0 Richard Garcia & Associates. Inc 13117 NW 107 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 3 05-595-7505/F ax: 305-675-6474 Groups Printed- Unshifted NW 3 ST NW S. River Drive From East From South File Name : SRIVER-2 Site Code : 00000000 Start Date : 8/31/2006 Page No : 1 NW3ST From West App. Rig Thr Left Ped App. Rig ` Thr Left Ped App. Int. Total ht a s ` Tota€ ht a s Total Total 1.0 1.0' 1.0 1.0 1.0 1.0 1.01 1.0 0 0'' 0 • 05:00 PM 4 19 0 0 23 I 0 0 0 0 0 • 05:15 PM 1 24 0 0 25 0 0 0 0 0 05:30 PM 2 22 0 0 24 4 0 0 0 0 • 05:45 PM 3 26 0 0 29 0 0 0 0 0 Tatar 10 91 0 0 1011 0 0 0 0 0 • Grand • Total • Apprch % • Total % 6.7 . • 4 • • . • • • . • • • • • . . . 440 • • • 31 181 0 0 212 0 0 0 0 14. 85. 6 4 39. 0.0 0.0 „ 0.0 0.0 0.0 0.0 0.0 0.0 45,8 0.0 0.0 0.0 0.0 0.0 0 24 0 0 24 9 0 2 0 11 1 60 0 22 0 0 22! 8 0 1 0 9 1 62 0 19 0 0 191: 5 0 2 0 7 53 0 17 0 0 17 11 0 2 0 13 1 58 0 82 0 0 82 33 0 7 0 40 I 233 0 19 0 0 19' 8 0 3 0 11 i 53 0 21 0 0 21 9 0 2 0 11 57 0 23 0 0 23 9 0 1 0 10 57 0 26 0 0 26 7 0 1 0 al 53 0 89 0 0 89 °! 33 0 7 0 40 1 230 0 171 0 0 171 ' 66 0 14 0 80 1 463 7. 0.0 100 0.0 0.0 8 0.0 15 0.0 0,0 3 0.0 0.0 36.9 ! 14, 0.0 3.0 0.0 17.3 NW S. RiverDrwue Cut In Total 185! 1 2121 397'',: 31 181 CP 0: Right Thru Left Peds North p/3112006 4:00:00 PM pl3112006 5:45:00 PM Unshifted Let Thru Right Peds 0€ 1711 01 0' 247 i 171i , 4181 Dui in Total NW 5 River Drive • • • • • • • • • • • • • • s • • • • • • • • • • • • • • • 0 s • • • • • Richard Garcia & Associates, Inc 13117 NW 107 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/F ax:305-675-6474 File Name ; SRIVER-2 Site Code : 00000000 Start Date : 8/3112006 Page No : 2 NW S, River Drive NW 3 ST From North From East NW S. River Drive NVV 3 ST From South From West Start Rig Thr Left i Ped App. ' Rig Thr Left Ped App . Rig i Thr : Left Ped App. Rig ? Thr Let Ped , App.i Int. Time _ht u : s Total ht : u s Total ht u s Total ht u s Total Total Peak Hour From 44:00 PM to 05:45 PM - Peak 1 of 1 Intersecii 04:00 PM on Volume 21 90 0 0 111 0 0 0 0 0 0 82 18 . 81a 0.0 0.0 0.0 0.0 0.0 0.0 0,0 100 1 04:15 5 26 0 0 a1 0 0 0 0 00 22 volume 0 0 82 33 0 7 0 40233 0.0 0.0 8 4.0 1 0.0 0 0 22 Peak Factor High Int. 04:15 PM 3:45:00 PM 44:00 PM Volume 5 26 0 0 311 0 0 0 0 0 0 24 0 0 24 Peak 0.89 0.85 Factor 5 : 4 8 0 1 0 04:45PM 11 0 2 0 13" 0.76 9'. NW S. River Drive Out to _ Tot 89: 111'I 200: 21 90 0: 4: Right Thru Left Peds N Irh $/31/2006 400:40 PM 0/31/2006 4:45:00 PM Unshifted Fi I—M Left Thru Right Peds 01 a2 0 0o 1231 I 821 . 2Ii5 Out €n Total S,ver Drive n 4 0 m 62 0.940 Richard Garcia & Associates. Inc 13117 NVV 107 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/Fax:305-6 75-64 74 Groups Printed- Unshifted NW 7 AVE NW 2 ST From North From East Start Rig Thr 1 Left Ped App. , Rig ' Thr Left Ped Time ' ht a s ' T oiat € ht I Factor I 1.0 1 1.0 1.0 1.0 ' 1.0 1,0 1.0 04:00 PM 0 0 0 0 0 4 7 0 04:15 PM 0 0 0 0 0 1 10 0 04:30PM 0 0 0 0 0 1 14 0 04:45 PM 0 C1 0 0 0 3 11 0 Total 0 0 1 1 0 9 42 0 2 File Name . untitled6 Site Code : 00000000 Start Date : 8/31/2006 Page No : 1 NW 7 AVE NW 2 ST From South From West App. Rig Thr ; Lefi Ped App. Rig Thr Left Ped Total htl u s Total ht u s 1.0 1.01 1.0 1.0 1.0 1.0 1.0 1.0 16 14 53 0 8 14 5 27. 0 0 0 0 0 9 15 1 25 0 0 0 0 4 12 1 17 i 0 0 0 0 0 5 8 0 13 0 0 0 0 0 26 49 7 821 0 0 0 0 05:O0 PM 0 0 0 0 0 I 4 9 0 2 15 0 4 11 5 20 0 0 0 0 05:15PM 0 0 0 0 0 1 2 8 0 1 11', 0 6 13 3 221 0 0 0 0 05:30 PM 0 0 0 0 0' 3 11 0 1 151 0 5 14 1 20 I 0 0 0 0 05:45PM 0 0 0 0 0i 2 9 0 2 131 0 7 9 1 17i 0 0 0 0 Total 0 0 0 0 0 11 37 0 6 541 0 22 47 10 79' 0 0 0 0 App. i€?t. Total . Total 0 0 0 Grand 0 0 0 0 0 20 79 0 8 1071 0 48 96 17 161 0 0 0 0 0' Tata1 I 18. 73. 29. 59. 10. Apprch % 0.0 0.0 0.0 0.07 8 0.0 7.5 0.0 8 6 6 0,0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0,0 7.5 2 9 0.0 3.0 39.9 0.0 17g. 3 6.3 60.1 I 0.0 0.0 0.0 0.0 0.0 NW 7 AVE Ot4 In Total 68. ; 01 1 68' 0`. 01 0: 0 Right T hru Left Peds �1 North 5/31/2006 4:00:00 PM I 0/31/2006 5:45:G0 PM Unsh'rfted Left Thru Right Peds se! 48''' 0 17... [ 161 1511 Out In Tot/ NW 7 AVE 36 33 27 135 35 33 35 30 133 268 • • • • • • • • • • • • • • • • • • i • • • • • • • • • • w • 411 • • • Richard Garda & Associates, Inc 13117 NW 107 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel : 305-595-7505/F ax: 305-675-6474 File Name : untitied6 Site Code : 00000000 Start Date : 8/31/2006 Page No : 2 NW7AVE NW2ST NiW7AVE NW2ST From North From East From South From West Start . Lett Rig Thr Ped App ; Rigs Left Thr ` Ped App Left Rig Thr Ped Apo Rig Thr - Ped ! App int. Time ht u s Total hi , u s Total ht u .s Total ht u ; Left s Total Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersects 04:00 PM on Volume 0 0 0 0 0 9 42 0 2 0 26 49 7 82 0 0 0 0 0 135 Percent 0.0 0.0 0.0 0.0 ! 1 7 2 0.0 3.8 04:00 0 0 0 0 Volume Peak Factor High Int. 3:45:00 PM Volume 0 0 0 0 Peak Factor 0.0 317 5 8.5 0.0 0.0 0.0 0.0 4 7 0 1 12 0 8 14 5 27 0 0 0 0 04:30 PM 0', 1 14 04:00 PM 3:45:00 PM 16 0 8 14 5 27 0.82 ; 0.75 8, 9', NW 7AVE Eau! in Tots( 351 4€ r 35. 01 0l 01 0 Right Thru Leff Peds €- r o! ¢ -', co I fl I North o C It � ,131/2006 4:00:00 PM ,, » v r i131/2006 4:45:OD PM r ; I wI 14" a a w Unshifted a 1, �IL n co. Left Thru Right Peds 49i 26 0'7i (— ©' 1 82i B2 Out in Total VSAL7A.VE 39 0.865 Richard Garcia & Associates, Inc 13117 NW 107 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/Fax:305-675-6474 Groups Printed- Unshifted File Name : untitledl Site Code : 00000000 Start Date : 8/3112006 Page No : 1 NW 7 AVE From North Start1 Rig Thr 1 _.._ ` Ped App. Rig , Thr Fed App_ . Rig Thr Pea " App. Rig Thr : Ped App. Int Time ht u Left s i Total ht u Left s Total ht u Lett s Total ht u ;Left s Total Total Factor 1.0 1.0 €.0 1.0', 1.0 1.0 1.0', 1.0 1.0 i 1.0', 1.0 1.0 1.0 ' 1.0 ` 1 0', 1.0 04:00 PM 0 0 0 0 0 0 0 0 0 4 10 0 1 15 0 13 5 1 19 34 04:15 PM 0 0 0 1 1 i 0 0 0 0 0 1 2 4 0 1 7 0 8 2 2 12 20 04:30 PM 0 0 0 0 0 0 0 0 Cr 0 2 2 0 0 4 0 6 3 2 11 15 04:45 PM 0 0 0 4 O O 0 0 0 0 4 4 0 3 11 0 7 3 1 11 ',. 22 Total 0 0 0 1 1 0 0 0 0 0 12 20 0 5 37 -. 0 34 13 6 53 91 NW 3 ST From East 05:00 PM 0 0 0 0 0 0 0 0 0 05:15PM 0 0 0 0 0 0 0 0 0 05;30 PM 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 NVV 7 AVE NW 3 ST From South From West 4 5 0 2 11 2 4 0 1 7 3 6 0 2 11 4 4 0 1 9 0 8 4 1 13 24 0 6 3 1 10 ', 17 0 7 4 2 13 24 0 6 3 0 9 18 Total 0 0 0 0 0 0 0 0 0 13 19 0 6 38 0 27 14 4 45 ' 83 Grand 0 0 0 1 1 0 0 0 0 0 25 39 0 11 75 0 61 27 10 98 1 174 Total 100 33. 52. 14. 62. 27. 10. Apprch of 0,0 0.0 0.0 0 0.0 0.0 0.0 0.0 3 O 0.0 7 0.0 2 6 2 Total % 0.0 0.0 0.0 0.6 0.6 0.0 0.0 0,0 0.0 0.0 14. 2 0.0 6.3 43.1 0,0 35i 1 5.7 56.3 NW 7 AVE Out In Tote! 661! 0 01 0 1', Right Thru Left Peds 4J North A/31 /2006 4 00:00 PM A/31 /2006 5:45:00 PM Unshifted Le" Thru Right Peds 01 30 251 111 0! 75', 1 75. Out in Total NW 7 AVE • • • • • • • 410 • • • • • • • • • • • • • • • • • Richard Garcia & Associates, Inc 13117 NW 107 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel 3O 5- 5 9 5- 7 5051 F ax: 30 5-67 5-64 74 File Name : untitledl Site Code : 00000000 Start Date : 8/31/2006 Page No : 2 NW 7 AVE NW 3 ST NW 7 AVE NW 3 ST From North From East From South From West Start Rig Thr : Ped App. Rig Thr Ped App Rig , Thr Ped App Rig Thr Ped €i Apo. Int. Time ht - u ;Left s ' -iota! ht a Lef` s Tote; ht u Left s Total n: u Left s i Total Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 intersecti 04:00 PM on Volume 0 0 0 Percent 0.0 0.0 0.0 100 .0 04:00 0 0 0 0 Volume Peak Factor High Int. 04:15 PM Volume 0 0 0 1 1 Peak 0.25 Factor 0 0 0 0 0 0.0 0.0 0,0 0.0 0 0 0 0 3:45:00 PM 12 20 0 5 37 0 34 13 6 53 91 32. 54. 13. 54. 24. 11. 4 1 0.0 5 D.0 2 5 3 4 10 0 1 15 0 13 5 1 19 ', 34 0.659 04:00 PM 0 0 0 0 0 4 10 0 1 15 0.61 7 04:0L'PM 0 13 5 1 19 0.69 7 ?V!'iAVc Ou In Total ' 33 i Li 3-4 0; 0! 0'. Rot Thru Left reeds North $/21l206 4 00:00 PM kil3112006 4'45:00 PM Onshi`ted r4 Left Thru Right Peds 0 20! 12 $ 0 37l l 37 Out In Tot81 NW 7 AVE e i1 a C a: 0 a — • • Richard Garcia & Associates, Inc • 13117 NW 107 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-75051Fax:305-675-6474 • • • • • • • • • • • • • • 41110 • • • • • • • • • • • • • • • 4110 0 • • Groups Printed- Unshifted File Name : untitled2 Site Code : 00000000 Start Date : 8/31/2006 Page No : 1 S. RIVER DR Frorn North 4ST S. RIVER DR From East From South 4ST From West Start Rig Thr Left Ped j App. ! Rig Thr ILeft Ped App.Rig Thr Left Ped App. Rig Thr Left Ped App. Int. Time ht u s Total ht ; u s " Total ht ' u , s i Total ht i u s Total i Total Factor 1.0 1.0 0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 i 1.0 I 1.0 1.0 1.0 1.0 1.0 04;00 PM 4 2 1 1 8 2 14 18 1 35 24 10 1 0 35 4 16 2 2 24 102 04:15 PM 3 3 1 2 9 1 16 15 2 34 21 8 3 0 32 6 17 5 1 29 I 104 04:30 PM 4 4 1 3 12 2 9 16 0 27 20 9 4 0 33 5 19 4 1 29 101 04:45 PM 5 5 2 2 14 3 12 14 0 29 I 17 5 3 0 25 4 22 6 0 32 I 100 Total 16 14 5 8 43 1 51 63 3 125 I 82 32 11 0 125 19 74 17 4 114 407 05:00 PM 5 3 1 3 12 I 1 15 13 0 29 1 22 9 3 0 34 4 24 9 0 37 l 112 05:15 PM 9 4 1 1 15 2 25 22 1 50 '; 23 4 1 0 28 2 30 5 1 38 I 131 05:30 PM 6 6 2 1 15 1 3 19 16 0 38 22 7 4 0 33 3 22 6 0 31 ! 117 05:45 PM 7 4 2 1 14 ` 2 16 9 1 25 24 6 5 0 35 3 18 5 1 27 104 Total 27 17 6 6 56 I 75 60 2 145 91 26 13 0 130 12 94 25 2 133 I 464 Grand 43 31 11 14 99 16 126 123 5 270 173 58 24 0 255 31 168 42 6 247 871 Total Apprch % 43. 31. 11. 14. F 9 46. 45. 1.9 67. 22. 9.4 0.0 12. 65. 17. 2,4 4 3 1 1 7 6 8 7 6 0 0 Total % 4.9 3.6 1.3 1.6 11.4 1.8 1 5 14. 0.6 31.0 19. 6.7 2.8 0.0 29.3 3.6 1 3 4.8 ©7 28.4 i <t S. RIVER DR Out In T o:a€ 1161 l gg, I 2151 431 311 111 14, Right Thai Left Pods I � North -•>tr:. , Icn 8/3112005 5:45:00 FM €'I �o Unshifted -i mi Nm N Li L- Left Thru Right Reds 1 24 581 173 0 1851 1 2551 4401 Out in Tote[ S. RIVER DR • • Richard Garcia & Associates, Inc • 13117 NW 107 Ave. Suite- No,4 110 Hialeah Gardens; FL 33018 Tel: 305-595-7505/Fax:305-675-6474 • S. RIVER DR 4ST S. RIVER DR 4ST 40 • : From North , From East , : From South From West • Start l Rig i Thr l Left Ped : App Rig Thr - Leff ! Ped ! App. RLeft ig , Thr I Left Ped App, l Rig I Thr 1 l Pad l App. : Int. : Time i ht i u s ; Total l ht ; u I : s 1 Total ht ! u : s Total ht i u , : s , Total , Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 File Name : untitled2 Site Code : 00000000 Start Date : 8/31/2006 Page No 2 • • • • • • • • • • • • • • • • • • • • • • • • • • • 111 IntersectI 0500 PM 0/1 Volume 27 17 6 6 56 : 8 75 60 2 145 91 26 48. 30. 10. 10. 51. 41, 70. 20. Percent 1.4 2 4 7 7 7 4 0 0 05:15 9 4 1 1 15 2 25 22 1 50 , 23 4 1 0 28 1 2 30 5 1 38 Volume Peak Factor • High nt. 05:15 PM 05:15 PM i 05,45 PM i 05:15 PM Volume 9 4 1 1 15 l 2 25 22 1 50 ; 24 6 5 0 35 ! 2 30 5 1 38 Peak 0.93 i 0.72 0,92 : 0.87 Factor 31 5 I 91 5 • 13 0 130 12 94 25 2 133 I 464 10. 70. 18. 0.0 I 9 0 1.5 7 8 —,.---1 FE t.o , ..,- lE - 'S RIVER DR Out In Total 591 r 56 1 1151 271 171 6! 6 Right Thru Let! Peds 4—i 4 North /31;2006 5:00:00 PM /31/2006 5:45:00 PM Unshrited .4. * 4—: : E , Left Thru Right Pads 1 13[ 26 911 0 L 89 130 "-219 Out In Total S RIVER DR 0 131 0,885 River's'rlge WISP ... [ -a# c ..mpac S ud3 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Appendix E: Committed Developments • • '��fi A LPL/ • RICHARD GARCIA & ASSOCIATES, INC, • • Appendix 1 •C• •-••••••••••••••• •••••••••••••li•• ••f zgel€�t Search Results ji Layers Result Type: Project List Legend Total: 7 Projr:M Name Puerto Real Condominiums r= Rio Condominium Rivers Edge 6? Riverside Victoria Residential 524 NW 1 Street Nautica on the River CITY Or MIAMI. humTle l city directory i city officials 1 comnrissfon agendas i employment events :915911..899 y:526662 217 This Web site is best viewed using Internet Explorer version 5.0 or higher with a resolution of 1.024 x 768. Copyright (c) 7.005, City of Miami, Information Technology Department p:Ugis.rma.tmgov.com/RcdDBGIS50/MapForm.s/wti:mRedDBMap.aspx?Scrl leight-566&Scr\Vid[11-800 8/3 [ I2006 • • • • •.• • • • • • • • • • • • • • • • o• • • • • • • • • • • • • • • • o• • • Folio No 01-3134-081-0010 01-0201-000-1010 — 01.4138-003-0180 ,01 4138-004-0090,01-4138 004-0080 ,01-4138-004- 0010 Is Citywide Major Use Special Permits (MUSP)and applicable Class 11 Special Exceptions P PP p & Except Projects (Listed by Alphabetically by Project Name) (Status: A -Completed; 13-Under Construction; C-Approved; D-Application; E-Preliminary; E-Withdrawn) Name El Rio Apartments 524 NW 1 Street Nautica on the River Type of Permit Address 2005-0084 .row 01-0200-050-1090 01- Riverside 2005-0241,<new> 0200-050-1100 01-4138-003-0680 .Victoria Residential Exempt Locational information Description 2501-07 NW 16th Street Road Residential. Construct new 90-unit apartment building (Bidg. C- `64, 530 sf FAR) and 16-urdt apartment/parking garage (i3ldg. D- .13,488 sf FAR) adjacent to existing 2 apartment buifdings (230 units- 133,340 sf FARl on site.,, Residential 524 NW 1 Street 555 NW South River Drive )Residential 100 tl rf7 /? /7 NW South -River Drive r ..,,.,. 312 NW 9 Avenue Residential Residential Review [Approval Date 4/14/2005. Status E '' • 1 •ommitted Developments for River's Edge Richard ▪ From: Walford, Kevin C [KWalford©ci.miami.fi.usJ ▪ Sent: Thursday, August 31, 2006 2:15 PM . To: Richard !Subject: RE: Committed Developments for River's Edge • o Apartments -Class 1I 1 Street -Exempt a on the River -Class II riverside -Class II •toria Residentia -Exempt Either of the above referenced developments has an accompanying Traffic Study. ri ri ri •vin C. Walford Winner 11 ▪ ' of.Miarni Planning Department krval did@miarngov.carat 4- ww i. inianigo .com r444 SW2nd Avenue, 3rd Floor, Miami, Florida 33130 *Phone.. 30_ .41 f.1473 2 Fax: 305.416,1443 Page 1 of • • • • • • • • River's E4 e MUST Tva fl act Study • • • • • • • • • • • • • • • • Appendix F: Transit • 1• • • • • • • • • • • • • • • • • IS • • /1\ • 1L \\ RCHARD GARCiA & ASSOCIATES; INC, Appel), • • • • M • • • • • • • • • • • • • • 440• • • • • • • • • • • • • • • • • • No Transit Data Analysis Performed River's Edue MUSE' Traffic aci Study • • • • • • • • • • • • es.° • • • • • • • • • • • • • • • • • L RICHARD GARCIA ASSOCIATE , C. Appendix Appendix G: Corridor Analysis (Person Trip) • • 40 40 40 40 41 40 40 40 40 41 40 lb 40 40 40 IP 40 40 40 Nil 40 IP 40 40 IP f) 41 4110 4) 40 41 41 f) 0 40 40411 EP EP 4, Table: T-2 River's Edge MUSP PM PEAK HOUR VOLUMES Link ROADWAY NAME AT c`�'i LL 0 IL o u7 L) 0) o- < DIR PM Peak Hour Thursday PM PEAK HOUR AVERAGE VOLUME 2 3 4 5 6 7 8 9 1 2 NW 8th Ave NW 3rd St South of NW S. River Dr. Miami River to NW 12th Ave 0 0 N O c T- 0 0 NB 130 130 139 SB LINK EB 143 273 47 143 137 47 153 292 50 WB 51 51 55 LINK 98 49 52 Notes: 1 Roadway Name 2 Location of Count 3 Source of Data: RGA=Richard Garcia & Associates, Inc. 5 Peak Seasonal Correction Factor obtained from 2004 Florida Traffic Information CD, Miami -Dade North Category 8700 6 Link Direction 7 Raw Data 8 Average of Count 9 Seasonally Adjusted PM Peak Hour Calculation=Average*SF`ACF * Taken from approach TMC. CO Richard Garcia and Associates, Inc. 2005 0 0 0 40 401411 4, 40 40 40 40 40 0 4, 4, 40 4, 41 0 0 0 .4 • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0411 0 0 0 Table; T-7 River's Edge MUSP Project Traffic ROADWAY FROM TO DIR Net Vehicle Trips - IN Net Vehicle Trips - OUT Net Vehicle Trips - TOTAL NW 8th Ave NW 1st St NW S. River Dr NB 0 50 50 NW S. River Dr NW lst St SB 23 0 23 NW 3rd St Miami River NW 12 Ave EB 0 19 19 NW 12 Ave Miami River WB 25 0 25 0 • I • Ofili • • • • ••••••••••••4•••••••••••••••••••• Table: T-2 River's Edge MUSP PM PEAK HOUR VOLUMES Link ROADWAY NAME AT cot i D 0 o W U (i) d d €JIR PM Peak Hour Thursday AVERAGE PM PEAK HOUR VOLUME 1 2 3 4 5 6 7 8 9 NW 8th Ave South of NW S. River Dr. <L 0 0 c3 NB 130 130 139 SB 143 143 153 LINK 273 137 292 2 NW 2nd / NW 3rd St Miami River to NW 12th Ave d ctr 0 0 EB 47 47 50 WB 51 51 55 LINK 98 49 52 Notes: 1 Roadway Name 2 Location of Count 3 Source of Data: RGA=Richard Garcia & Associates, Inc, 5 Peak Seasonal Correction Factor obtained from 2004 Florida Traffic Information CD, Miami -Dade North Category 8700 6 Link Direction 7 Raw Data 8 Average of Count 9 Seasonally Adjusted PM Peak Hour Calculation=Average`SF*ACF * Taken from approach TMC. © Richard Garcia and Associates, Inc. 2005 • • • • toe • • • • • • • • • • • • • • • Ns • • • • • • • • • • • • • • • Ng • • • Table: T-6 River's Edge MUSP PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE ROADWAY MODE ROADWAY TO DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON - TRIP CAPACITY @ 1.6 PPV ROADWAY VEHICULAR VOLUME PERSON- EXCESS TRIP PERSON VOLUME TRIP 1.4 PPV CAPACITY ROADWAY PERSON TRIP VIC LOS EX1, ti 1NG CONEHTI N (S one Adjuste N11V 8th Ave NW 1st St NW S. River Dr NW S. River Dr NW 1st St NB SB 2LU-Non-state 2LU-Non-state 810 810 1296 1296 139 153 195 214 1101 1082 0.15 0.17 NW 2nd / NW 3rd St Miami River NW 12 Ave EB 2LD-Non-state 851 1360.8 50 70 1290 0.05 NW 12Ave Miami River WB 2LD-Non-state 851 1360.8 55 76 1284 06 KGROUND TRAF IC (2,4 NW 8th Ave NW 1st St NW S. River Dr NW 5. River Dr NW 1st St NB SB 2LU-Non-state 2LU-Non-state 810 810 1296 296 148 162 207 227 1089 1069 0.16 0.18 NW 2nd 1 NW 3rd S Miami River NW 12 Ave NW 12 Ave Miami River EB WB 2LD-Non-state 2LD-Non-state 851 851 1361 1361 5 75 8 286 0 0.05 0.06 RcU; C &;C(7h1 MIT NW 8th Ave NW 1st St NW S. River D NW S. River Dr NW 1st S NB S 2LU-Non-state 2LU-Non-state 810 1296 148 207 1089 6 810 1296 162 227 1069 8 NW Znd 1 NW 3rd St Miami River NW 12 Ave NW 12 Ave Miami River EB WB 2LD-Non-state 2LD-Non-state 85 85 136 36 53 58 75 81 128 1280 0.05 0.06 B T.,AND BACKGROUND & COMMETTED TR NW 8th Ave NW 1st St NW S. River Dr NW S. River Dr NW 1st St NW 2nd 1 NW 3rd St Miami River NW 12 Ave NB SB EB E E E 2LU-Non-state 2LU-Non-state 2LD-Non-state 810 810 851 1296 1296 1361 198 185 72 277 260 101 1019 1036 259 0.21 0.20 0.07 NW 12 Ave Miami River WB 2LD-Non-state 851 1361 83 116 1245 0.09 Notes: • • • • •4 • • • • • • • • • • 9 • • • • •41 • • • • • • • • • • • • • • 96 • • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOTS 2002 QILOS PERSON -TRIP LOS A B C D E A B C D 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 It 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 I11 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 IV2LD 1LU 0 0 270 720 780 0.00 0.00 0.35 0.92 1.00 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 FDOTs 2002 LOS BY THE LOS 'E' FOR EACH TYPE OF ROA©WAY. LOS 'E' DETERMINED 8Y INCREASING LOS D BY 50 VPH CAPACITY WHICH CAN EASILY BE ACHIEVED BY OPTIMIZATION AND OTHER TECHNIQUES. 0 0 0 41 0411 41 6 0 0 0 0 0 0 0 4) 0 0 0 6 0 0411 0 0 0 0 0 41 41 0 41 0 0 0 0 0 0 edl • 0 0 LU , 4204601. - 4183331 .‘50 '\> SW 2413S.T " \ nom-Erlif Aar ikEST,kvE SW 360 ST uJ • 26B.ST -.......... SW_224.S. 41833°71 4183331 0.5 0741 836 s ELI NW 7 ST " 412'808_ F 9kE.13,57 968 4183122 4183121 416419 ;122-) 4164212 2 tvlqe.s „.„ t4:1 R 21-17q 2512691 iz1C582i C.) EILP;N_C;AUsEwAy' A TM tip S EWA Y 886 177- -2498355 -2511563/ 3 T 4183341 •-•1 CI a "7 RIC KENBACKER CAUSEWAY MIAMI DOWNTOWN INSET 40 40 40 *4 • 41 40 40 40 41 40 40 40 40 40 40 40 EP 40 11441 40 IP 40 41 40 40 41 40 40 40 40 40 40 40 eis a 40 41 MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PRIMARY STATE HIGHWAYS AND INTERMODAL HIGHWAYS MPO Project Num. FacilitylProject Name Length (miles) Agency Project Num. FromlLoce6on To/L0c 810n Type of Work Project Cost ($000s) Prior Years Cost ($000s) Derailed Project Description DT412T95 SNAPPER CRKIBIKE-PED 4127951 =ROM DADELAND S. STATIO TO DADELND N STATN KE PATFI 92.5 Aclivily /Phase Funding Source Proposed Funding (in $000s) 2099 - 2007 2007- 2008 2008 - 2009 2009 .. 2010 2010 - 2011 CST 80 1,750 0 0 OT412800 SR 7/NW 5TH STREET 0.371 4128081 BRIDGE FROM NW 3RD ST TO NW 0TH ST _870659 REPLACE MOVABLE SPAN BRIDGE 609 ascule bridge replacement. Roadway improvements. Landscaping. Activity /Phase Funding Source Proposed Funding (in $000s) 2005 - 2007 2007 - 200E 2008 - 2002 2009 2010 - 2011 ROW 9NBR 3,6E CST 6N9R 48,4E 0 0 0 0 CST 3RP 2,041 0 0 0 CST 251 Ir 11 n DT4144772 TRAFFIC OPERATIONS 0.000 4144772 P)JSH BUTTON MIAMI-DADE COUNTY MISCELLANEOUS CONSTRUC TION Listing reflects FOOT District 6 Work Program as of the evening of Fehruary 21, 200G Activity /Phase Funding Source Proposed Funding Or $000s) 2006 - 2007 2007 - 2008 2008 - 2059 CST CST 66 0 2009 - 2010 2010- ?-01i 05 974 0 Section Al - Page 62 of 157 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • e MESP fi aet Study Appendix H: Intersection & Driveway Analysis L RICHARD GARCIA ASSOCIATES, ANC. Appendix • • • • oili• • • • • • • • • • 0 • • • • olio • • • • • • • • • • • • • • NI • • • Table: T-8 River's Edge MUSP . �{�._. .__ i. M.E'y?' . - S.•7 - 4 s<._dl S .-. 4 k1.i f..4 Si;T�F1'3_9�MifiSlxF�. �t�ts .-±�'-�t...,�,t�-vF��e: S<<�� r _�� �'�. _ "s�*C'e --. �o���n�. i��' ,,. i - t . ' i �f _ _.ti 1S`kyl7.--n 6 . 3. 'Y 3. �'�..Utiti .�i k"_' ���,, `. ui i' {.S.h?$Vi r; .i�A><L�i . ?, -x..- { kt �� v �`�A� � � 5 � z}y.:7,"*�: M . 5 ''- „ 'ti , _ s1 � f z: , S.�4g-. Sx:, F � i .h N _ F1+- .:h ) . 4h,A'.kb 4. . ." l L. 1 i, }- A Ydi _l: .-,kt� t.. .��� - �t�, �. >t .S � 5 �;-, �. fi _i _ -k �3r,� i, ti ,. i Yl,.n`�'4���r�;.3,i�..�c.u��Ch�t�t4 ic.`-��=-.�4�v , 7-`r,)�� 1r�.� 4�4. .sv .,.V1 �, .*1h �',x »tom,..,_wSc�,,�.1.,. (y&7l,T4'�4t�1 -. ti\ . -.. :, -h6 Ylyi'7". T ttiG .' t i ��S � '' fi k >T �,..- -xY.:�b Intersection Existing (2006) Proposed (2009) delay LOS Delay LOS NW S.River Dr & NW 2nd ST 8.2 A 8.5 A NW S.River Dr & NW 3rd ST 1.5 A 2.3 A NW 7th AVE & 2nd ST 5.6 A 5.1 A NW 7th AVE & 3rd ST 5 A 3.5 A NW S. River Dr/ NW 4th ST/ NW 8th AVE 28.4 C 27.7 C • • • • oe• • • • • • • • • • • • • • • 4,4 • • • • • • • • • • • • • • • ols • • • Existing MP Peak River's Edge MUSP Rniniet:25sd0:,38.53". id, • • HCM Unsignalized Intersection Capacity Analysis • I: NVV 2 ST & NVV S. River Dr • • • • • • • • • L Lane Configurations Sign :Central • • • .:Stop Volume (veh/h) 0 0 peak Hour Factor • 0.92 0,92 Hourly flow rate (veh/h) 0 0 Volume Total (vph) 171 195 Volume Left.(vph): • . 114 . .0 Volume Right (vph) 57 100 Ha dj (s) : : • 0.0 —0.3 Departure Headway (s) 4 3 4.0 Degree Utilization, x 0.20 0.22 • Capacity (veh/h) 834 661 Control Delay (s) 8.3 8.1 40 Approach Delay (s) 8.3 8.1 • Approach LOS A A • IiiteiieTotiOri'f'SOffiMlafis::!F?::1,,f,'.:Tf:;:IF:,-;;;..,;,,,..,. Delay .•..:. E ::..:,.,.:,..E . • '.E ,.. :::::E.:.::..:i: .:. 8.2 ...: : '14:CH :• L/::)..., :: • -', • ..:.:. :.::...' '.. . • . • HCM Level of Service A • IntersectionCapacity:Utilizatien ;27.8%.: , 'ICO.:LeVel of BL B L Stop Stop 105 52 87 92 0 92 0 92 0 92 0.92 114 57 95 100 River's Edge MUSP Existing PM Peak • • • • • • • • • • • • • • A • • fioriclIv17-AA51 • • Page 1 • • HCM Unsignalized Intersection Capacity Analysis • 2: NW 3 ST & NW S. River Dr 0 • 676664';N-7-3--',n71.-F: . Lane Configurations Sign Control Stop Free Free • Grade 0% 0% 0% • Volume (veh/h) 7 35 88 96 22 Peak Hour Factor 0.92 0.92 0.92 0.92 0 92 • Hourly flow rate (veh/h) 8 38 96 104 24 . Pedestrians Lane Width (ft) • Walking Speed (ftls) . Percent E3lockage Right turn flare (yen) • Median type None . Median storage veh) vC conflicting volume 212 116 II vC1, stage 1 conf vol • vC2, stage 2 conf vol tC, single (s) 6.4 • tC, 2 stage (s) tF (s) p0 queue free % cM capacity (vehlh) • • • • • • • • • • • • • • • • . . Volume Left 6.2 3 5 3.3 99 96 776 936 38 96 . 128 0 0 0 Volume Rigtit p 38 '0 24 cSH 776 936 1700 1700 Volume to Capacity 0.01 0.04 0,06 0.08 Queue Length (ft) Coritroi Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Surnrnv River's Edge MUSP Existing PM Peak 1 3 0 0 97 90 00 00 A A 91 Q0 00 Average Delay 1.5 Intersection CaPacity Utilization 17-9% ICU Level of Service A. Page 1 floridly17-aa51 • • • • • • • • • • • • • • • • • • • • 1410 • • • • • • • • • • • • • • • HCM Unsignaiized Intersection Capacity Analysis 3: NW 2 ST & NW 7 AVE Me eme€ t Lane Configurations Sign Control`; Grade Volume (vein/h) Peak Hour Factor Hourly flow 'rate `(veh/h) Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh Median type Median storage veh) vC, conflicting volume 60 vC1, stage 1 conf vo vC2,.stage 2'conf vol tC, single (s) 4.1 tC, 2'stage (s) tF (s) p0 queue free % cM capacity (vehlh) rect. , Larry 2.2 100 1544 4\ 4 Free Free Stop 0% 0% 0% 0 0 0 0 45 10 52 28 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 0 0 . 0 49 1.1 57 30 4. 2.2 100 1623 54 , : 60 River's Edge MUSP Existing PM Peak 4/ Stop 0% 0 0 0 0 0.92 0.92 0.92 0.92 0 0 C1 0 None 54 54 7.1 6.5 6.2 7.1 6.5 6.2 3.5 4.0 3.3 3.5 4.0 94 96 100 100 100 944 831 1085 897 837 1013 3. 1.00 Volume Total Volume Left Volume Right cS H Volume to Capacity Queue Lerigth (ft) Control Delay (s) Lane :LDS Approach Delay (s) Approach LOS ntersectton Sumrrtar ' Average Delay Intersection Capacity Utilization 60 87 0 57 11 0 1700 ';901 0.04 0.10 0. 0.0 9.4 0.0 94... 8 5 6C;ul Los' : 14.7"k ICU Level of Service • • floridlv17-AA51 • • Page 3 • HCM • Unsignalized Intersection Capacity Analysis 4:NW3ST&NW7AVE • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Move ent Lane Configurations Sign Control Grade Volume (vehih) Peak Hour Factor Hourly flow rate (vehfh Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) vC, conflicting volume 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) Drrection Lane # ---0 4 Free 0% 14 36 0 0.92 0.92 0.92 0.92 :15 39 0 4\ Free River's Edge MUSP Existing PM Peak T SF Stop Stop 0% 0% 0 .21 13 0 '0 0 0.92 0.92 0.92 0.92 0.92 23 . 14 0 .;0 0 None Noise 39 70.., 70 .39 ,95 70 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2.2 100, 1571 3.5 4.0 3.3 3.5 4.0 3.3 100 97 ' 99 . .:100 100 100 916 813 1032 851 813 1085 Volume Total VOIU Left Volume Right cSH Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS Approach Delay (s)... Approach LOS.. Intersection 54 37 15 0 0 14 1623 855 0.01 0.04. :.... 1 3. 2. A 2.1 9.2 9.2 Average Delay Intersection Capacity Utilization 50. 1=_,C` 13.3% ICU Level of Service • • floridlvl7-AA51 • • Page 4 • • • HCM Signalized intersection Capacity Analysis • • • • • • • • • • • • • • • • • • • • • • 5: NW 8 AVE & NW S. River Dr River's Edge MUSP Existing PM Peak r Lane Configurations ideal Flow (vphp) Total Lost time (s) Lane Ltil. Factor Frt Flt Protected Said. Flow (prat) Fit Permitted Satd. Flow (perm) 41, 1900 .1900 1900 1900 1900 1900`` 4.0 4.0 4.0 0.95 1.00 1.00 0.99 1.00 0.98 0.99 0.95 1.00 3458 1770 1834 0:89 0.65 1.00 3106 1220 1834 Volume (vph) 27 101 13 64 80 9 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vp) 29 110 14 70 87 10 Lane Group Flow (vph) 0 153 0 70 97 0 900 1900 4.0 1.00 1.00 1.00 0.85 0.95 1.00 1770 1583 0.93 1.00 1737 1583 14 28 0. 0.92 0.92 0.92 15 ':: ` 30 0 0 45 105 900::1900 1900. 4.0 1900 4.0 4.0 1.00 0.95 0.89 0.85 0.99 1.00 1635 1504 0.99 1.00 1635 1504 97 6 18 0.92 0.92 0.92 105 7 20 0 27. 32 Turn Type cust0 Protected Phases Permitted Phases Actuated Green, G (s) 15.0 Effective Green, g (s) : 16.0 Actuated g/C Ratio 0.18 Clearance Time (s) 5.0 Lane Grp Cap (vph) 552 vs:;Ratio Prot vls Ratio Perm 0 vfc Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Level of Service Approach Delay "(s), Approach LOS ustom 6 08 32.01... 1 00 2 32 C custom Prot Perm Perm ` Perm 8 2 15.0 15.0 16.0 16.0 0.18 0.18 5.0 5.0 217 326 005 c0.06 0.32 . '0.30 323 32.1 08 `1.00 3.9 2.3 36 2 34.4 D C 35.2 D 3 31 26.0 26.0 27.0 27.0 0.30 0.30 5.0 5.0 521 475 0.03 0.07 0.09. 0.22 22.6 23.6 81 65.0 65.0 660 66.0 0.73 0.73 5.0' 5.0 1199 1103 0.02 0.02 0.02 " " 0.03 3.3 3.3 1 00. :1.00 : 1.00 1.00 0.3 1.1 0.0 0.0 23.0 ""24.7 3.3 3.3 C C A A 24:2 3.3 C A HCM Average Control Delay HCM Volume to'Capacity ratio . Actuated Cycle Length (s) Intersection Capacity Utilization 1 Phase conflict between lane groups. c Critical Lane Group 27.9 015 90.0 36:2% HCM Level of Service Sum of lost time (s) ICU Level` df Service 8.0 • • floridlv17-aa51 • • Page 1 • 04. 40 • • • • 0 • Peak -hour. factor PHF 0.92 0.92 0.92 HCM Signalized intersection Capacity Analysis 5: NVV 8 AVE & NVV S. River Dr River's Edge MUSP Existing PM Peak 1900 Ideal LangConfigurations Flow (iphp1) ',1900:. 190C Total Lost time (s) Lane Util: Factor Frt Fit Protected : Satd. Flow (prot) Fit Permitted Satd. Flow (perm) : 29 • Lane Group Fiow (vph) 0 0 0 • Protected Phases • Permitted Phases. Actuated Green. G (s) • Effective Green, g (s) • Actuated gJC Ratio Clearance Time (s) 40 • • • • • • • • • • • • • • • Tdrn.:Type . Prc)t 4! 41 Lane Grp Cap (vph) v/s Rato Prot. . . vis Ratio Perm Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) 0 0 Approach LOS A bitiNQA1tr 110;15115-MRIMEHEIROWNYglENKREAREWTENmiglEgA47 TiRREOPP'4":7 • • ficridiv17-aa51 • • Page 2 40 40 40 40 oil • 40 40 0 40 0 40 40 40 40 40 0 40 0 40 4* al 41 40 40 EP 40 0 41 0 40 40 0 40 40 041 0 40 0 Proposed PM Peak (2009) River's Edge MUSP • • HCM Unsignalized Intersection Capacity Analysis • 1: NW 2 ST & NW S. River Dr 41111 • Movement • • • • • Dwection Lane Configurations Sign Control Stop. Volume (veh/h) 0 0 Peak Hour Factor 0,92 0.92 Hourly flow rate (veh!h) 0 0 Volume Total (vph) 209 214 • Volume Left (vph) 127 0 • Volume Right (vph) 82 114 Hadj (s) -0.1 -0.3 • Departure Headway (s) 4,3 4.1 • Degree Utilizatic)n, x 0.25 0.24 • Capacity (veh/h) 3 Control Delay (s) 88-86 686-33 • Approach Delay (s) 8.6 8.3 • Approach LOS A ik . Intersection Summary Delay 8.5 46.--,t1 Los • HCM Level of Service A • Intersection Capacity Utilization 31.2% ICU Level of Seniice Stop Stop 117 75 92 105 0 92 0.92 0.92 0 92 127 82 100 114 • • • • • • • • • • • • • • • River's Edge MUSP Proposed PM Peak (2009) A • • • floridIv17-AA51 • • Page 1 • • HCM Unsignalized Intersection Capacity Analysis • 2: NW 3 ST & NW S. River Dr • • • • • • • • • • • • • • • • • • • • • • • • • • • • • cSH Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS Approach DelaY (s) Approach LOS Mi5Vethent Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volurne (vehih) 8 80 124 125 24 Peak Hour Factor 0.92 0 92 0.92 0.92 0 92 Hourly flow rate (vehih) 9 87 135 136 26 Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage Right turn flare (veh) Median type Median storage veh) vC, conflicting volume 284 149 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) tC 2 stage (s) tF (s) 3.5 3.3 p0 queue free % 99 90 cM capacity (vehlh) 706 898 f\lone River's Edge MUSP Proposed PM Peak (2009) ZI10.1$E., -1g5V''''''P'*IAggIg18REOY%RVgRg45goz4zlv7g27imwrot Volume Left 9 0 0 Volume Right 87 0 26 876 1700 1700 911 0.08 010 9 0 ° 9.6 0,0 0 .8 A A IfitktiOC.74 'O,7-'''''''InfiTgt11ESZSSMalf,initatgtaSntnffigttniar"'''''-''akqEr AverageDelay 2.3 1nterSeOtiOnca,paoityHi'vtio4got('.,,:20 0% ICU Leve of Service A • • floridivI7-aa51 • 11) Page 1 • • HCM Unsignalized Intersection Capacity Analysis • 3_NW2ST&NW7AVE • • • • • • • • • • • • • • • • • Volume Total • Volume. Left • Volume Right • cSH Volume to Capacity • Queue Length (ft) • Control Delay (s) Lane LOS • Approach Delay (s) • Approach LOS, ovemer_ Lane Config Sign .Control Grade Volume (veh/h) Peak Hour Factor Dourly flow rate (veh/h) Pedestrians Lane V.Vidth (ft) Walking Speed (ft.'s) Percent Blockage Right turn flare (veh) Median type Median storage veh) vC,:eonflicting`volume :84 vC1. stage 1 conf vat vC2, stage 2:conf vol tC, single (s) tC, .2 stage (s) tF (s) p0 queue free cM capacity (vehih) ©lrectron Care # 4.1 2.2 100 1513 11 l River's Edge MUSP Proposed PM Peak (2009) Free Free Stop , Stop 0% 0% 0% 0% 0 0 0 67 : `: 10 56 30 : 0 0 0 3 .92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 €3 0' . 0 73 11 61 33 0 0 0 4. 2.2 100 1623 None 78 84 None 95 78 78 7.1 6.5 6.2 7.1 6.5 6.2 3.5 4.0 3.3 3.5 4.0 3.3 93 96 100 100 100 100 911 806 1085 861..,..812 982 • • • • • • • • • • ntersection rnm 84 93 0 61 11 0 1700 871 0.05 0.11 0 0.0 9 9.6 A .0 9.6 Average Delay Intersection Capacity I ltilization 16.2% Cl ► Level o: Service • • floridlv17-AA51 • • Page 3 • • HCM Unsignaiized Intersection Capacity Analysis • 4: NW 3 ST & NW 7 AVE overler t • Lane Configurations • Sign Control Free Grade 0% • Volume (veh/h) 15 82 0 • Peak Hour Factor Ci.92 0.92 0.92 Hourly flow rate (veh/h) 16 89 0 • Pedestrians • Lane Width (ft) Walking Speed (ftls) • .Percent Blockage Right turn flare (veh) Median type • Median storage veh) 40 vC, conflicting volume vC1, stage 1 conf vol • vC2, stage 2 conf vol, • tC, single (s) tC, 2 stage (s)• I . tF (s) 2.2 2.2 • 0 queue free' % 99 100 cM capacity (veh/h) 1623 1 506 •41111110 D r6ctron, LaB ne # E;1 MB Volume Total 105 4 • Volume Left 16 Volume Right 0 1 5 • cSH 1623 .�: 828 • Volume to Capacity 0.01 0.05 Queue Length (ft) 1 4 • Control Delay (s) 1.2 9.6 • Lane LOS A A • Approach Delay (s) 1.2 9.6 Approach LOS • fterseion River's Edge MUSP Proposed PM Peak (2009) • • • • • • • • • Average delay Intersection Capacity 3.5 15.6p%, Free 0% 0 '' 0 92 0.92 Q. Stop 0% 0 23 14 0. 0.92 0.92 0.92 0.92 0.92 0.92 0 02 .`1 0 3.5 4.0 1.00 97 847':. 761 .. ........... .. 3.3 3.5 4.0 3.3 98 10.0 1 {1c� 1 Cio 969 779 761 1085 Stop 0. 0 0.92 0 6.2 • • • floridlvl7-AA51 • • Page 4 • • • 5: NW 8 AVE & NW S. River Dr 1111/ • • MO:00i • • • • • 0 • • • • • 410 • • • • • • • • • • • • • • • • • • • • • HCM Signalized Intersection Capacity Analysis Lane Configurations Ideal:Flow (Vphpl). Total Lost time (s) Lane IN_ Fact& • Frt Flt.Protected• 4.1-) 1900 1900 1900. 1900 1900 1900. 4.0 4.0 4.0 095 100 100 • • 0.99 1.00 0.99 099 0,95 .100 Std. Flow (prot) 3458 Fit Permitted 0.88 Satd Flow (perm) 3081 Volume (vph) 28 107 14 Peak -hour factor, PHF 0.92 0.92 0.92 Adj. Flow(vph) 30 116 15 Lane Group Flow (vph) 0 161 0 Turn Type custom custom cu Protected Phases Permitted Phases 6 Actuated Green, G (s) 15. Effective Green g (s) 16.0 Actuated g/C Ratio Clearance Time (s) Lane Grp Cap (vph) vfs Ratio Prot vfs Ratio Perm vlc Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 6 1770 1842 0.65 1,00 1211 1842 68 116 0,92 0.92 74 126 74 136 stow Prot 2 2 River's Edge MUSP Proposed PM Peak (2009) R g 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 1.00 1.00 1.00 0.95 1.00 0.85 0 87 0.85 0,95 1.00 •0.99 1.00 1770 1583 1613 1504 0.93 1.00 0.99 1.00 1728 1583 1613 1504 9 15 30 0 103 7 42 0.92 0.92 0.92 0.92 0.92 0.92 0,92 10 16 33 0 112 8 46 0 0 49 112 0 54 53 Perm Perm Perm 31 8! 3! 8! 26.0 26.0 65.0 65.0 16.0 16.0 27.0 27.0 66.0 66.0 0.18 0.18 0.18 0.30 •0.30 0.73 0.73 50 50 5.0 5,0 5.0 5.0 50 548 215 327 518 475 1183 1103 c0.07 0.03 0.05 0.06 0.03 0.07 0.04 0 29 0 34 0 42 0 09 0 24 0,05 0 05 . 32.1 32.4 32.9 1-.00 1.00 1.00 1.4 4.3 3.9 33.5 36.7 36.7 C D D 33 5 22.7 23.7 100 100 0.4 1.2 23.1 24.9 24 3 3.3 3.3 1.00 1.00 0.1 0.1 3.4 3.4 A A 1A4 y:ZIRY07411:71 166: ZESINIFEENEZEIEPZSElregaEMSTazkzaak'VSNaie:AEEIZMAZI',iZ HCM Average Control Delay 27.2 HCM Level of Service RCM Volume to Capacity ratio 0 18 Actuated Cycle Length (s) 90.0 Sum of lost time (s) Intersection Capacity UtilizatiOn 39 9% ICU Level of Service Phase conflict between lane groups. c Lane Group s • 2 8 0 floridiv17-aa51 Page 1 • • HCM Signalized Intersection Capacity Analysis • 5: NW 8 AVE & NW S, River Dr 410 • • .:17.:NWNEEBNBIRO „,„ • • • • • • 411 fa • 411 • 41 • • Lane Grp Cap (vph) ‚vfs Rato Prot vfs Ratio Perm • • Uniform Delay, dl Progression Factor • Incremental Delay, 82 • Level of SeNice • Approach Delay (s) • Approach 'LOS • Fit,0704744,,C ,,:,',r'"''TEFE1VENI.5BEeltaPqjP;NalfllgiVEEAEPNrgN,VZRPEII5,ZRgtatrlqnfgffnr,fg! LanCConfigurations Ideal Flow (vphpl) Total Lost time (s) Lane Util, Factor 1900 1900 1900 Frt Fft Protected Satd. Flow (prat) Fit Permitted Satd. Flow (perm) Volume (vph) 49 0 0 Peak -hour factor, PHF 0.92 0.92 0.92 Adj. Flow (von) 53 0 0 Lane Group Flow (vph) 0 0 0 Turn Type Prot Protected Phases 4! Permitted Phases 4! Actuated Green, G (s) Effective Green, g (s) Actuated gfC Ratio Clearance Time (s) River's Edge MUSP Proposed PM Peak (2009) • • • • • • • • • 411 • 0,0 A • • floridiv17-ea51 • • Page 2 40 40 40 40 40 IP *6 . 4, 40 • 0 • • 40 • • • O HCM Level of Service A ritereCtioniCa.pacity:QtIlization. • HCM Unsignalized Intersection Capacity Analysis 18: DAN & NVV S. River Dr tafe67040,215yaga:Tw" Lane Configurations Sigh.Centrol. : : Stop Volume (verilh) 31 25 peak Hour Factor 1. • 0,92 .0 92 Hourly flow rate (veh/h) 34 27 4\ t 4/ 4 Stop Stop 7 117 139 66 0.92 0.92 0.92 0,92 8 127 151 72 River's Edge MUSP Proposed PM Peak (2009) Volume Total (vph) Volume Left (vph) 61 135 34 8 Volume Right (vph) 27 0 Hadj (s) -0.1 0.0 Departure Headway (s) 4.5 4.3 Degree Utilization., x Capacity (ven/h) 223 0. 72 0.2 1••! 4.0 739 815 881 Control Delay Approach Delay (s) 7.9 8.1 8,3 Approach LOS A A A Rktik4frgwfflr--7F- 'IIRENREEERRENEERNINININEFNRRL. • • • • • • • • • • • • • • 410 • • • ICU Level of Service floridIv17-aa51 • 0 Page 1