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Tab III.2 Traffic Impact Analysis
1700 Biscayne Boulevard Miami, Florida 1700 BISCAYNE BLVD MUSP 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 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 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: Projec Location: 170o Biscayne Blvd MUSP - Traffic Impact Study 170o Biscayne Boulevard Miami, Florida Florida Registration No, 54886 1 • Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Table of Content Executive Summary 4 Introduction 6 Project Description / Location 7 Existing Condition 9 Data Collection 9 Level of Service (LOS) 11 Intersection Analysis 11 Corridor Analysis 11 Project Traffic 12 Trip Generation 12 Trip Distribution 13 Site Traffic Assignment 14 Proposed Condition (2013) 15 Background Growth 15 Planned Roadway Improvements 16 Capital Improvements and Transportation 16 Intersection Level of Service (LOS) Analysis 16 Corridor Level of Service Analysis 18 Conclusion 19 2 e Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY l List of Figures Figure 1: Location Map Figure 2: Site Plan Figure 3: Existing PM Peak Hour TMC's 7 8 9 Figure 4: Traffic Analysis Zone (TAZ: 623) 13 Figure 5: Trip Distribution Percentages 13 Figure 6: PM Peak Site Traffic 14 Figure 7: Growth Trend Chart (Station: 5053) 15 Figure 8: Proposed PM Peak Hour Volumes 16 List of Tables Table 1: Intersection Level of Service Summary Table 2: PM Person Trip Corridor Analysis Summary Table 3: Existing PM Peak Hour Volume (Corridor) 4 5 10 Table 4: Existing PM Peak Hour Level of Service (Intersection) 11 Table 5: Existing PM Peak Hour Level of Service (Corridor) 11 Table 6: PM Peak Hour Trip Generation Summary 12 Table 7: Proposed PM Peak Hour Level of Service 17 Table 8: PM Person Trip Corridor Analysis Summary (One -Way Analysis) 18 Appendices Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Appendix G: Appendix H: Trip Generation Trip Distribution Signal Timing, Growth Rate &Adjustment Factors Traffic Counts (TMC's &ATR) Committed Developments & Programmed Improvements Transit Corridor Analysis (Person Trip) Intersection & Driveway 3° Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Executive Summary The subject project is located at 17oo Biscayne Boulevard (SR 5/US 1) in the City of Miami, Florida. This project consists of a Hi -Rise Condominium with 672 Dwelling Units (DU), a Hotel with 505 Rooms, an Office with 100,051 square feet and Retail with 181,183 square feet. The subject site is currently occupied with 18,773 square feet of Office and 13,879 square feet of Retail which includes the 3,879 square feet Fast Food (Burger King) and io,000 square feet Retail. The Trip Generation analysis was performed consistent with the City of Miami Person -Trip methodology. Using this methodology a 16% vehicle occupancy factor, a 14.9 % transit factor and a io.o pedestrian/bicycle factor was utilized. These factors were obtained from the Downtown Miami DRI Increment II for the Omni area. Furthermore, a io.o% internalization factor was applied since this project will be a multi -use site and there is potential for interaction among the proposed land uses. The Trip Generation analysis resulted in 646 net vehicle trips of which 322 vehicle trips are entering and 324 vehicle trips will exit the site during the PM peak hour. The Traffic Analysis Zone (TAZ) for the subject project is TAZ 623 as assigned by the Metropolitan Planning Organization's (MPO). As such, the calculated PM peak hour trips were distributed consistent with the distribution percentages of TAZ 623. Manual Turning Movement Counts (TMC's) were collected at the five (5) most impacted intersections by this project during a typical weekday PM peak hour. These traffic counts were averaged, adjusted for seasonal variations and used in the intersection Level of Service (LOS) analysis. Moreover, this analysis was performed for the existing and proposed condition utilizing the Synchro/SimTraffic software and following the 2000 Highway Capacity Manual methodology. As a result, the intersection LOS analysis yielded the following results: Table 1: Intersection Level of Service Summary Intersection Existing PM Peak Hour Proposed PM Peak Hour Ave Veh Delay (s) LOS Ave Veh Delay (s) LOS Biscayne Boulevard/SR 5/US 1 & NE 17 Street 7.4 A 10.3 B Biscayne Boulevard/SR 5/US 1 & NE 17 Terrace 18.9 B 43.2 D Optimized N/A N/A 31.8 C NE 2 Avenue & NE 17 Street (Signalized) 7.8 A 7.7 A NE 2 Avenue & NE 17 Street (Unsignalized) 0.9 A 7.1 A NE 2 Avenue & NE 17 Terrace 1.2 A 7.2 A NE 17 Street & Driveway 1 N/A N/A 2.3 A NE 17 Street & Driveway 2 N/A N/A 1.4 A NE 17 Terrace & Driveway 3 N/A N/A 3.7 A NE 17 Terrace & Delivery Driveway N/A N/A 0.1 A Furthermore, a corridor analysis was performed for the PM peak seasonally adjusted existing condition, proposed future condition (i.e. 2013) with background growth, proposed future condition with background growth and committed traffic and the proposed condition containing the cumulative effects at the following links: 4• Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Biscayne Boulevard (SR 5/US i), NE end Avenue and NE loth Street. The corridor analysis resulted in LOS C for all the analyzed conditions. Table 2 below depicts the calculations and LOS results. Table 2: PM Person Trip Corridor Ana ysis Summary ROADWAY DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP CAPACITY c 1.6 PPV ROADWAY VEHICULAR VOLUME PERSON - TRIP VOLUME aQ 1.4 PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP FROM TO V/C LOS EXISTING CONDITION (Seasonally Adjusted) Biscayne Boulevard (US1/SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1116 1563 1579 0.50 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 816 1142 2000 0.36 C NE 2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 588 823 1272 0.39 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 687 961 1133 0.46 C NE 20 Street N Miami Are Biscayne BM EB E 1LU-Non State 774 1238 318 445 793 0.36 C Biscayne Bled N Miami Ave WB E 1LU-Non State 774 1238 261 366 873 0.30 C WITH BACKGROUND TRAFFIC (2013) Biscayne Boulevard (US1/SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1150 1610 1532 0.51 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 840 1176 1965 0.37 C NE 2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 606 848 1247 0.40 - C NE 20 St NE 13 St SE E 2LU-Non State 1309 2094 707 990 1104 0.47 C NE 20 Street N Miami Ave Biscayne BM EB E 1LU-Non State 774 1238 327 458 780 0.37 C Biscayne BM N Miami Ave WB E 1LU-Nan State 774 1238 269 377 862 0.30 C WITH BACKGROUND & COMMITTED TRAFFIC Biscayne Boulevard (US1/SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1331 1863 1278 0.59 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 1049 1469 1673 0.47 C NE 2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 797 1115 979 0.53 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 815 1142 953 0.55 C NE 20 Street N Miami Ate Biscayne Blvd EB E 1LU-Non State 774 1238 327 458 780 0.37 C Biscayne Blvd N Miami Ave WB E 1LU-Non State 774 1238 269 377 862 0.30 C WITH PROJECT AND BACKGROUND & COMMITTED TRAFFIC Biscayne Boulevard (US1/SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1456 2038 1103 0.85 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 1220 1708 1433 0.54 C NE 2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 989 1384 710 0.66 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 972 1361 733 0.65 C NE 20 Street N Miami Are Biscayne Blvd EB E 1LU-Non State 774 1238 427 598 640 0.48 C Biscayne BM N Miami Ave WB E 1LU-Non State 774 1238 403 584 674 0.46 C In conclusion, all the analyzed intersections and corridors for the proposed condition yielded results within the acceptable LOS threshold. Therefore, it is fair to conclude that sufficient roadway person -trip capacity exists to support this project. 5° Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Project Description / Location The subject project is located on the southwest corner of Biscayne Boulevard (SR 5/US 1) and NE 16th Street in the City of Miami, Florida. The following land uses, as identified by the Institute of Transportation Engineers (ITE), most closely resemble the proposed project. These land uses are as follows: • Land Use (LU) 232: Hi -Rise Condominium with 672 Dwelling Units • Land Use (LU) 310: Hotel with 505 Rooms • Land Use (LU) 710: General Office with 100,051 Square Feet • Land Use (LU) 820: Retail (Shopping Center) with 181,183 Square Feet Figure 1 depicts the site's location map while Figure 2 is the proposed site plan, provided for illustrative purposes only. Figure 1: Location Map 7° Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Figure 2: Site Plan ts�ri M�■�i��miii-Mil�niali.aaaWA 9.6.211, Ili f�l.ei� 1t 7 m NI 1110MIERAI gm -EMI Ilitterm. n.:?'x _ —:l _�' _ '=ar m. �7rr_ ier;__ '. taitai� �l*�� ±i.14 '.' ; da!laar.cm a.e �_� np.rm aZrAli �'.�zy � R r R Jirr' �ii mr ®��` th :.YID � t` ,; I = ., _ - ‘1111MMI____MaillEli NM IIII_____MINF MIIII g. Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Existing Condition The existing condition analysis identifies conditions of the current operational and geometric characteristics of the roadways within the study area. The purpose of this section is to provide a basis of comparison to future conditions. Data Collection Manual Turning Movement Counts (TMC's) were taken at the nearby intersections identified below. These counts were collected on Tuesday April 20th, 2010 during the PM Peak Period of 4:0o PM to 6:00 PM. These turning movement counts were adjusted for seasonal variations by utilizing the 2008 Florida Department of Transportation Seasonal Factor (SF') of 0.99. Moreover, these intersections would be the most impacted due to their close proximity to the subject location as were evaluated in the previously approved MUSP. Traffic counts and operational characteristics were gathered at the following five (5) intersections: • Biscayne Boulevard (SR 5/US 1) Et NE 17th Street • Biscayne Boulevard (SR 5/US 1) Et NE 17th Terrace • NE 2"d Avenue a NE 17th Street (Signalized) • NE 2"d Avenue a NE 17th Street (Unsignalized) • NE 2"d Avenue a NE 17th Terrace Figure 3 is a graphical representation of the seasonally adjusted existing PM Peak Hour Turning Movement Counts (TMC's). Figure 3: Existing PM Peak Hour TMC's * 9 • Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY For the purposes of the arterial analysis, 72-hour Automatic Traffic Recorders (ATR) were taken on Tuesday March 23=d through Thursday March �5th, 2010 at Biscayne Boulevard (SR 5/US 1), NE 2nd Avenue and NE loth Street. These bi-directional counts were averaged and adjusted for seasonal variations by utilizing the 2008 Florida Department of Transportation Seasonal Factor (SF) and Axle Correction Factors (ACF) of 0.99 and 0.99, respectively. Table 3 depicts the seasonally adjusted existing PM Peak hour traffic volumes. These calculations are included in Appendix G. Table 3: Existing PM Peak Hour Volume (Corridor) Link ROADWAY DIR PM PEAK HOUR VOLUME NAME AT Existing Condition (Seasonally Adjusted) Biscayne Boulevard NB 1,116 SB 816 1 (USI/SR 5) North of NE 15 Street LINK 1,932 NB 588 2 NE 2 Avenue North of NE 15 Street SB 687 LINK 1,274 EB 318 3 NE 20 Street West of NE 2 Avenue WB 261 LINK 579 10® Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Level of Service (LOS) Intersection Analysis Using the above TMC data, intersection Level of Service (LOS) analyses were performed for the existing PM Peak Hour condition at the five (5) intersections previously described. The Level of Service analysis was performed using the Synchro/SimTraffic software and following the 2000 Highway Capacity Manual methodology. As a result, all the analyzed intersections yielded LOS C or better. Table 4 summarizes the existing PM peak hour LOS results while Appendix H provides the program output. Table 4: Existing PM Peak Hour Level of Service (Intersection) Intersection Existing PM Peak Hour Ave Veh Delay (s) LOS Biscayne Boulevard/SR 5/US 1 & NE 17 Street 7.4 A Biscayne Boulevard/SR 5/US 1 & NE 17 Terrace 18.9 B NE 2 A enue & NE 17 Street (Signalized) 7.8 A NE 2 Avenue & NE 17 Street (Unsignalized) 0.9 A NE 2 Avenue & NE 17 Terrace 1.2 A Corridor Analysis Following the City of Miami's adopted person trip methodology, an existing condition arterial analysis was performed for the PM peak hour. This methodology is further detailed in the Corridor Level of Service (LOS) Analysis section of this report. The results of the analysis yielded LOS C. The supporting documentation is included in Appendix G. Table 5 depicts the existing arterial LOS results. Table 5: Existing PM Peak Hour Level of Service (Corridor) , ROADWAY DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP CAPACITY @ 1.6 PPV ROADWAY VEHICULAR VOLUME PERSON - TRIP VOLUME @ 1.4 PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP FROM TO V/C LOS EXISTING CONDITION (Seasonally Adjusted) Biscayne Boulevard (US1/SR5) NE 13 St NE 20 St NB E 2LDStale Rd 1964 3142 1116 1563 1579 0.50 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 816 1142 2000 0.36 C NE 2 Avenue NE13St NE20St NB E 2LU-NonState 1309 2094 588 823 1272 0.39 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 687 961 1133 0.46 C NE 20 Street N Miami Ate Biscayne BRd EB E 1LU-Non State 774 1238 318 445 793 0.36 C Biscayne BM N Miami Ave WB E 1LU-Non State 774 1238 261 366 873 0.30 C 11m Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Project Traffic This section of the report will cover the project traffic for the existing and proposed land uses. In addition to calculating the trip generation, vehicle occupancy, transit, pedestrian and internalization factors were utilized to determine the future project traffic in the subsequent sections. Trip Generation The trip generation characteristics for the subject project were obtained from ITE's Trip Generation Manual, 8th Ed. ITE's Land Use (LU) 232: Hi -Rise Condominium, LU 31o: Hotel, LU 71o: General Office and LU 82o: Retail (Shopping Center) were used to determine the trip generation rates for the proposed project. Please note the trips generated by the existing 18,773 square feet Office Building and 13,879 square feet Retail were subtracted from the proposed trips in order to obtain the net vehicle trips. The Trip Generation analysis was performed consistent with the City of Miami Person -Trip methodology. Using this methodology, a 16% vehicle occupancy factor, a 14.9% transit factor and a io.o% pedestrian/bicycle factor were utilized. These factors were obtained from the Downtown Miami DRI Increment II for the Omni area. Further, a 10.o% internalization factor was applied since this project will be a multi -use site and there is potential for interaction among the proposed land uses. The Trip Generation analysis resulted in 646 net vehicle trips of which 322 vehicle trips are entering and 324 vehicle trips will exit the site during the PM peak hour. Table 6 summarizes the PM peak hour vehicle trips while Appendix A contains the trip generation calculations with the ITE rates and percentages. Table 6: PM Peak Hour Trip Generation Summary Land Use (LU) Units ITE LU CODE PM PEAK HOUR TRIPS ITE TRIP GENERATION RATE IN OUT TOTAL TRIPS TRIPS TRIPS EXISTING USE General Office Building 18,773 SF 710 1.49 5 23 28 Specialty Retail 13,879 SF 814 2.71 17 21 38 PROPOSED USE Hi -Rise Condominium 672 DU 232 0.38 161 94 255 Hotel 505 Rooms 310 0.59 157 141 298 General Office Building 100,051 SF 710 1.49 25 124 149 Retail (Shopping Center) 181,183 SF 820 3.73 332 344 676 Gross Vehicle Trips 653 659 1312 Vehicle Occupancy Factor @ 16.0% Of Gross Trips 104 105 209 Transit Trip Factor @ 14.9% Of Gross Trips 97 98 195 Pedestrian/Bicycle Trip Factor @ 10.0% Of Gross Trips 65 ' 66 131 Internalization Factor @ 10.0% Of Gross Trips 65 66 131 Net Vehicle Trips 322 324 646 NOTES: From RE Trip Generation, 8th Edition using Mcrotrans. Factors taken from Dow ntow n Mani DRI Increment II for Orrni Area. 12 • Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Trip Distribution The Traffic Analysis Zone (TAZ) for the subject project is TAZ 623 as assigned by the Metropolitan Planning Organization's (MPO). As such, the calculated PM peak hour trips were distributed consistent with the distribution percentages of TAZ 623. The County's TAZ map was obtained using the available GIS (Graphical Information System) and is included in Appendix B. Figure 4 below depicts the TAZ map and the current Miami Urban Area Transportation Study (MUATS) for the study area. Figure 4: Traffic Analysis Zone (TAZ: 623) Project Location } i 14TH 6 662 13T-1 66413TH I' The corresponding traffic distribution percentages being assigned to the following directions are outlined in Figure 5 while Figure 6 depicts the PM peak hour site traffic. Appendix 2 includes the corresponding Directional Distribution Summary for this zone utilizing the 21315 Cost Feasible Plan. Figure 5: Trip Distribution Percentages DIRECTION DISTRIBUTION % 14.21 9.99 11.08 7.47 1.98 31.42 15.51 8.33 =T! 100.00 Note: Based on Miami -Dade Transportation Plan (to the Year2030) Directional Trip Distribution Report, January2005. Miami -Dade Interim 2015 Cost Feasible Plan was used as obtained from Miami Dade MPO. 22.54% 46.93% ` > <=> 21.07% 9.45% N 73 73 4 W 152 <= SITE 4= 68 E 151%68 fr 31 30 S 13 Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Site Traffic Assignment The subject project is providing four (4) driveways; two (2) on NE 17th Street and two (2) on NE 1.7th Terrace. Please note the easternmost driveway on NE irh Terrace will be utilized for deliveries only. The peak hour trips from Table 6 have been assigned to the adjacent intersections and site driveways. Figure 6 depicts the PM site traffic assignment. Figure 6: PM Peak Site Traffic 4 14 . Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Proposed Condition (2013) The proposed condition includes background growth, committed development and site traffic. Please note a conservative 1.o% background growth was utilized since the performed regression analysis resulted in a negative growth percent. Background Growth Using the 2o08 historical traffic counts data from the Florida Department of Transportation's Count Station 5053, a regression analysis was performed using the last five (5) years of the available historical traffic counts. This analysis resulted in a trend growth rate of negative (-) 4.92 percent. As such, a conservative 1.o% growth rate was applied to the existing traffic counts. Figure 7 depicts the data graphically with its corresponding trend line. The count station data and analyses are included in Appendix C. Figure 7: Growth Trend Chart (Station: 5053) 60000 50000 — 40000 -� t 3 d 30000 — Z v C 20000 10000 - w w w 0 2004 -10000 — -20000 Observed Count - Fitted Curve — Log. (Fitted Curve) "Annual Trend Increase: -1,550 Trend R•squared: 19.36% Trend Annual Historic Growth Rate: -4.09% Trend Growth Rate (2008 to Design Year): -4.92% Straight Line Growth Option 2009 2014 2019 2024 2029 2034 Year 15 e Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY O Planned Roadway Improvements The 2009 Transportation Improvement Program (TIP) was reviewed for possible roadway improvements near the subject project. The Capacity, Safety and Other Improvements Map in addition to the Reconstruction, Rehabilitation and Resurfacing (RRR) Improvements Map were evaluated for improvements within a three-year horizon. As such, one project listed was identified on Biscayne Boulevard (SR 5/US 1). This project consists of a flexible pavement reconstruction slated for 2008-2009. Please note this project was completed and therefore, the proposed condition was based on the existing roadway geometry. The supporting documentation for this information is included in Appendix E. Capital Improvements and Transportation The Capital Improvements and Transportation projects in the City of Miami were reviewed to determine possible roadway improvements within the project's vicinity. As a result, no projects were identified and therefore, the proposed condition was based on the existing roadway geometry. Intersection Level of Service (LOS) Analysis The five (5) intersections previously identified were augmented with the background growth, site traffic and committed development traffic. This forms the basis for the proposed future condition analysis. This analysis yielded LOS D or better for all analyzed intersections. The calculations for the specific movements at each intersection are contained in Appendix D as Table A2. Figure 8 contains the proposed PM peak hour condition with project traffic. Figure 8: Proposed PM Peak Hour Volumes w z cv NE17St1j, Mu, mo NM 0) a w S� m o r i��� *114 33 T V k ` x74141 NE 17 Ter NE 135-' NE 17 St60i 55-A i6 Richard Garcia & Associates, Inc. 1 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Using the TMC's from Figure 8, the approaching volumes were determined at the site driveways. The driveways volumes were determined by the trip distribution analysis according to the ingress and egress calculations from the trip generation. Lastly, the driveway analysis resulted in Level of Service (LOS) A. Appendix H contains the supporting documentation. Table 7 depicts the proposed PM peak hour level of service for the analyzed intersections. Table 7: Proposed PM Peak Hour Level of Service Intersection Proposed PM Peak Hour Ave Veh Delay (s) LOS Biscayne Boulevard/SR 5/US 1 & NE 17 Street 10.3 B Biscayne Boulevard/SR 5/US 1 & NE 17 Terrace 43.2 D NE 2 Avenue & NE 17 Street (Signalized) 7.7 A NE 2 Avenue & NE 17 Street (Unsignalized) 7.1 A NE 2 Avenue & NE 17 Terrace 7.2 A NE 17 Street & Driveway 1 2.3 A NE 17 Street & Driveway 2 1.4 A NE 17 Terrace & Driveway 3 3.7 A NE 17 Terrace & Delivery Driveway 0.1 A 17e Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Corridor Level of Service Analysis A corridor analysis was performed following 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 and states the following: lAn average of 1.4 persons -per -vehicle (PPV) has been accepted as the existing peak -period private passenger vehicle occupancy in Miami, and 1.6 PPV as the "practical capacity" of such vehicles. The results of the corridor analysis reveal LOS C for all the analyzed conditions during the PM peak hour. Therefore, since sufficient roadway capacity exists within this project, the person -trip transit mode analysis was not determined. Table 8 summarizes the results while Appendix G contains the spreadsheet utilized to compute the seasonally adjusted existing condition, proposed future condition (i.e. 2013) with background growth, proposed future condition with background growth and committed traffic and the proposed condition containing the cumulative effects. Table 8: PM Person Trip Corridor Ana ysis Summary (One -Way Analysis) ROADWAY DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP CAPACITY @ 1.6 PPV ROADWAY VEHICULAR VOLUME PERSON - TRIP VOLUME @ 1.4 PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP FROM TO V/C LOS EXISTING CONDITION (Seasonally Adjusted) Biscayne Boulevard (US1ISR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1116 1563 1579 0.50 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 816 1142 2000 0.36 C NE2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 588 823 1272 0.39 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 687 981 1133 0.46 C NE 20 Street N Miami Ave Biscayne Blvd EB E 1LU-Non State 774 1238 318 445 793 0.36 C Biscayne BM N Miami Ave WB E 1LU-Non State 774 1238 261 366 873 0.30 C WITH BACKGROUND TRAFFIC (2013) Biscayne Boulevard (US11SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1150 1610 1532 0.51 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 840 1176 1965 0.37 C NE 2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 606 848 1247 0.40 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 707 990 1104 0.47 C NE20 Street N Miami Ave Biscayne Blvd EB E 1LU-Non State 774 1238 327 458 780 0.37 C Biscayne Blvd N Miami Ave WB E 1LU-Non State 774 1238 269 377 882 0.30 C WITH BACKGROUND & COMMITTED TRAFFIC Biscayne Boulevard (US1/SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1331 1863 1278 0.59 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 1049 1469 1673 0.47 C NE Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 797 1115 979 0.53 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 815 1142 953 0.55 C NE 20 Street N Miami Ave Biscayne Blvd EB E 1LU-Non State 774 1239 327 458 780 0.37 C Biscayne BM N Miami Ave WB E 1LU-Non State 774 1238 269 377 862 0.30 C WITH PROJECT AND BACKGROUND & COMMITTED TRAFFIC Biscayne Boulevard (US1/SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1456 2038 1103 0.65 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 1220 1708 1433 0.54 C NE 2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 989 1384 710 0.66 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 972 1361 733 0.65 C NE 20 Street N Miami Ave Biscayne Blvd EB E 1LU-Non State 774 1238 427 598 640 0.48 C Biscayne Blvd N Miami Ave WB E 1LU-Non State 774 1238 403 564 674 0.46 C 1 Based on Miami Comprehensive Neighborhood Plan as adopted by the City Commission. 18® Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Conclusion The results of the analyses contained in this report find the levels of service thresholds are maintained within the LOS standard of E for the Person -Trip methodology and roadway segment during the PM peak hour. In adittion, all the analyzed intersections and driveways yielded acceptable Level of Service. As such, this project does not pose any negative traffic impact to adjacent roadways and therefore, sufficient roadway person -trip capacity exists to support this project. 19• Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Appendix A: Trip Generation 20 • Richard Garcia & Associates, Inc. TABLE: Al '1700 Biscayne Boulevard MUSP (Substantial Modification) Project Trip Generation Land Use (LU) Units ITE' LU CODE PMPEAK HOUR TRIPS, ITE TRIP GENERATION RATE IN OUT TOTAL % TRIPS % TRIPS TRIPS EXISTING USE General Office Building Specialty Retail PROPOSED USE Hi -Rise Condominium Hotel General Office Building Retail (Shopping Center) 18,773 SF 13,879 SF 672 DU 505 Rooms 100,051 SF 181,183 SF 710 814 232 310 710 820 1.49 2.71 0.38 0.59 1.49 3.73 17% 44% 63% 53% 17% 49% 5 17 161 157 25 332 83% 56% 37% 47% 83% 51% 23 21 94 141 124 344 28 38 255 298 149 676 Gross Vehicle Trips 50% 653 50% 659 1312 Vehicle Occupancy Factor @ 16.0% Of Gross Trips 50% 104 50% 105 209 Transit Trip Factor @ 14.9% Of Gross Trips 50% 97 50% 98 195 Pedestrian/Bicycle Trip Factor @ 10.0% Of Gross Trips 50% 65 50% 66 131 Internalization Factor @ 10.0% Of Gross Trips 50% 65 50% 66 131 Net Vehicle Trips 50% 322 50% 324 646 Net Person Trips in Vehicles @ 1.40 Persons/ Vehicle 50% 451 50% 454 905 Net Person Trips in Transit @ 1.40 Persons/ Vehicle 50% 136 50% 137 273 Net Person Trips (Vehicle and Transit Modes) 50% 587 50% 591 1178 Net Person Trips (Walking/Bicycling) @ 1.40 Persons/ Vehicle 50% 91 50% 92 183 NOTES: From ITE Trip Generation, 8th Edition using Microtrans. Factors taken from Downtown Miami DRI Increment II for Omni Area. 1700 Biscayne Blvd MUSP Summary of Trip Generation Calculation For 18.773 Th.Sq.Ft. GFA of General Office Building April 27, 2010 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg: Weekday 2-Way Volume 11.01 6.13 1.00 207 7-9 AM Peak Hour Enter 1.36 0.00 1.00 26 7-9 AM Peak Hour Exit 0.19 0.00 1.00 4 7-9 AM Peak Hour Total 1.55 1.39 1.00 29 4-6 PM Peak Hour Enter 0.25 0.00 1.00 5 4-6 PM Peak Hour Exit 1.24 0.00 1.00 23 4-6 PM Peak Hour Total 1.49 1.37 1.00 28 AM Pk Hr, Generator, Enter 1.36 0.00 1.00 26 AM Pk Hr, Generator, Exit 0.19 0.00 1.00 4 AM Pk Hr, Generator, Total 1.55 1.39 1.00 29 PM Pk Hr, Generator, Enter 0.25 0.00 1.00 5 PM Pk Hr, Generator, Exit 1.24 0.00 1.00 23 PM Pk Hr, Generator, Total 1.49 1.37 1.00 28 Saturday 2-Way Volume 2.37 2.08 1.00 44 Saturday Peak Hour Enter 0.22 0.00 1.00 4 Saturday Peak Hour Exit 0.19 0.00 1.00 4 Saturday Peak Hour Total 0.41 0.68 1.00 8 Sunday 2-Way Volume 0.98 1.29 1.00 18 Sunday Peak Hour Enter 0.08 0.00 1.00 2 Sunday Peak Hour Exit 0.06 0.00 1.00 1 Sunday Peak Hour Total 0.14 0.38 1.00 3 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS 1700 Biscayne Blvd MUSP Summary of Trip Generation Calculation For 13.879 Th.Sq.Ft. GLA of Specialty Retail Center April 27, 2010 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 615 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 17 4-6 PM Peak Hour Exit 1.52 0.00 1.00 21 4-6 PM Peak Hour Total 2.71 1.83 1.00 38 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 46 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 49 AM Pk Hr, Generator, Total 6.84 3.55 1.00 95 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 39 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 31 PM Pk Hr, Generator, Total 5.02 2.31 1.00 70 Saturday 2-Way Volume 42.04 13.97 1.00 583 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 284 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 i l ! Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS 1700 Biscayne Blvd MUSP Summary of Trip Generation Calculation For 672 Dwelling Units of High -Rise Residential Condo / Townhouse April 19, 2010 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Hr, Generator, Enter AM Pk Hr, Generator, Exit AM Pk 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 4.18 2.08 0.06 0.00 0.28 0.00 0.34 0.59 0.24 0.00 0.14 0.00 0.38 0.62 0.06 0.00 0.28 0.00 0.34 0.59 0.26 0.00 0.12 0.00 0.38 0.62 4.31 2.11 0.15 0.00 0.20 0.00 0.35 0.59 3.43 1.88 0.16 0.00 0.14 0.00 0.30 0.55 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2809 40 188 228 161 \ 94 j 255 40 188 228 175 81 255 2896 101 134 235 2305 108 94 202 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS 1700 Biscayne Blvd MUSP Summary of Trip Generation Calculation For 505 Rooms of Hotel April 19, 2010 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Hr, Generator, Enter AM Pk Hr, Generator, Exit AM Pk 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 0.75 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4126 172 111 283 157 141 > 298 146 116 263 177 131 308 4136 202 162 364 3005 131 152 283 ;' Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS 1700 Biscayne Blvd MUSP Summary of Trip Generation Calculation For 100.051 Th.Sq.Ft. GFA of General Office Building April 19, 2010 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 11.01 6.13 7-9 AM Peak Hour Enter 1.36 0.00 7-9 AM Peak Hour Exit 0.19 0.00 7-9 AM Peak Hour Total 1.55 1.39 4-6 PM Peak Hour Enter 0.25 0.00 4-6 PM Peak Hour Exit 1.24 0.00 4-6 PM Peak Hour Total 1.49 1.37 AM Pk Hr, Generator, Enter 1.36 0.00 AM Pk Hr, Generator, Exit 0.19 0.00 AM Pk Hr, Generator, Total 1.55 1.39 PM Pk Hr, Generator, Enter 0.25 0.00 PM Pk Hr, Generator, Exit 1.24 0.00 PM Pk Hr, Generator, Total 1.49 1.37 Saturday 2-Way Volume 2.37 2.08 Saturday Peak Hour Enter 0.22 0.00 Saturday Peak Hour Exit 0.19 0.00 Saturday Peak Hour Total 0.41 0.6B Sunday-2-Way Volume 0.98 1.29 Sunday Peak Hour Enter 0.08 ' 0.00 Sunday Peak Hour Exit 0.06 0.00 Sunday Peak Hour Total 0.14 0.38 1.00 1102 1.00 136 1.00 19 1.00 155 1.00 25 1.00 124 > fly TF/t5 1.00 149 1.00 136 1.00 19 1.00 155 1.00 25 1.00 124 1.00 149 1.00 237 1.00 22 1.00 19 1.00 41 1.00 98 1.00 8 1.00 6 1.00 14 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS 1700 Biscayne Blvd MUSP Summary of Trip. Generation Calculation For 181.183 Th.Sq.Ft. GLA of Specialty Retail Center April 19, 2010 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 7-9 AM Peak Hour Enter 0.00 0.00 7-9 AM Peak Hour Exit 0.00 0.00 7-9 AM Peak Hour Total 0.00 0.00 4-6 PM Peak Hour Enter 1.19 0.00 4-6 PM Peak Hour Exit 1.52 0.00 4-6 PM Peak Hour Total 2.71 1.83 AM Pk Hr, Generator, Enter 3.28 0.00 AM Pk Hr, Generator, Exit 3.56 0.00 AM Pk Hr, Generator, Total 6.84 3.55 PM Pk Hr, Generator, Enter 2.81 0.00 PM Pk Hr, Generator, Exit. 2.21 0.00 PM Pk Hr, Generator, Total 5.02 2.31 Saturday 2-Way Volume 42.04 13.97 Saturday Peak Hour Enter 0.00 0.00 Saturday Peak Hour Exit 0.00 0.00 Saturday Peak Hour Total 0.00 0.00 Sunday 2-Way Volume 20.43 10.27 Sunday Peak Hour Enter 0.00 0.00 Sunday Peak Hour Exit 0.00 0.00 Sunday Peak Hour Total 0.00 0.00 1.00 8030 1.00 0 1.00 0 1.00 0 1.00 275 1 PM 'IFF5 1.00 491 1.00 594 1.00 645 1.00 1239 1.00 509 1.00 400 1.00 910 1.00 7617 1.00 0 1.00 0 1.00' 0 1.00 3702 1.00 0 1.00 0- 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 181.183 Th.Sq.Ft. GLA of Shopping Center April 19, 2010 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 42.94 21.38 1.00 7780 7-9 AM Peak Hour Enter 0.61 0.00 1.00 111 7-9 AM Peak Hour Exit 0.39 0.00 1.00 71 7-9 AM Peak Hour Total 1.00 1.38 1.00 181 4-6 PM Peak Hour Enter 1.83 0.00 1.00 332 p 4-6 PM Peak Hour Exit 1.90 0.00 1.00 344 / 1 p TTs 4-6 PM Peak Hour Total 3.73 2.74 1.00 676 AM Pk Hr, Generator, Enter 0.00 0.00 1.00 -7^ AM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 AM Pk Hr, Generator, Total 0.00 0.00 1.00 0 PM Pk Hr, Generator, Enter 0.00 0.00 1.00 0 PM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 PM Pk Hr, Generator, Total 0.00 0.00 1.00 0 Saturday 2-Way Volume 49.97 22.62 1.00 9054 Saturday Peak Hour Enter 2.54 0.00 1.00 460 Saturday Peak Hour Exit 2.35 0.00 1.00 426 Saturday Peak Hour Total 4.89 3.10 1.00 886 Sunday 2-Way Volume 25.24 17.23 1.00 4573 Sunday Peak Hour Enter 1.53 0.00 1.00 277 Sunday Peak Hour Exit 1.59 0.00 1.00 288 Sunday Peak Hour Total 3.12 2.78 1.00 565 Note: A zero indicates no data available. 1 Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS Summary of Pass -By Trips For 181.183 Th.Sq.Ft. GLA of Shopping Center April 19, 2010 Driveway Pass -By Volume Added to Volume Trips Adjacent Streets Average Weekday 7-9 AM Peak Hour Enter 111 0 111 7-9 AM Peak Hour Exit 71 0 71 7-9 AM Peak Hour Total 181 0 181 4-6 PM Peak Hour Enter 332 113 219 4-6 PM Peak Hour Exit 344 117 227 4-6 PM Peak Hour Total 676 230 446 Saturday Saturday Peak Hour Enter 460 120 340 Saturday Peak Hour Exit 426 111 315 Saturday Peak Hour Total 886 230 656 Note: A zero indicates no data available. Pass -By Trips were calculated on the basis of the following: Weekday P.M. Peak Period Pass -By Trip Percentage = 34 Saturday Midday Pk. Pd. Pass -By Trip Percentage = 26 Number of Pass -By Studies:100 for Weekday PM PK PD and 11 for Saturday. Source: Institute of Transportation Engineers Trip Generation Handbook, Second Edition, June, 2004. TRIP GENERATION BY MICROTRANS 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Appendix B: Trip Distribution 21• Richard Garcia & Associates, Inc. rrvi, 21ST... ° I 20TH. 21ST 666 19TH Traffic Analysis Zones (TAZ) : . 1 '.r. .•• • 18TH z I 636: i I. 1 17TH ' 6TH I I •(/) I.PTH ' I. i , - ... , 15Tki... TH 1OTH 21ST 5542;TH 19T1-4 . .10TH i__.... Site's Project I _ 2 18TH. Is) 2 • • 1 1 628 . IL .iPtI-1 I . .>- 15TH ccf 14T171_._ 664 .... k I I • I . . 11TH .1. • • • 6939TH 692 z Zrri P 79 706 Wj cc o u) '589 ,• 652 > 0 ,m a' 663 3TH 679— 700• 564 656 68 �\l Miami -Dade Transportation Plan (to the Year 2030) Directional Trip Distribution Report January 2005 Prepared by: Gannett Fleming In association with: PACO Group Public Financial Management Media Relations Group Miami -Dade Interim 2015 Cost Feasible Plan ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS I TOTAL NNE ENE ESE SSE SSW WSW WNW NNW 616 TRIPS 569 0 0 0 1832 1906 1243 1209 6759 PERCENT 8.42 0.00 0.00 0.00 27.10 28.20 18.39 17.89 617 TRIPS 1471 88 98 555 927 1726 848 1448 7161 PERCENT 20.54 1.23 1.37 7.75 12.95 24.10 11.84 20.22 618 TRIPS 761 0 0 0 1311 2099 1097 1598 6866 PERCENT 11.08 0.00 0.00 0.00 19.09 30.57 15.98 23.27 619 TRIPS 1020 0 0 410 1233 2378 1086 1142 7269 PERCENT 14.03 0.00 0.00 5.64 16.96 32.71 14.94 15.71 620 TRIPS 2077 225 359 524 331 1959 1333 1147 7955 PERCENT 26.11 2.83 4.51 6.59 4.16 24.63 16.76 14.42 621 TRIPS 265 39 96 169 97 418 221 185 1490 PERCENT 17.79 2.62 6.44 11.34 6.51 28.05 14.83 12.42 622 TRIPS PERCENT 1235 379 353 988 85 1848 969 663 6520 18.94 5.81 5.41 15.15 1.30 28.34 14.86 10.17 623 TRIPS 394 277 307 207 55 871 430 231 2772 PERCENT 14.21 9.99 11.08 7.47 1.98 31.42 15.51 8.33 624 TRIPS 858 522 93 604 180 1328 824 495 4904 PERCENT 17.50 10.64 1.90 12.32 3.67 27.08 16.80 10.09 625 TRIPS 1358 608 72 621 222 1985 1213 879 6958 PERCENT 19.52 8.74 1.03 8.92 3.19 28.53 17.43 12.63 626 TRIPS 1065 231 0 570 263 1776 1031 1120 6056 PERCENT 17.59 3.81 0.00 9.41 4.34 2933 17.02 18.49 627 TRIPS 1699 0 0 0 2296 4269 2720 2380 13364 PERCENT 12.71 0.00 0.00 0.00 17.18 31.94 20.35 17.81 628 TRIPS 750 0 0 0 701 1373 1246 1136 5206 PERCENT 14.41 0.00 0.00 0.00 13.47 26.37 23.93 21.82 629 TRIPS 852 0 84 399 160 1263 991 1025 4774 PERCENT 17.85 0.00 1.76 8.36 3.35 26.46 20.76 21.47 630 TRIPS 403 71 57 117 60 875 499 672 2754 PERCENT 14.63 2.58 2.07 4.25 2.18 31.77 18.12 24.40 - 42 - 1/18/05 1700 Biscayne Boulevard MUSP (Substantial Modification) Project Cardinal Distribution (TAZ 623) DIRECTION DISTRIBUTION % 14.21 9.99 11.08 7.47 1.98 31.42 15.51 8.33 TOTAL 100.00 Note: Based on Miami -Dade Transportation Plan (to the Year 2030) Directional Trip Distribution Report, January 2005. Miami -Dade Interim 2015 Cost Feasible Plan was used as obtained from Miami Dade MPO. 22.54% 46.93% 21.07% 9.45% W 152 151 73 31 N SITE S 73 30 1700 Biscayne Boulevard MUSP PM Peak Hour Project Traffic 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Appendix C: Signal Timing, Growth Rate & Adjustment Factors 22 • Richard Garcia & Associates, Inc. Signal Timing 21ST ' 21ST I I I 21ST ' .... . I .. . . . , ! .• • w _.L ! I, 20TH . ! I 1 i ; 0 29TH . . 20TH 0 .! , 1 • . ' . ! _ . 14,. (1.97.0!-r.171 . .._....,i - 1-?. Tg-) . • . ' : • . 0 i ! 13 . 19TH " .....-I . . . , . . „ . . i • , •N) i . ! . IM ' . .13TH ! I ! 18TH ! , IK -1 1 • ! .. , 1 1 ! ! I I ;SitesProject• iZ Z I '0 0 -12355 42881. I, ipliFt t 1 z, co • i ! 4C 0 M • - ,..1*' m , „ co P -.. 1.. I:15TH ... ._ .. 1 ... 1K _ . K5_, ....c5.M._. . _. ,10-.L 15TH co—..._. . .. ..,' , — --.-- --.•1 i _.5.13_.50 ......6- -. .,-..-• - --, K !K - — ' I `7"/N•.:„ " . 171,-..m . ' 1 14TH J4T ! , 5:071. , 1— • ' ,' HI I 1 • .... I ; "I ' 13TH " 1,...! ..1. T. 7,,1.1I1 )_..•...1-1ICiI),• ,, ....• .. .,.,5. _1I,....„....!.,.,,•,.', !,, , ?i,' I, cITH. ! 12TH2TH fl395 K.. , - ilT-!:I • Ix_! "(', r \ s• i,, ..i, ' ''s- • c.' iP .' 411TH ,cn ...... . . .9.71, .. .• ' ..... - • - - ! •i - • •23 ! „ 14 • ' • . ' Zri ' 9TH › 8TH . .. i .,.... . • . .1.1%, z N., m z . ! 11TH.1 _ VFlisTIAN WATSON .. MIAMI-DADE ATMS SIGNAL DATA SHEET -Signal Asset ID: 4200 Analysis Period: AM / Affd)(Circle One) Local Time of Day Schedule: I c Plan Local time of Day Function: Setting (Blank or Number#) Signal Settings: LAB _tt- to (i.e. Blank, Plan #1 - Phase Bank 1, Max 1) Cycle Length: Ii U seconds PHASE: 01 cD2 cD3 cD4 1 't G(w) G Z 1 U I S. G(f) G(g) - —. G(total) (0 I Y 4 4 R I I I SPLIT (07 23 2o Cc rf( 5 0 FF5% I 9 S 4288. 4288: US 1&NE 17 St :Active Ph•ase:Bank: Phase Bank 1 TOD Schedule Report for 4288: US 1 &NE 17 St ----' Print Time: 9:51 AM : Asset . Intersection TO17 Op Mode Plan # Cycle Offset • Splits Active Active Schedule. PhaseBanlc Maximum nut pH 2 PI13 P114 Hi5 P116 Pl<17 PI18 SBT EBT WBT DOW-4 TOD [16] MID-NIi 110 63 0 62 18 15 0 62 0 0 1 Max 2 Wednesday :phase : . Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red P Phase Bank _1 2 3 1 2 .3 1 2 3 1 2 3 1 2 3 1 2 3 1 0- 0- 0 0- 0 - 0 0- 0-- 0 0- 0- 0 0- 0- 0 0- 0- 0 0 0 :2: SBT 7 - 7- 7 15-15-15 7- 7- 7 ,1 -1 - 1 30-30-3.0 :0 -30-30 4_. 1 3.. EBT 7 - 7 - 7 11 - 11 - 11 7 - 7 - 7 2 - 2 - 2 12 - 12 - 12 24 - 24 - 24 4 1 4' WBT .0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5, 10 - 10 - 10 27 - 27 - 27 4 1 5 : 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- o- 0 0-0-0 0 0 •6 :: ... 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 , 1 - 1 - 1 30 - 30 - 30 0 - 30 -, 30 1 7.`.:`• .'. 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0- 0- 0 0- 0- 0, 0 0 ;•- b- o-,,0 0-0 -0 0- 0- o o -o- o o- 0- 0 0 -o-o o ., o Page 1 of 2 Last In Service Date: unknown Pertnitted Phases 12345678 Default-234-6-- External Permit 0 External Permit 1 External Permit 2 .TOD Schedule Report f '288: US 1&NE 17 St . .'•Ciirrent' ._ • . Cycle 1 2 . SBT - 3 EBT vreen Time 7 8 Ring Offset Offset 4 WET 5 6 TOD:Schedule Plan. ': 11 90 0 42 18 15 0 42 0 0 0 40 :0016.. 21 - `. 90 0 42 18 15 0 42 0 0 0 40 0115 . • Flash 0500 : Flash. ::0545 •:.- . :0615. 1 90 0 42 18 15 0 42 0 0 0 40 • 2 90 0 42 •18 15 0 42 0 0 0 60 :0745 •:.: •. . 12 90 0 42 18 15 0 42 0 0 0 68 0845. . 16 110 0 62 18 15 0 62 0 0 0 63 1200 ' : 17 . 110 0 62- 18 15 . 0 62 0 0 0 1345 : (T0 3 ' • 110 0 62 18 15 0 62 0• 0 0 ,9 9 1545 • •• • -9 . 115 0 67 18 15 0 67 0 . 0 0 .7 1630 18 115 0 67 1$ 15 0 67 0 0 0 68 .1800 . . • 3 90 0 38 18 19 0 38 0 0 0 36 1900 : 1 90 0 42 18 15 0 42 .0 0 0 40 :2130 '... .:.. 11 90 0 42 18 15 0 42 0 0 0 40 •. 4 90 0 42 18 15 0 42 0 0 Q 40 5 90 0 42 18 15 0 42 0 0 0 40 . 6 . 130 0• 82 18 15 0 82 0 0 0 7 7 130 0 82 18 15 0 82 0 0 0 7 8 • 90 0 42 18 • 15 0 42 0 0 0 68 13 .115 0 67 18 15 0 67 0 0 . 0 7 . .• 20 130 0 82 18 • 15 0 82 0 0 0 7 • • • 22 _.100 0 52 18 15 0 52 0 0 0 74 . :Current Time of Day Function • :Time :.Function• Settings* Day of Week .`0000. •:•:TOD.:OUTPUTS ------ SuM T W ThF S Local TOD Schedule Time 0000 0015 0115 0115 0300 0500 0545 0600 0615 _0745 0845 1000 1200 1241 1545 1630 1800 1900 2130 Plan 11 21 21 Flash Flash Flash 1 11 2 12 16 17 1.0 9 18 3 1 11 DOW SuMTWThF S MTWThF Su S MTWThF Su S MTWThF MTWThF Su S MTWThF MTWThF MTWThF Su S MTWThF MTWThF MTWThF MTWThF MTWThF MTWThF SuMTWThF S Local Time of Day Function Time Function 0000 TOD OUTPUTS Page 2 of 2 Settings* Day of Week SuMTWThFS * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA MIAMI-DADE ATMS SIGNAL DATA SHEET Signal Asset ID: 3C Analysis Period: AM /(Jl1)(Circle One) Local Time of Day Schedule: 21-- Plan Local time of Day Function: - Setting (Blank or Number#) Signal Settings: ?LA ^) .d 2 "r (i.e. Blank, Plan #1 - Phase Bank 1, Max 1) Cycle Length: 16 a seconds PHASE: 01 02 03 04 \if L { I f { G(w) I 93 1� G(f) - I U 2 G(g) _ G(total) 1 * iO3 2-& Y 1" + R I - - SPLIT 23 107 30 CIC•C) < G 1%-- i 3 s • Intersection Timing Plans for 4136 US 1 & NE 17 TERR 04-01-10.based. on the .most recent prior database update 3 4 5 6 7 8 9 10 11 12 13 14 .15 16 17 18 19 • 20 21 22 .23 • 24) SC EY MC 8 8 8. NSW F Y 'EWW F G Y SL Y R OFF 88 40 10 4 3 39 10 4 91 48 10 .4 • 88 40 10 4 88 40 10 ,4 58 72 10' 4 58 72 10 4 23. 40 10 4• '7 12 •1 4 7 :8 . 45 . 63 10 4 13 12 1 4 18 52 49 10: 4 7 12.:1 4 18 88 40 10' •4 '7 12•' 1 4 :7 •11 52 10 4 7 12. 4 '4 7 54 54 10 4 7 1.2 1 4 18 8 140 88 10 4 7 12 4 4 16. 58 82 10. 4. 7 12. 1 4 15 8 119 58,10 4 7 12 4 4 16 8 49 52 10 4 • 7 12 .1 4 15 8 ' 2 66 10 •4 7 12 4 4 18 6 0 38 10 4 7 12 1 4 5• 58 72 1.0 4, 7 12 1 4 15 8 88 40 10 4 7 12 1 4 7 10 4 7.12 1 4 7 10 4 .7 12 1 4 5 22 50 6 '0 38 8 33 93 10 4 13 12 1• 4 18 7 7 7 7 7 7 7 12 12 12 12 '12 12 12 1 1 7 1 1 1 1 4 4 4 4 4 4 4 7 8 8 7 7 15 15 Timing Plan Schedule: PN MON' PN TUE . PN WED PN 0 11 • '0. 11 0 11 ' 115 21 15 21 ' 15 21 • 300 23 115.23 . 115. 23 700 11 500 19 500.19 1000' . 1 '545 1 545 1 • 2130 11 615 2 ' .615 . 2 .730 14 730.14 • .1200.15 . 1400 24 1830 15 190.0. 1 2'130-11 . 0 15 115 500 545' 615 730. 1200 15 1200 1400 24 1400 1830 15 1830 1900 1 1900. 21.30 11. 2130 THU PN ' FRI 11 '0 11 21 15 21 23 115 23 1.9 500 19 1 545 .1 ' 2 615 2 14 .730' 14 15 1200 15 24 1400 2,4 15 1830 15 .1 1900 1 11, 2130 11 PN 4 .4 4 4 4 4 4 4 4 4 4. 4' 4 4 4 4 4 4 4 4 4 4 4 4' 1 1 1 1 1 1 1 1 1 1 1• 1 1 1 1 1 1 1 1 1 1 1 on 04-01-10 . N-5 SAT PN MON•'PN 0 11 0 15 21. 115 115 23 300 500 19 700 545 1 1000 615 2 2130' 730 14, 1200 15 1400 24 1830 15 1900 1. 2130 11. 11 21 23 11 1 11 0 15 115 500 545 615 700 •730 ..1200 1400 1830 1900 2130: 11 21 23 19 1 2. .8 14 15 24' 15 1 11 N-S N=S TUE PN WED 0 11 15 .21 115 23 500 19 545 1 615 2 700 .8 730' 14 1200 15 1400'2'4 1830 15 1900. 1 2130 11 .. 0 15 115 • 5'00 5.45 61'5 700 730 120.0 140:0 1830 1900 2130 N-S N-S PN THL7: PN . FRI PN. it 0 11 0 21 15' 21 • 15 23 115 23 115 19 500 19 500 1• 545 .1 • 545 2 • 615 :2' 615 '8'.70'0. •• 8 .'700 14 .730.14 730 15 1200. 15.120'0 24.1400 24'1400 .15 .1830 15 .18.30 '1:1900.'• 1 1900 11 2130 11 2130 11 21 23 . ' 19 1 .2 •8 14 15 24 15 1 11 MIAMI-DADE ATMS SIGNAL DATA SHEET Signal Asset ID: -2305- Analysis Period: AM / Circle One) Local Time of Day Schedule: 11 Plan Local time of Day Function: Setting (Blank or Number#) Signal Settings: I I (Le. Blank, Plan #1 - Phase Bank 1, Max 1) Cycle Length: 100 seconds PHASE: 01 (132 03 04 A 1 G(w) 9 G(f) G G(g) G(total) (s 7-7 Y 4 R SPLIT I 0I CL� ( 00 5- DFF5F1--3 3c •Intersection Timing.Plans for 2385 NE 2 AVE & 17 ST 04-01-10 based on the first .following database update on 04-08-10 NSW F YEW F Y. N SC. EY • MC OFF 2 26 55 6 4 15 6 4 4 • • 29 64 6 4 16 6 •4 ' 7 1 31 6 4 9 6• 4 $ 87 61 6 4 9 6 4 9 '23 61 6 4 19 6 '4' 11 33 • 71 •6. .4 . 9 6 4 • 12 • 4 61 6 4 9 6 4 13 27 .46 6 4 14 6 •4 14 29 71 6 4• 9 6 4 15 7 0 31 6 4 9 6 4 16 9 61 6 4• 9 6 4 • 22 29 '71 6 4 9 6 4 23 6 0 31 6 4 9 6 4 24 6 6 31 6 4 9 6 4 Timing Plan Schedule: N-S N-S . N-S .SUN PN MON PN TUE PN WED PN THU PN FRI •PN SAT PN. MON PN TUE PN WED PN N-S. N-S THU: 'PN • FRI PN 0 23 0 ' 23 0 .23 • 0 23 0 23 0 23 0 23 0 23 0 23 • •0 23 • 0.23. 0 23 730 13- 600 13 31.5 24 •600 13 600 13 600 13 730 13 600 13 315 24 600 13 :600 13'•• 6.00' 13 1000 9 700. 8. 345 23 700 . 8 700 8 700 8 1000 9 700 8 345 23 70.0 8. 700 8 . 700 •8 1815.13 730 •9 600 •13 '730 •9 730 9 730 9 1815 13 730 9 600. 13 730. .9. 730 9. 730' 9 1545 11 700 8 1545 11 1545 11 1545 11 1545 11 700'• 8 1545 11 1545 11 1545 11 1800 12 730 9 1800 12 1800 12 1800 12 1800 12 730 9.1800 12 1800 12 1800 12 190.0 13 1545 11 1900 13.1900 13 1900 13 1900 13 1545 11 1900 13 1900 13.1900 13 ' •2330 23 1800 12 2330 23.2330 23 2330 23 2330 23 1800 12 2330 23 2330 23 2330.23 C_ .. 1900 13 .1900 13 • 2330 23 2330 23 Traffic Trends - V2.0 SR5/US-1-- 100' N OF SE 13 ST PIN# Location 973215-1 1 County: Station #: Highway: 60000 50000 Q 40000 U E 30000 a> 20000 1 i-- •Ri 10000 0 rn 0 Q -10000 -20000 Observed Count Fitted Curve -Log. (Fitted Curve) I I I I 004 2009 2014 2019 2024 2029 2034 Year ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2008 to Design Year): Printed: Straight Line Growth Optio -1,550 19.36% -4.09% -4.92% 19-Apr-10 Miami (87) 5053 SR 5/ US-1 Year Traffic (ADT/AADT) Count* Trend** 2004 39500 37900 2005 39500 36300 2006 25900 34800 2007 35000 33200 2008 34000 31700 2010 Opening Year Trend .:.:. 2010 N/A 28600 2012 Mid -Year: -Trend 2012 N/A 25500 2013; Design .Yea' ,Trend _ 2013 N/A 23900 '_ ,,TRANPLAN..Forecasts/Trends *Axle -Adjusted 2008 Peak Season Factor Category Report - Report Type: ALL Category: 8701 MIAMI-DADE SOUTH MOCF: 0.97 Week Dates SF PSCF 1 1 01/01/2008 - 01/05/2008 1.00 1.03 2 01/06/2008 - 01/12/2008 1.01 1.04 3 01/13/2008 - 01/19/2008 1.01. 1.04 4 01/20/2008 - 01/26/2008 1.00 1.03 5 01/27/2008 - 02/02/2008 0.99 1.02 * 6 02/03/2008 - 02/09/2008 0.97 1.00 * 7 02/10/2008 - 02/16/2008 0.96 0.99 * 8 02/17/2008 - 02/23/2008 0.96 0.99 * 9 02/24/2008 - 03/01/2008 0.96 0.99 *10 03/02/2008 - 03/08/2008 0.97 1.00 *11 03/09/2008 - 03/15/2008 0.97 1.00 *12 03/16/2008 - 03/22/2008 0.97 1.00 *13 03/23/2008 - 03/29/2008 0.97 1.00 *14 03/30/2008 - 04/05/2008 0.98 1.01 *15 04/06/2008 - 04/12/2008 0.98 1.01 *16 04/13/2008 - 04/19/2008 0.98 r 1.01 *17 04/20/2008 - 04/26/2008 C0.99Y 1.02 *18 04/27/2008 - 05/03/2008 0.99 1.02 19 05/04/2008 - 05/10/2008 0.99 1.02 20 05/11/2008 - 05/17/2008. 0.99 1.02 21 05/18/2008 - 05/24/2008 0.99 1.02 22 05/25/2008 - 05/31/2008 1.00 1.03 23 06/01/2008 - 06/07/2008 1.00 1.03 24 06/08/2008 - 06/14/2008 1.01 1.04 25 06/15/2008 - 06/21/2008 1.01 1.04 26 06/22/2008 - 06/28/2008 1.02 1.05 27 06/29/2008 - 07/05/2008 1.03 1.06 28 07/06/2008 - 07/12/2008 1.03 1.06 29 07/13/2008 - 07/19/2008 1.04 1.07 30 07/20/2008 - 07/26/2008 1.04 1.07 31 07/27/2008 - 08/02/2008 1.04 1.07 32 08/03/2008 - 08/09/2008 1.05 1.08 33 08/10/2008 - 08/16/2008 1.05 1.08 ,34 08/17/2008 - 08/23/2008 1.04 1.07 )35 08/24/2008 - 08/30/2008 1.03 1.06 ;36 08/31/2008 - 09/06/2008 1.02 1.05 37 09/07/2008 - 09/13/2008 1.01 1.04 38 09/14/2008 - 09/20/2008 1.01 1.04 39 09/21/2008 - 09/27/2008 1.00 1.03 40 09/28/2008 - 10/04/2008 1.00 1.03 41 10/05/2008 - 10/11/2008 1.00 1.03 42 10/12/2008 - 10/18/2008 1.00 1.03 43 10/19/2008 - 10/25/2008 1.00 1.03 44 10/26/2008 - 11/01/2008 1.00 1.03 45 11/02/2008 - 11/08/2008 1.00 1.03 46 11/09/2008 - 11/15/2008 1.00 1.03 47' 11/16/2008 - 11/22/2008 1.00 1.03 48 11/23/2008 - 11/29/2008 1.00 1.03 49 11/30/2008 - 12/06/2008 1.00 1.03 50 12/07/2008 - 12/13/2008 1.00 1.03 51 12/14/2008 - 12/20/2008 1.00 1.03 52 12/21/2008 - 12/27/2008 1.01 1.04 53 12/28/2008 - 12/31/2008 1.01 1.04 * Peak Season Page 2 of 8 08 Weekly Axle Factor Category Report - Report Type: ALL County: 87 - MIAMI-DADE Week Dates 8701 8702 8703 8704 MIAMI-DADE RURAL SR 5/US-1/BRICKELL SR 997 SR 823 1 01/01/2008 - 01/05/2008 0.96 0.99 0.88 0.92 2 01/06/2008 - 01/12/2008 0.96 0.99 0.88 0.92 3 01/13/2008 - 01/19/2008 0.96 0.99 0.88 0.92 4 01/20/2008 - 01/26/2008 0.96 0.99 0.89 0.92 5 01/27/2008 - 02/02/2008 0.96 0.99 0.90 0.93 6 02/03/2008 02/09/2008 0.96 0.99 0.91 0.93 7 02/10/2008 - 02/16/2008 0.96 0.99 0.92 0.93 8 02/17/2008 - 02/23/2008 0.96 0.99 0.93 0.94 9 02/24/2008 - 03/01/2008 0.96 0.99 0.94 0.94 10 03/02/2008 - 03/08/2008 0.96 0.99 0.95 0.94 11 03/09/2008 - 03/15/2008 0.96 0.99 0.97 0.95 12 03/16/2008 - 03/22/2008 0.96 0.99 0.96 0.95 13 03/23/2008 - 03/29/2008 0.96 0.99 0.95 0.95 14 03/30/2008 - 04/05/2008 0.96 0.99 0.94 0.96 15 04/06/2008 - 04/12/2008 0.96 0.99 0.93 0.96 16 04/13/2008 - 04/19/2008 0.96 0.99 0.92 0.96 17 04/20/2008 - 04/26/2008 0.96 0.99 0.91 0.96 18 04/27/2008 - 05/03/2008 0.96 0.99 0.91 0.97 19 05/04/2008 - 05/10/2008 0.96 0.99 0.91 0.97 20 05/11/2008 - 05/17/2008 0.96 0.99 0.91 0.97 21 05/18/2008 - 05/24/2008 0.96 0.99 0.91 0.98 22 05/25/2008 - 05/31/2008 0.96 0.99 0.91 0.98 23 06/01/2008 - 06/07/2008 0.96 0.99 0.91 0.98 24 06/08/2008 - 06/14/2008 0.96 0.99 0.91 0.99 25 06/15/2008 - 06/21/2008 0.96 0.99 0.91 0.99 26 06/22/2008 - 06/28/2008 0.96 0.99 0.91 0.99 27 06/29/2008 - 07/05/2008 0.96 0.99 0.90 0.99 28 07/06/2008 - 07/12/2008 0.96 0.99 0.90 0.99 29 07/13/2008 - 07/19/2008 0.96 0.99 0.90 0.99 30 07/20/2008 - 07/26/2008 0.96 0.99 0.90 0.98 31 07/27/2008 - 08/02/2008 0.96 0.99 0.90 0.98 32 08/03/2008 - 08/09/2008 0.96 0.99 0.90 0.98 33 08/10/2008 - 08/16/2008 0.96 0.99 0.90 0.98 34 08/17/2008 - 08/23/2008 0.96 0.99 0.90 0.98 35 08/24/2008 - 08/30/2008 0.96 0.99 0.90 0.98 36 08/31/2008 - 09/06/2008 0.96 0.99 0.90 0.98 37 09/07/2008 - 09/13/2008 0.96 0.99 0.90 0.98 38 09/14/2008 - 09/20/2008 0.96 0.99 0.89 0.97 39 09/21/2008 - 09/27/2008 0.96 0.99 0.89 0.97 40 09/28/2008 - 10/04/2008 0.96 0.99 0.89 0.97 41 10/05/2008 - 10/11/2008 0.96 0.99 0.89 0.97 42 10/12/2008 - 10/18/2008 0.96 0.99 0.89 0.97 43 10/19/2008 - 10/25/2008 0.96 0.99 0.89 0.97 44 10/26/2008 - 11/01/2008 0.96 0.99 0.89 0.96 45 11/02/2008 - 11/08/2008 0.96 0.99 0.89 0.96 46 11/09/2008 - 11/15/2008 0.96 0.99 0.89 0.95 47 11/16/2008 - 11/22/2008 0.96 0.99 0.89 0.95 48 11/23/2008 - 11/29/2008 0.96 0.99 0.88 0.94 49 11/30/2008 - 12/06/2008 0.96 0.99 0.88 0.94 50 12/07/2008 - 12/13/2008 0.96 0.99 0.88 0.93 51 12/14/2008 - 12/20/2008 0.96 0.99 0.88 0.93 52 12/21/2008 - 12/27/2008 0.96 0.99 0.88 0.92 53 12/28/2008 - 12/31/2008 0.96 0.99 0.88 0.92 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Appendix D: Traffic Counts (TMC's & ATR) �3 • Richard Garcia & Associates, Inc. TABLE: A2 1700 Biscayne Boulevard MUSP (Substantial Modification) INTERSECTION APPROACH VOLUMES INTERSECTION NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT DATE OF COUNT PHF SF PEAK SEASONAL ADJUSTMENT (EXISTING) BACKGROUND GROWTH @ 1.0% FOR 3 YEARS COMMITTED DEVELOPMENTS NET TRAFFIC W/O PROJECT SITE TRAFFIC (VPH) TOTAL TRAFFIC (VPH) (PROPOSED) 1 2 3 4 5 6 7 8 9 10 11 12 13 1 Biscayne Boulevard 8 NE 17 Street SOUTHBOUND SBR 14 Tuesday, April 20, 2010 m 0 0.99 14 14 49 63 86 149 SBT 691 0.99 684 705 163 868 24 892 SBL 0 0.99 0 0 0 0 0 0 TOTAL 705 698 719 212 931 110 1041 WBR 9 0.99 9 9 0 9 0 9 WBT 5 0.99 5 5 0 5 0 5 WESTBOUND WBL 14 0.99 14 14 0 14 0 14 TOTAL 28 28 29 0 29 0 29 NORTHBOUND NBR 0 0.99 0 0 0 0 0 0 NOT 893 0.99 884 911 100 1011 0 1011 NBL 35 0.99 35 36 0 36 48 84 TOTAL 928 919 947 100 1047 48 1095 EASTBOUND EBR 27 0.99 27 28 27 55 0 55 EBT 0 0.99 0 0 0 0 0 0 EBL 23 0.99 23 23 39 62 0 62 TOTAL 50 50 51 66 117 0 117 TOTAL 1711 1694 1745 378 2123 158 2281 2 Biscayne Boulevard 8 NE 17 Terrace SOUTHBOUND SBR 5 Tuesday, April 20, 2010 Tr r- 0 0.99 5 5 10 15 15 30 SBT 602 0.99 596 614 167 781 70 851 SBL 154 0.99 152 157 0 157 0 157 TOTAL 761 753 776 177 953 85 1038 WESTBOUND WBR 94 0.99 93 96 0 96 0 96 WBT 67 0.99 66 68 0 68 6 74 WBL 94 0.99 93 96 29 125 16 141 TOTAL 255 252 260 29 289 22 311 NORTHBOUND NBR 98 0.99 97 100 2 102 0 102 NBT 817 0.99 809 833 116 949 0 949 NBL 10 0.99 10 10 21 31 0 31 TOTAL 925 916 943 139 1082 0 1082 EASTBOUND EBR 11 0.99 11 11 16 27 24 51 EBT 71 0.99 70 72 0 72 22 94 EBL 10 0.99 10 10 6 16 77 93 TOTAL 92 91 94 22 116 123 239 TOTAL • 2033 2013 2074 367 2441 230 2671 3 NE 2 Avenue 8 NE 17 Street (Signalized) SOUTHBOUND SBR 0 Tuesday, April 20, 2010 0.945 0.99 0 0 0 0 0 0 SBT 661 0.99 654 674 103 777 14 791 SBL 0 0.99 0 0 0 0 0 0 TOTAL 661 654 674 103 777 14 791 WESTBOUND WBR 0 0.99 0 0 0 0 0 0 WBT 0 0.99 0 0 0 0 0 0 WBL 0 0.99 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 NORTHBOUND NBR 0 0.99 0 0 0 0 0 0 NBT 647 0.99 641 660 214 874 160 1034 ' NBL 0 0.99 0 0 0 0 0 0 TOTAL 647 641 660 214 874 160 1034 EASTBOUND EBR 17 0.99 17 17 0 17 0 17 EBT 0 0.99 0 0 0 0 0 0 EBL 170 0.00 168 173 0 173 32 205 TOTAL 187 185 191 0 191 32 223 TOTAL 1495 1480 1525 317 1842 206 2048 TABLE: A2 1700 Biscayne Boulevard MUSP (Substantial Modification) INTERSECTION APPROACH VOLUMES 'INTERSECTION NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT DATE OF COUNT PHF SF PEAK SEASONAL ADJUSTMENT (EXISTING) BACKGROUND GROWTH @ 1.0% FOR 3 YEARS COMMITTED DEVELOPMENTS NET TRAFFIC W/O PROJECT SITE TRAFFIC (VPH) TOTAL TRAFFIC (VPH) (PROPOSED) 1 2 3 4 5 6 7 8 9 10 11 12 13 4 NE 2 Avenue & NE 17 Street SOUTHBOUND SBR 0 Tuesday, April 20, 2010 0.938 0.99 0 0 0 0 0 0 SBT 629 0.99 623 642 37 679 14 693 SBL 38 0.99 38 39 66 105 0 105 TOTAL 667 660 680 103 783 14 797 WESTBOUND WBR 35 0.99 35 36 23 59 136 195 WBT 0 0.99 0 0 0 0 0 0 WBL 9 0.99 9 9 4 13 32 45 TOTAL 44 44 45 27 72 168 24o NORTHBOUND NBR 26 0.99 26 27 3 30 0 30 NBT 601 0.99 595 613 191 804 24 828 NBL 0 0.99 0 0 0 0 0 0 TOTAL 627 621 640 194 834 24 858 EASTBOUND EBR 0 0.99 0 0 0 0 EBT 0 0.99 0 0 0 0 EBL 0 0.99 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 TOTAL 1338 1325 1365 324 1689 206 1895 5 NE 2 Avenue & NE 17 Terrace SOUTHBOUND SBR 0 Tuesday, April 20, 2010 0.952 0.99 0 0 0 0 0 0 SBT 636 0.99 630 649 99 748 0 748 SBL 30 0.99 30 31 3 34 111 145 TOTAL 666 659 679 102 781 111 892 WESTBOUND VVBR 54 0.99 53 55 0 55 19 74 WBT 0 0.99 0 0 0 0 0 0 WBL 25 0.99 25 25 4 29 14 43 TOTAL 79 78 81 4 85 33 118 NORTHBOUND NBR 53 0.99 52 54 4 58 56 114 NBT 764 0.99 756 779 210 989 136 1125 NBL 0 0.99 0 0 0 0 TOTAL 817 809 833 214 1047 192 1239 EASTBOUND EBR 0 0.99 0 0 _ 0 0 0 0 EBT 0 0.99 0 0 0 0 0 0 EBL 0 0.99 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 TOTAL 1562 1546 1593 320 1913 336 2249 Notes: 1 Intersection Name 2 Intersection Approach 3 Intersection Approach Movement 4 TMC data provided by RGA, Inc. 5 Date of Count 6 Peak Hour Factor 7 Seasonal factor obtained from FDOT 8 Seasonally Adjusted TMC = Count. SF (These are the volumes utilized in the existing condition intersection LOS). 9 A 1.0 percent background growth was utilized with a project build -out of three years. 10 Commited Traffic obtained from the City of Miami Large Scale Report. 11 Net Traffic = Peak Seasonally Adjusted TMC + Backgound+Commited 12 Site traffic assignment. 13 Total Traffic = Net Traffic+ Site Traffic (These are the volumes utilized in the proposed intersection LOS analysis) Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gardens, FL 33018 Tel: 305-595-7505 Fax: 305-675-6474 File Name : Biscayne Blvd & NE 17 ST Site Code : Start Date : 4/20/2010 Page No : 1 Grouas Printed- Cars - Trucks BISCAYNE BLVD Southbound NE 17 ST Westbound BISCAYNE BLVD Northbound NE 17 ST Eastbound Start Time Right 1 Thru 1 Left' Peds I AppTOtal Right I Thru 1 Left 1 Peds I App.TOlal Right I Thru 1 Left 1 Peds 1 App.TOlal Right 1 Thru 1 Left 1 Peds I App.Total IN. Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM 5 154 0 0 159 1 152 0 0 153 6 153 0 0 159 4 127 0 0 131 1 2 3 0 6 2 3 0 0 5 1 1 3 0 5 2 5 3 0 10 0 197 10 0 207 0 199 11 0 210 0 203 5 0 208 0 197 7 0 204 5 0 3 0 8 10 0 8 0 18 10 0 5 0 15 9 0 4 0 13 380 386 387 358 Total 16 586 0 0 602 6 11 9 0 26 0 796 33 0 829 34 0 20 0 54 1511 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 3 166 0 0 169 4 154 0 0 158 3 192 0 0 195 4 179 0 0 183 14 691 0 0 705 2 1 3 0 6 3 2 5 0 10 2 1 4 0 7 2 1 2 0 5 9 5 14 0 28 0 216 10 0 226 0 255 10 0 265 0 214. 7 0 221 0 208 8 0 216 0 893 35 0 928 7 0 5 0 12 3 0 7 0 10 8 0 6 0 14 9 0 5 0 14 27 0 23 0 50 413 443 437 418 1711 Grand Total 30 1277 0 0 1307 15 16 23 0 54 0 1689 68 0 1757 61 0 43 0 104 3222 Apprch % 2.3 97.7 0 0 27.8 29.6 42.6 0 0 96.1 3.9 0 58.7 0 41.3 0 Tot& % 0.9 39.6 0 0 40.6 0.5 0.5 0.7 0 1.7 0 52.4 2.1 0 54.5 1.9 0 1.3 0 3.2 Cars 30 1277 1689 % Cars 100 100 0 0 100 100 100 100 0 100 0 100 100 0 100 100 0 100 0 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O c W Z 0 0 CD N 0 0 •cl. 0 O 00 r0 to CD 00 0 NJ BISCAYNE BLVD Out In Total 1747 0 1747 1307 0 1307 3054 0 3054 30 0 1277 0 0 0 0 0 30 1277 01 0 Right Thin LeLf3t Peds T North 4/20/2010 04:00 PM 4/20/2010 05:45 PM Cars Trucks Left Thru Right Peds 68 0 1689 0 0 0 0 0 68 1689 0 0 O cT 0m 0 0 0 0 0) 0) cn O A 0 m m -4 0 iv 1361 0 1361 1757 0 1757 3118 0 3118 Out In Total BISCAYNE BLVD Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gardens, FL 33018 Tel: 305-595-7505 Fax: 305-675-6474 File Name : Biscayne Blvd & NE 17 ST Site Code Start Date : 4/20/2010 Page No : 2 BISCAYNE BLVD Southbound NE 17 ST Westbound BISCAYNE BLVD Northbound NE 17 ST Eastbound Start Time Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App,Tolal Right I Thru I Left I Peds I App, Total I Right I Thru I Left I Peds I App. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 3 166 0 0 169 2 1 3 0 6 0 216 10 0 226 7 0 5 0 12 413 05:15 PM 4 154 0 0 158 3 2 5 0 10 0 255 10 0 265 3 0 7 0 10 443 05:30 PM 3 192 0 0 195 2 1 4 0 7 0 214 7 0 221 8 0 6 0 14 437 05:45 PM 4 179 0 0 183 2 1 2 0 5 0 208 8 0 216 9 0 5 0 14 418 Total Volume 14 691 0 0 705 9 5 14 0 28 0 893 35 0 928 27 0 23 0 50 1711 %App.Total 2 98 0 0 32.1 17.9 50 0 0 96.2 3.8 0 54 0 46 0 PHF .875 .900 .000 .000 .904 .750 .625 .700 .000 .700 .000 .875 .875 .000 .875 .750 .000 .821 .000 .893 .966 l- 0 O v uT N h v 11 1 9251 BISCAYNE BLVD Out In Total 1 7051 141 6911 01 l 01 Right Thru LeftPeds 1 16301 Peak Hour Data North Peak Hour Begins at 05:00 PM Cars Trucks Left Thru Right Peds 1 351 8931 01 01 I I 1 9281 I Out In Total BISCAYNF BLVD 7321 16601 Co Co O Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gardens, FL 33018 Tel: 305-595-7505 Fax: 305-675-6474 File Name : Biscayne Blvd & NE 17 TER Site Code : Start Date : 4/20/2010 Page No : 1 Grouas Printed- Cars - Trucks BISCAYNE BLVD Southbound NE 17 TER Westbound BISCAYNE BLVD Northbound NE 17 TER Eastbound Start Time Right I Thru I Left I Peds I App,Tn1.0 Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App. Total Right 1 Thru I Left I Peds I App. Total 1nt.Total I 04:00 PM 04:15 PM 04:30 PM 04:45 PM 0 136 34 2 172 4 137 31 1 173 2 134 31 0 167 0 110 36 4 150 27 15 18 0 60 16 14 17 0 47 22 8 18 3 51 25 14 21 0 60 17 176 8 5 206 16 191 2 3 212 17 185 7 7 216 21 179 3 4 207 3 14 1 2 20 2 11 0 1 14 3 8 1 0 12 3 12 1 0 16 458 446 446 433 Total 6 517 132 7 662 90 51 74 3 218 71 731 20 19 841 11 45 3 3 62 1783 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 2 147 39 2 190 0 138 43 1 182 1 160 37 3 201 2 157 35 2 196 5 602 154 8 769 33 13 16 2 64 19 10 13 0 42 20 21 36 1 78 22 23 29 0 74 94 67 94 3 258 20 200 3 3 226 17 245 3 4 269 33 188 1 2 224 28 184 3 3 218 98 817 10 12 937 4 15 2 1 22 4 19 3 0 26 1 20 3 1 25 2 17 2 0 21 11 71 10 . 2 94 502 519 528 509 2058 Grand Total 11 1119 286 15 1431 184 118 168 6 476 169 1548 30 31 1778 22 116 13 5 156 3841 Apprch % 0.8 78.2 20 1 38.7 24.8 35.3 1.3 9.5 87.1 1.7 1.7 14.1 74.4 8.3 3.2 Total % 0.3 29.1 7.4 0.4 37.3 4.8 3.1 4.4 0.2 12.4 4.4 40.3 0.8 0.8 46.3 0.6 3 0.3 0.1 4.1 Cars 11 1119 1548 % Cars 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 c w r zo CO 0 LO CD 0) CO 0) M M CO 0 3- CO CV0 N N 0 N N a BISCAYNE BLVD Out In Total 1745 0 1745 1431 0 1431 1 3176 0 3176 11 0 1119 0 286 0 15 0 11 11191 286 15 Right Thru Le_ rt Peds I North 4/20/2010 04:00 PM 4/20/2010 05:45 PM Cars Trucks 14 Left Thru Right Peds 30 0 1548 0 169 0 31 0 30 1548 169 31 1 1 r 'i a N O. A CS. 0 0 CO 0 00 m 0rn J UI 0 --4 rn V 0rn 0 0 V 0 ID m 1309 0 1309 1778 0 1778 3087 0 3087 Out In Total BISCAYNE BLVD Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gardens, FL 33018 Tel: 305-595-7505 Fax: 305-675-4474 File Name : Biscayne Blvd & NE 17 TER Site Code Start Date : 4/20/2010 Page No : 2 BISCAYNE BLVD Southbound NE 17 TER Westbound BISCAYNE BLVD Northbound NE 17 TER Eastbound Start Time Right l Thru 1 Left l Peds l App.Tolm Right l Thru I Left l Peds I App.Total Right I Thru 1 Left l Peds l App. Total Right 1 Thru 1 Left 1 Peds I App,Tatal Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 2 147 39 2 190 33 13 16 2 64 20 200 3 3 226 4 15 2 1 22 502 05:15 PM 0 138 43 1 182 19 10 13 0 42 17 245 3 4 269 4 19 3 0 26 519 05:30 PM 1 160 37 3 201 20 21 36 1 78 33 188 1 2 224 1 20 3 1 25 528 05:45 PM 2 157 35 2 196 22 23 29 0 74 28 184 3 3 218 2 17 2 0 21 509 Total volume 5 602 154 8 769 94 67 94 3 . 258 98 817 10 12 937 11 71 10 2 94 2058 % App. Total 0.7 78.3 20 1 36.4 26 36.4 1.2 10.5 87.2 1.1 1.3 11.7 75.5 10.6 2.1 PHF .625 .941 .895 .667 .956 .712 .728 .653 .375 .827 .742 .834 .833 .750 .871 .688 .888 .833 .500 .904 .974 0 Z W 0 Z CD o r BISCAYNE BLVD Out In Total 1 7691 1 51 6021 1541 Right Thru Left Peds 1-1 1 9211 Peak Hour Data North Peak Hour Begins at 05:00 PM Cars Trucks I 14 Left Thru Right Peds 1 101 8171 981 121 1 1 1 1 9371 Out In Total BISCAYNE BLVD 1 7071 1 16901 1 16441 4 4—= c .9 G N to J 4, W — N 0) CO 0 ern rn 0 0 Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gardens, FL 33018 Tel: 305-595-7505 Fax: 305-675-6474 File Name : Site Code : Start Date : Page No : Groups Printed- Cars - Trucks NE 2 AVE & NE 17 ST SIGNALIZED 4/20/2010 1 NE 2 AVE (SIGNALIZED) Southbound NE 17 ST Westbound NE 2 AVE (SIGNALIZED) Northbound NE 17 ST Eastbound Start Time Right I Thru I Left I Peds I App. Total Right I Thru Left Peds I App, Total Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total Int. Total 04:00 PM 04:15 PM 04:30 PM 04:45PM 0 140 0 0 140 0 131 0 0 131 0 147 0 0 147 0 126 0 0 126 0 0 0 1 1 0 0 0 1 1 0 0 0 1 1 0 0 0 1 1 0 129 0 0 129 0 132 0 1 133 0 129 0 0 129 0 126 0 0 126 6 0 38 0 44 2 0 37 4 43 6 0 49 0 55 4 0 43 2 49 314 308 332 302 Total 0 544 0 0 544 0 0 0 4 4 0 516 0 1 517 18 0 167 6 191 1256 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 0 204 0 167 0 148 0 142 0 661 0 0 0 0 0 0 1 0 2 3 204 168 148 144 664 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 1 1 2 2 0 145 0 163 0 163 0 176 0 647 0 0 0 0 0 0 0 0 1 145 163 163 177 648 6 5 3 3 17 0 43 0 33 0 53 0 41 0 170 0 49 1 39 2 58 1 45 4 191 398 371 369 367 1505 Grand Total Apprch % 0 0 1205 99.8 0 0 3 0.2 1208 0 0 0 0 0 0 6 100 6 0 0 1163 99.8 0 0 2 0.2 1165 35 9.2 0 0 337 88.2 10 2.6 382 2761 Total % 0 43.6 0 0.1 43.8 0 0 0 0.2 0.2 0 42.1 0 0.1 42.2 1.3 0 12.2 0.4 13.8 Cars 0 1205 1163 % Cars 0 100 0 100 100 0 0 0 100 100 0 100 0 100 100 100 0 100 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N O CO N CO 0 0 CO th i Ih 0 0 n O co 1'. co 00 0 1.0 O la 00 0 NE 2 AVE (SIGNALIZED) Out In Total 1500 0 1500 1208 0 1208 2708 0 2708 0 0 1205 0 0 0 3 0 0 1205 0 3 Right Thru Left Peds North 4/20/2010 04:00 PM 4/20/2010 05:45 PM Cars Trucks Left Thru Right Peds 0 0 1163 0 0 0 2 0 0 1163 0 2 H —s 2 r m N 0 0 0 00 O 0 0 0) 0 0) 00 0) 0 0) 0) 0 0) a 0 1240 0 1240, 1165 0 1165 2405 0 2405 Out In Total NE 2 AVE (SIONAI IZED) Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gardens, FL 33018 Te1:305-595-7505 Fax: 305-675-6474 File Name : NE 2 AVE & NE 17 ST_SIGNALIZED Site Code : Start Date : 4/20/2010 Page No : 2 NE 2 AVE (SIGNALIZED) Southbound NE 17 ST Westbound NE 2 AVE (SIGNALIZED) Northbound NE 17 ST Eastbound Start Time Right I Thru I Left l Peds I App.Total Right I Thru I Left I Peds I App, Total Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I APP•Tolel ea K hour Analysis I-rom o4:00 PM to 05:45 PM - Peak 1 0 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 0 204 0 0 204 0 0 0 0 0 0 145 0 0 145 6 0 43 0 49 398 05:15 PM 0 167 0 1 168 0 0 0 1 1 0 163 0 0 163 5 0 33 1 39 371 05:30 PM 0 148 0 0 148 0 000 0 0 163 0 0 163 3 0 53 2 58 369 05:45 PM 0 142 0 2 144 0 0 0 1 1 0 176 0 1 177 3 0 41 1 45 367 Total Volume 0 661 0 3 664 0 0 0 2 2 0 647 0 1 648 17 0 170 4 191 1505 App. Total 0 99.5 0 0.5 0 0 0 100 0 99.8 0 0.2 8.9 0 89 2.1 PHF .000 .810 .000 .375 .814 .000 .000 .000 .500 .500 .000 .919 .000 .250 .915 .708 .000 .802 .500 .823 .945 w 1- NE 2 AVE (SIGNALIZED) Out In Total 1 6641 1 01 6611 01 1 31 Right Thru Left Peds 1 8171 Peak Hour Data T North Peak Hour Begins at 05:00 PM Cars Trucks 1 Left Thru Right Peds 1 0Ol 1 I I 1 6481 Out In Total NF 2 AVF (SIGNALIZED) 1 6781 1 14811 1 13261 0 0 0 z m rn O Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gardens, FL 33018 Tel: 305-595-7505 Fax: 305-675-6474 File Name : NE 2 AVE & NE 17 St_ Site Code Start Date : 4/20/2010 Page No : 1 Grouas Printed- Cars - Trucks NE 2 AVE Southbound NE 17 ST Westbound NE 2 AVE Northbound NE 17 ST Eastbound Start Time Right I Thru i Left I Peds I App.Tatal Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App,Tolal Right I Thru I Left I Peds I App. Total Inl. Total 04:00 PM 04:15PM 04:30 PM 04:45 PM 0 137 6 0 143 0 129 4 1 134 0 144 5 1 150 0 120 6 1 127 9 0 4 0 13 9 0 1 3 13 6 0 4 0 10 5 0 3 1 9 8 114 0 2 124 6 118 0 5 129 4 120 0 5 129 5 116 0 1 122 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 280 276 289 258 Total 0 530 21 3 554 29 0 12 4 45 23 468 0 13 504 0 0 0 0 0 1103 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 0 190 15 0 205 0 163 6 0 169 0 142 8 0 150 0 134 9 1 144 0 629 38 1 668 9 0 4 0 13 5 0 1 0 6 9 0 1 0 10 12 0 3 0 15 35 0 9 0 44 7 132 0 0 139 8 156 0 0 164 3 150 0 0 153 8 163 0 1 172 26 601 0 1 628 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 357 339 313 331 1340 Grand Total 0 1159 59 4 1222 64 0 21 4 89 49 loss 0 14 1132 0 0 0 0 0 2443 Apprch % 0 94.8 4.8 0.3 71.9 0 23.6 4.5 4.3 94.4 0 1.2 0 0 0 0 Total % 0 47.4 2.4 0.2 50 2.6 0 0.9 0.2 3.6 2 43.8 0 0.6 46.3 0 0 D 0 0 Cars 0 1159 1069 % Cars 0 100 100 100 100 100 0 100 100 100 100 100 0 100 100 0 0 0 0 0 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1- H co c — tu Z 0 0 0 O 00 0 0 0 0 0 0 00 00 0 00 0 N�2AVE Out In Total 1133 0 1133 1222 0 1222 2355 0 2355 0 0 1159 0 59 0 4 0 0 1159 59 4 Right Thru Left4 Peds 1 1' North 4/20/2010 04:00 PM 4/20/2010 05:45 PM Cars Trucks 4-1 Left Thru Right Peds 0 0 1069 0 49 0 14 0 0 1069 49 14 0) o0 0 00 N O - O ? CO O O CO 0m v O 0 - 1 0 1180 0 1180 1132 0 1132 2312 0 2312 Out In Total NE 2 AVE Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gardens, FL 33018 Tel: 305-595-7505 Fax: 305-675-6474 I File Name : NE 2 AVE & NE 17 St_ Site Code : Start Date : 4/20/2010 Page No : 2 NE 2 AVE Southbound NE 17 ST Westbound NE 2 AVE Northbound NE 17 ST Eastbound Start Time Right I Thru I Left I Peds I App.TOth Right I Thru 1 Left 1 Peds 1 App. Too Right 1 Thru I Left 1 Peds I App.-row Right I Thru I Left 1 Peds I App.-row Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 our for Entire Intersection Begins at 05:00 PM 05:00 PM 0 190 15 0 205 9 0 4 0 13 7 132 0 0 139 0 0 0 0 0 357 05:15 PM 0 163 6 0 169 5 0 1 0 6 8 156 0 0 164 0 0 0 0 0 339 05:30 PM 0 142 8 0 150 9 0 1 0 10 3 150 0 0 153 0 0 0 0 0 313 05:45 PM 0 134 9 1 144 12 0 3 0 15 8 163 0 1 172 0 0 0 0 0 331 Total Volume 0 629 38 1 668 35 0 9 0 44 26 601 0 1 628 0 0 0 0 0 1340 App. Total 0 94.2 5.7 0.1 79.5 0 20.5 0 4.1 95.7 0 0.2 0 0 0 0 PHF .000 .828 .633 .250 .815 .729 .000 .563 .000 .733 .813 .922 .000 .250 .913 .000 .000 .000 .000 .000 .938 Lig F 0 c • Z 0 O NE 2 AVE Out In Total 1 668J I 101 6291 381 1 11 Riht Thru Left Peds 1 6361 113041 Peak Hour Data t_gS North Peak Hour Begins at 05:00 PM Cars Trucks Left Thru Right Peds 1 01 6011 261 11 I I 1 1 6281 In Total NE 2 AVE I 6381 Out 1266] o. U7 A 0 z o _m _� ] J u rn H m O 06 CO Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gardens, FL 33018 Tel: 305-595-7505 Fax: 305-675-6474 File Name : NE 2 AVE & NE 17 TER Site Code Start Date : 4/20/2010 Page No : 1 Groups Printed- Cars - Trucks NE 2 AVE South bound NE 17 TER Westbound NE 2 AVE Northbound NE 17 TER Eastbound Start Time Right I Thru I Left I Peds I App,Tatal Right Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App, Total Int. Total 04:00 PM 04:15 PM 04:30 PM 04:45PM 0 131 5 0 136 0 123 7 0 130 0 141 7 1 149 0 115 8 1 124 8 0 9 0 17 19 0 8 1 28 9 0 6 0 15 13 0 11 0 24 9 158 0 1 168 8 161 0 3 172 6 172 0 0 178 7 162 0 0 169 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 321 331 342 317 Total 0 510 27 2 539 49 0 34 1 84 30 653 0 4 687 0 0 0 1 1 1311 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 0 199 6 0 205 0 158 9 0 167 0 145 10 0 155 0 134 5 0 139 0 636 30 0 666 12 0 5 0 17 11 0 9 0 20 12 0 3 0 15 19 0 8 0 27 54 0 25 0 79 13 175 0 0 188 8 188 0 0 196 12 204 0 0 216 20 197 0 0 217 53 764 0 0 817 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 410 383 386 383 1562 Grand Total 0 1146 57 2 1205 103 0 59 1 163 83 1417 0 4 1504 0 0 0 1 1 2873 Apprch % 0 95.1 4.7 0.2 63.2 0 36.2 0.6 5.5 94.2 0 0.3 0 0 0 100 Total % 0 39.9 2 0.1 41.9 3.6 0 2.1 0 5.7 2.9 49.3 0 0.1 52.3 0 0 0 0 0 Cars 0 1146 1417 % Cars 0 100 100 100 100 100 0 100 100 100 100 100 0 100 100 0 0 0 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F- Ic w 0 .— 0 ▪ 0 '4- 00 0 0 0 00 00 0 0 r a) 0- NE2AVE Out In Total 1520 0 1520 1205 0 1205 2725 0 2725 0 0 1146 0 57 0 2 0 0 1146 57 2 Right Thru Left Peds -'I 4 1' North 4/20/2010 04:00 PM 4/20/2010 05:45 PM Cars Trucks 4 -Left Thru Right Peds 0 0 1417 0 83 0 4 0 0 1417 83 4 WOW 000 C0 0 (D 0 0 0 0 m w 0w w ow 0 z m 5 V m 0 1205 0 1205 1504 0 1504 2709 0 2709 Out In Total NF 2AVE Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gardens, FL 33018 Tel: 305-595-7505 Fax: 305-675-6474 File Name : NE 2 AVE & NE 17 TER Site Code : Start Date 4/20/2010 Page No : 2 NE2AVE Southbound NE17TER Westbound NE2AVE Northbound NE17TER Eastbound Start Time Right 1 Thru I Left 1 Peds I App.TomI Right I Thru I Left I Peds I App. Tot I Right I Thru 1 Left Peds App. Tam Right I Thru I Left I Peds I App.Tolol Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 0 199 6 0 205 12 0 5 0 17 13 175 0 0 188 0 0 0 0 0 410 05:15 PM 0 158 9 0 167 11 0 9 0 20 8 188 0 0 196 0 0 0 0 0 383 05:30 PM 0 145 10 0 155 12 0 3 0 15 12 204 0 0 216 0 0 0 0 0 386 05:45 PM 0 134 5 0 139 19 0 8 0 27 20 197 0 0 217 0 0 0 0 0 383 Total Volume 0 636 30 0 666 54 0 25 0 79 53 764 0 0 817 0 0 0 0 0 1562 App. Total 0 95.5 4.5 0 68.4 0 31.6 0 6.5 93.5 0 0 0 0 0 0 PHF .000 .799 .750 .000 .812 .711 .000 .694 .000 .731 .663 .936 .000 .000 .941 .000 .000 .000 .000 .000 .952 C� c w z O 0 0 O L v 0 Out 1 8181 1 1 01 6361 301 01 Ritght Thru Left Peds 4 NE 2 AVE In Total 1 6661 1' 1 14841 Peak Hour Data North Peak Hour Begins at 05:00 PM Cars Trucks i I 14 Left Thru Right Peds 1 01 7641 531 01 1 1 1 1 8171 In Total NE 2 AVE I 6611 Out I 14781 0 0' V 0 N 1KA Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite #4 Hialeah Gardens, FL 33018 Phone: 305.595.7505 Fax: 305.675.6474 Page 1 Site Code: 20813-12 Station ID: BISCAYNE BOULEVARD/SR 5/US 1 NORTH OF NE 15 STREET Latitude: 00.000 Undefined Start 23-Mar-10 NB Hour Totals SB Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 118 266 38 200 1215.•!:-.'...."''.'."'."'""I'l.."""ji.:i."".'',"'!;',.."...",,,.".".:1..11.'413-.........;';."e,',.,..:i'l.1:254,'."'.,'';',1i....11,i,'"..'''.:'...,..."...".. '..;'..''...''.'...... '...•- '',42"' ":" g1.9....087. 12:30 93 273 40 i.•.!,:i1g00:S .:i.;•.i,..'.:::...,::;:',....;12'..45::::::::.,:.,:::::::::-.-.: i:',.,..,...::.,..;:i:,!:::::::•..:::H...93'i.;,:i.,,.li.:-:.,,,'...'J:252.; "....",!..;:'.',";.:'','.1!"'i.;417.".!;:-;.-•:....,...."1045' ,..! ..."'.34".. e,::,,AtIr2i.sli ', :',.!..;:.........,...:fl,..4;:.,...._:i-i::,-..,.......;:,.84 .;;:,..........:,...!.:...i.!571::;..•,,!..H.‘,-....,:.:1087,: 0 1 :00 77 267 36 ilt:44 - " 01.:1• 5.,:".".',",:,:',"'...,,..',.','...'.,::::::"."".:."'..."..:"...,..:..66'..":.:'.;-!•,...'":',..,:,189..i ""'.;:::j.".....:,-...j......,........."....'...............:j.....: .,....41.....'•'.".,....H.:....."..,","186..,,:::::,.....,"-...!:,.............-..;:.......-....„.,:.,...,,...........,...,.,.!",....,....; 01:30 - .63 232. 26 205 ° 1.,-45:?.-."..55.....'....'":.;,';i..239. ,....,..1'..E .'"..'":'i...,,2671',.:. ,:,.":-"-........",..."..!...927 272 :-,. '..'.! .'!•-:;::...i....2t3.•.,.. ::.....:::':.::.:::::.!::::i1.30 .::::..:; .'- ',Hail:: 02:00 , . ' 53 . 242 20 183 0.:..::1:-i:.1.."-(,",...":,'""?.:1';',..";'...45.g.,,,1:"."g,,i'..;.4, ',i";:i:"..!...i•J:;;1"'":1.1.:::;;;:,,‘,iii:?;.',...'!",..),'."'''';,'?.- ........'"26f...::::ij'.::1::-....i...189..:....: 0 20 180 02".:45.".":".',.":-.!:1".":".....:.'..' ".-',1.:',,":".,-:":"?..."....":37.,:-:';'....'.:.,:::".-..:!,228: ':':-..•.:...',.....•,:::::::.186:..':.: .: ,...!...i',.916. ; .:;..-:':;:::,-. •,-:',15 .., ,;,.--,;:,.:i:•:!.:.!1841:, ,'. ...i',..:.-.i..,i',1:181i,::.;:•:,•.::::::,::.;:::i.:736:i 267...'::::':-.:-.':11652.., 03:00 40 240 21 179 03,:15,,',"1..,..31"....,".i':'".1234": '.....! .::::::.',..::i -::::: -.,.., :,.....,',..:17),:::.C..',.: .:;::::::-.483:. 03:30 25 217 9 174 ...';::::.i.',",;.".....i'...',',.,•j.:,..."9634..',g..":'.,.,:.i,',":::::'',..:fU....!"....f,"!::::."....".:'..'......''.."...3256.":".ali.".....1.;.,16..:', :;.',...ii'..i.."..:.:,.131C ......;,...''......"!...!::".9P.)". .. . . : .::17..H....:::::::.!.......*.•.:168:::::!..'..:::..!..,.!....:::::.1)::'..4.1:1::::,•::',.-,::•;::'.2704.! 13 166 "",,I.i.,..1..".:::',.:•.".":".."''',.!..,;:i....:"..,ipb11::!:-...::::,::::1:;::f...,:c...:::::y::::..;::.;r;.:.:-.1:i:,-p:itili-;276:-. i.c...;,,;1:1-..;;:!',.....:;;1..:',.::!::::(-..L,--:„.::::;.,..,i,...,,,,,::.:::::: t...-::-:-...-:-.o:,:,...-:-,-.44,....i:i:.-,i:!,...079.... ..,..-:•:...:i,......:.,.::.......,.,..,...:.,......:.::„...::„.:..-,,:...... 13 210 iO4:45!";,",.',...i.....::"....,Z..;.-.i,„...:1?.:i",.i'..."..,...i.Ti"...27')r!'!"i":i'].;."1.'•!.i."Fr.49; ''...."::.:",."!....106.:.i......:?."":"."..?'.".•::,"996.: ' "."'.i..'..,"..-.".3.-......".*:"..",..".:i:."..1].172i.: •-,1:,53....,!!'i,!,::-..i.t...(1E1.718: 05:00 32 268 22 168 ::.•:...1:1'..'"ii.,,i::,]:.:..!::.::::-....i08.15l::::',!1.,Y..::;:::',::::-:::::j:!:::::::!-::.-:::.i:.:.:;...,1::.:.17:::::!!..1...:'.....i:;:.30 all :::: i',.:Ii;.::';.;.11-:-:J:::1:::::..!...]::................:! . 31:i;:i.::211::!: 05:30 42 47 201 ..g..',M"...".ir....:'..;..i"..iIi"1.)05';45::',.;,c-i:.i:i'i."....i.",:f...:.":.;'":i.E.""i?...44iii ....;i:i'..i.r....:::.'..,:::.'4..::.14£3.i:::::::::::::'::'..-,::::'.:l.:232::::::::•::!..!;-::.,.H,:.:55ti::::...:r.181';...:!..!:!::;!:i:;,!.::...!..4.p.i:.::::;.:.:1:a.::..!..ii.ii7pfil 06:00 36 • 1_94 51 167 06:30 51 261 106 185 '''''''''''''''''''''''''''''''''''''''''''''''''''''''"-' 07:00 82 '''' 08:00 132 223 292 151 po:;::),,....,...!,,,.:,..:.!..!....§.!,q..,,,I,:;,,ii.i,i..!,,..,,!..!,:,..,::1],;:!,,..,!;,....!,...1547:4::,::!!".:".1:::;i::".:!"':";1135::': "..:::!".":".:.":"."-:'":.''''',Orsit;* -,302 , .... ..... :.651: '''''''''0'4 5 140 08..451114:1M,"".."-i,".1.:!..:"?..",A"..1"'Itiit.g.!:0":51"....:',:ig:"...'4.:A66.:', i,....g.f1":..il."'",'..§4ii......i.::,...!.....1.:,,..,....;:f.....]:..41 1:3211 ."..i..,;,•!.'.,..::144... 09:00 177. 180 rgiZiglik '': 06 152 l'..t.:!,...f.,1•1]?..T.1:.!1:1-1.4i,i09i.15"...i.1,'..ii:,:i.1...::.;1.ij'i.:,,:l...!;i:1',...i.f.!:i.i."!....a454j!...,..........,,:".......,...i...08'...:, ..iiii:!...i...;...d.1:0.1i.1,1..!...i...::i............".:„:..:1.:..,-...„.....:.:,........ i.„J"."272";!:;,,,...•...:-.!.•...!,i1.1.:?,..4M 09:30 153 182 251 116. :?I9.::50..'":';'::;'::'''''..!".''1:1...":"..1..':.:**1F11113';11.1.'::::::':'16814 9'.'' ':.i:!".:":1"::;''''""1665:::::::''':"'i....;;':'::".•:.;17:29:i''':.'".......:'''.:".:50()1.::;"::..'''''''''';':"J8 060 i'..,.....:p'...",...,:',.,..E..i......,i'..."::....1015"..:::g,f:H.:..r.;?..491'!"!".,..,:".1.7.:::',:.'1,',...',141....j .'."....',4•:4':',:i...",:iii.,i,....;,:f:'..-.:,....:-....,•"..,"...!"iiK,'..".".•.:'.....,:.,',.:',"...!il".84.::"....!..*...!..""'H"."',72'". 10:30 • 184 129 187 65 10;'4.5:,.',,,',:'::,!...."...Z!;?.":'„i]._........„„, 05162 ' i...R5?:::,.1,?:)....,.;.:,..:pp.!...,i.i;:,:..,..':,:i.i...1.Fi,::,:i.;.wi 11:00 146 181 66 1...1:15,?.ii..1.93 126." '.1:):ia:..:•:'::: 174.:•.;.:::•.:::::;:;:••:::•:•!-:'" 52'. 11:30 -,,,, 3 105 170 47 11;45-...i:,::1:::i::i::!i: .2.' .,".:...'1P7'.. li,:"....,-iili...„.... 4...".."...."...:::!:!:.!::::::::.484. ::- 199 ::.;:.,,.,-.,.: -.:',•,: ...51,. Total 4726 10667 5657 7372 Percent 30.7% 69.3% 43.4% 56.6% Combined Total 15393 13029 • , t, • 391 1738 • .• • 1417' 10383 18039 36.5% 63.5%. Peak Vol. P.H.F. 11:00 845 0.873 05:15 1255 0.926 08:15 1254 0.947 00:15 849 0.943 RGA0 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, FL 33018 Phone: 305.595.7505 Fax: 305.675.6474 Page 2 Site Code: 20813-12 Station ID: BISCAYNE BOULEVARD/SR 5/US 1 NORTH OF NE 15 STREET Latitude: 00.000 Undefined Start Time 24-Mar-10 NB SB Wed Morning Afternoon Morning Afternoon Mornin. Afternoon 12:00 95 282 12:30 72 269 01:00 61 268 01:30 38 243 02:00 29 220 02:30 29 226 ".. • 917 Hour Totals 03:00 28 232 03:30 23 244 04:00 16 217 04:30 21 219 . . 05:00 27 7:5,4 05:30 34 06:00 33 220 06:30 45 320 07:00 78 232 07:30 118 192 08:00 138 202 08:30 150 201 09:30 150 192 10:00 199 178 10:30 182 184 10:45 . 209 180 11:00 - 2d8 206 11:30 209 177 Total 4477 10828 Percent 29.3% 70.7% Combined 15305 Total 43 37 35 30 206 19 201 11 180 32 216 11 201 14 180 68 . 23 177 14• 167 8 162 20 163, 12 199 12 168 7 167 12 192 43 . 726 24 185 Hour Totals Combined Totals Morning Afternoon Morning Afternoon 143 844 41 191 45 184 98 146 150 185 209 160 284 169 • F 49;9) 115 320 95 254 98 198 87 187 78 172 58 184 51 895 741 .202 59 5554 7510 42.5% 57.5% 13064 777 479, 1897 ..',297 1.772 1 694. 164. '• 1640 1.647 1610 10031 18338 35.4% 64.6% Peak Vol. P.H.F. 11:00 895 0.888 05:00 1120 0.883 08:15 1269 0.925 12:00 844 0.968 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, FL 33018 Phone: 305.595.7505 Fax: 305.675.6474 Page 3 Site Code: 20813-12 Station ID: BISCAYNE BOULEVARD/SR 5/US 1 NORTH OF NE 15 STREET Latitude: 0' 0.000 Undefined Start 25-Mar-10 NB Hour Totals Time Thu Morning Afternoon Morning 12:00 141 250 12:30 113 276 01.00 92 266 01:30 88 220 02:00 76 264 02:30 51 233 42 .222 03:00 52 231 03:30 26 233 04:00 34 229 04:30 24 217 23. „;76,261 Ike 06:00 38 276 06:30 57 252 07:00 86 253 '07:30 '''''''''''''''''''''''''''232 ''''08:30 138 223 09:30 155 204 ' 10:00 164 192 10:30 185 169 11:00 .2O3 165 11:15.''''''''''' ;-203 Total 4950 10975 Percent 31.1% 68.9% Combined 15925 Total SB Hour Totals Combined Totals. Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 33 192 -47 49745 11036 40 42 298 45 169 33 209 " • ' :!"800 28 185 19 225 28 219 15 188 90 ''.1..••"..'.!817.1- 19 196 20 184 9 184 14 14 196 19 191 ' 219 19 202 52 218 . 56 • 204 114 190 ''''''' 146 161 206 159 195 152 131 143 292 91 248 85 210 95 189 57. 187 113 244:.:::937.. 161;:99336 997 190 74 156 63 793 .......699 196 69 5745 7784 42.5% 57.5% 13529 ''''''''''''''''''''''''''''''''''''' 1245 621 :•••• • : •••• 334.* • • 1754. 1763 ''''' 10695 18759 36.3% 63.7% Peak Vol. P.H.F. Total Percent ADT 11:00 04:45 793 1112 0.855 0.952 14153 32470 30.4% 69.6% ADT 28,748 AADT 28,748 08:00 00:15 1245 855 0.973 0.917 16956 22666 42.8% 57.2% 31109 55136 36.1% 63.9% Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, FL 33018 Phone: 305.595.7505 Fax: 305.675.6474 Page 1 Site Code: 20815 Station ID: NE 2 AVENUE NORTH OF NE 15 STREET Latitude: 00.000 Undefined Start 23-Mar-10 NB Hour Totals Time Tue Morning Afternoon Morning Afternoon 12:00 41 146 12:15:::: . 32 .. 135: 12:30 27 115 12:45 . :34 100 134 496 01:00 27 118 :.• . . 17 112 01:30 15 106 81 435 02:00 18 98 • 02:30 17 110 11 112 ....... 0330 10 133 0345 10 114 39• 489 04:00 10 115 04:.30 10 127 05:00 7 100 .41,413"4 0530 15 06:00 19 35 129 07:00 71 92 07:30 93 79 08:00 93 75 08:30 51 09:30 76 71 10:00 106 49 10:30 101 46 11:00 89 34 11:30 110 34 41 Total 2542 4565 Percent 35.8% 64.2% Combined 7107 Total 505:. :".! • 134 510 SB Morning Afternoon 69 166 42 171 45 177 29 183 . 43 .153 31 190. • 29 163 23 159 26 142 19 148 • 7:: 19 162 21 161 21 162 17 160 20 155 18 178 26 172 24 161 15 21 22 41 177 46 150 62 133 89; 113 95 102 ''';:115 186 116 223 93 241 83 22 92 ;52 107 27b• 80 24713.1 64 204 65 187.99:.. 149 86 142 100 140 94 155 84! 152 73 13381 138 68 155 . :70 4598 6356 42.0% 58.0% 10954 Hour Totals Combined Totals Morning Afternoon Morning Afternoon ;2 07; 694 : 88 605 689 , •78 645 91 725 578 292. 341 1190 138 1286 372 .1083 7: 7 621.: 1231!: 556. 7140 • ... 10921. 39.5% 60.5% Peak Vol. P.H.F. 08:30 464 0.866 05:15 614 0.892 08:15 1028 0.948 05:00 725 0.949 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, FL 33018 Phone: 305.595.7505 Fax: 305.675.6474 Page 2 Site Code: 20815 Station ID: NE 2 AVENUE NORTH OF NE 15 STREET Latitude: 00.000 Undefined Start 24-Mar-10 NB Time Wed Morning Afternoon 12:00 28 150 12:30 20 114 01:00 22 102 01:30 12 91 02:00 18 110 02:30 17 102 02:45 6A114 03:00 11 95 . 112 0330 4 114 04:00 14 113 0415 11 114 04:30 8 133 41 05:00 5 ;a7-'5477`) 05:30 13 ' 06:00 14 145 ), .06:30 35 126 06:45............................................................................................ 07:00 67 89 07:30 89 69 08:00 89 69 08:30 )141,1 66 09:00 Iv53 09:15. : 09:30 94 62 09:45. . 93 62 10:00 1.09 124 10:30 . 90 60 11:00 80 67 11:30 104 58 . :74 • Total 2393 4686 Percent 33.8% 66.2% Combined 7079 Total SB Hour Totals Combined Totals Morning Afternoon Morning Afternoon Morning Afternoon 68 155 47.,169 36 101 488 ,:::40 27 , ye 39 150 29 184 20 23.. _ .165 17 155 19 144 17 145:76 609 14 142 ;:18. 139 20 171 12,)149)64 601 18 172 18 152 26 :14466 21 188 19 • 174 609" 45 184 •••• 58 139 ;:::1103 87 120 Hour Totals Morning Afternoon 67 ‘400 431 432 97 7 79 225 102 226 94 174 116 146 82 140 95 129 82 130 77 392 262 147 63 4418 6428 40.7% 59.3% 10846 197 669 87 616 635 471 984352 ) . 796 43.1 •••!•:•••• .„ . ..,:552 •.• ':311., 298 1157 182 1069 •127 1040!. 92 1033 • 135 1207" 951.• 700 944 573 6811 11114 38.0% 62.0% Peak Vol. P.H.F. 08:30 458 0.902 05:00 609 0.946 08:00 984 0.895 00:15 695 0.960 MA Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, FL 33018 Phone: 305.595.7505 Fax: 305.675.6474 Page 3 Site Code: 20815 Station ID: NE 2 AVENUE NORTH OF NE 15 STREET Latitude: 0' 0.000 Undefined Start Time 25-Mar-10 NB Hour Totals Thu Morning Afternoon Morning Afternoon 12:00 12:.15.: 12:30 01:00 01:15 01:30 01.45 02:00 02.15 02:30 03:00 03.1.5 03:30 04:00 04 15 04:30 04.45 05:00 05 15 05:30 06:00 \ 06:30 06 45 07:00 0715 07:30 08:00 08:30 0845 09:00 09 15.. 09:30 10:00 1015 10:30 11:00 1.1.15 11:30 11 45 Total Percent Combined Total 53 34 ._ 40 32 .. 23 17 21 ...... 18 19 17 12 10 15 16... 6 34 74 97 107 97 142 132 116 °113 166 134 1:1.4 120 100 85 109: 114 1`08 100 1.15. 124 130; . 111 ,1:10; 120 118 129 55 14.6: 117 109:, 80 •'' 82'. ......... 101. 100 88 112...................59 97 55 123 67 115 50 128 .. 62 2669 4806 35.7% 64.3% 7475 503 93 468 66 41,6 469 586 •528' 361 363 ".373 . 240 463 -.. 234: 69 54 48 44 31 47 156 32 195 37 172: 22 152 35. 151: 19 143 22 . 148 24 155 23E 159 21 138 • 22 153; 22 162 18 '165.. 26 187 23 164 9 202 16 168 25 179 38 175'. 36 181 42 139 65 144 101 102 139 143 114". 197:... . 134 206 11,8. 233 115 2?7$1 104 118 147 2'12 111` 233 125 1.84 1,15; 151 99 143 123 140 • 118 1:56 106:; 175 96 :120 108` 146 111 1.63 79: 4756 6868 40.9% 59.1% 11624 SB Morning Afternoon 176 Hour Totals Morning Afternoon 215 716 147 708 98 594 605'' 89 678- 88 724` 233. ;565 648 505 1065 889 498j 590.. 44;6: 60.4 . 394. Combined Totals Morning Afternoon 381 1219 240 1176 164 1010 1074, 120.. 1137 :137 1310 • 371 1093. 1009 868 1262 738'r 1013. :680: 1067 7425 38.9% 628 11674 61.1% Peak Vol. P.H.F. Total Percent ADT 08:30 05:15 469 613 0.832 0.976 7604 14057 35.1% 64.9% ADT 18,362 AADT 18,362 08:15 00:15 1092 725 0.951 0.949 13772 19652 41.2% 58.8% 21376 33709 38.8% 61.2% IMA Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, FL 33018 Phone: 305.595.7505 Fax: 305.675.6474 Page 1 Site Code: 20811 Station ID: NE 20 STREET WEST OF NE 2 AVENUE Latitude: 00.000 Undefined Start 23-Mar-10 EB Time Tue Morning Afternoon 12:00 19 84 1215 •••••••..12,.•••:.!•:•,..,;:::.- • .],.:67.•- 12:36 10 77 01:00 15 64 0115 14 70 0130 9 66 02:00 7 73 02:30 . 7 75 03:00 10 63 • •••••:: •••8:60 03:30 8 89 04:00 9 69 04:15........ ...... -64 04:30 4 • 68 05:00 „ 05:30 06:00 23 60 .60 \ 06:30 26 38 07:00 35 60 07:30 53 52 07:45 55 26 08:00 58 59 • 08:30 51 36 09:00 52 32 09:30 55 30 10:00 53 27 • 10:30 57 26 11:00 4 28 11:30 Total Percent Combined Total 17: 20 7O 26 1429 2659 35.0% 65.0% 4088 Hour Totals Morning Afternoon 57 305 53 262 25 288 33 • . . : :283 WB Hour Totals Combined Totals Morning Afternoon Morning Afternoon Morning Afternoon 13 66 10 • .57: 7 47 6 . 60 '36 . 230 8 56 6 58 5 60 8 65. : . : . 27 • •239 4 70 6 46 2 50', 2 61 3 66 5 45 4 77 4 56 5 : 60. 10 52 17 56 ••••• • • • • •15• .• 35• 23 41 •-• :..1•102 •••.• .-217' ••• .38. ••:: • •• 41 32 37 180 19 . • :143 30. 25 27 25 27 54 31 53• : • 27'. 54 23 49••••..16 24 ......35 : :,.:•••• 15 40 33 •53: • ••:.1 5: 45 9 42 17 51, : .15 56 17 23891 52 . . ... 10 1213 2071 36.9% 63.1% 3284 226. 14 249 • ...14 '261 29 254 193 119 •.• 201 59 • 93 535 80 501 44 514 47. .* • 538 544 ..! 373 309 • 40.9 ;01; • ,. 439. 2642 35.8% 150 4730 64.2% Peak Vol. P.H.F. 11:00 238 0.850 04:45 345 0.889 07:30 225 0.938 04:15 284 0.899 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, FL 33018 Phone: 305.595.7505 Fax: 305.675.6474 Page 2 Site Code: 20811 Station ID: NE 20 STREET WEST OF NE 2 AVENUE Latitude: 0' 0.000 Undefined Start 24-Mar-10 Time Wed 12:00 12:15 12:30 01:00 01:30 0145'? 02:00 0215 02:30 03:00 03 15 03:30 03.45 .......:...... 04:00 04 15 04:30 05:00 05 15 05:30 0.5.45 06:00 06:15.: \ 06:30 06:45: 07:00 0715 07:30 07.45 08:00 0815 08:30 08.45 09:00 ............ 09 15 09:30 .09 45 10:00 1015 10:30 11:00 11:30 11.45; Total Percent Combined Total EB Hour Totals Morning Afternoon Morning Afternoon 16 79 12 :": 72 7 79 13 77 48 307 12 65 14 69 7 ...... 62 17 . 57 9 84 6 `69: 7 48 4 '. 76 26 277 10 80.... . 67. 58 69 9 274 3 29 43 63 40.:_: 48 62 64 62 68 57 70• 61 50 45 35: 57 50. 40 26: 38 1385 2677 . 34.1% 65.9% 4062 50: 253 103 257' 226 173 211 132 236 :' = 98 WB Hour Totals Morning Afternoon Morning Afternoon 14 73 13 55 8 51 3 63 ' 38 242 :' 86 549 10 51 4. 59 6 62 10. 47 '. 30 219 80 3 66 8 50 10 61 1 55 22 232 1 66 53 6 60 63 .. 11 242 5 50 3 ;' 54 55 63 17 53 •19 46 20 37 40....: .. " 28. 29 35 24 34 38 29 41 23: 56 27 50 : 16 50 21 =45 1•1 35 15 51 20 34 19 44 7 44•. 16, 45 23 :52 19!. 61 16 57 1218 16 2005 37.8% 62.2% 3223 96 . 164: 197 13:1 209 ........................... 181 67. 1.77, 215 ..58s 4 Combined Totals Morning Afternoon 472 48 °509` 40 516 503` 566: 199: .:..: 421 375 . 322;: 435• 268: 397, 185,_ 2603 35 7% 172:. 4682 64.3% Peak Vol. P.H.F. 10:30 ' 253 0.866 05:00 318 0.924 07:15 230 0.871 04:30 259 0.875 Th Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, FL 33018 Phone: 305.595.7505 Fax: 305.675.6474 Page 3 Site Code: 20811 Station ID: NE 20 STREET WEST OF NE 2 AVENUE Latitude: 0' 0.000 Undefined Start Time 25-Mar-10 Thu 12:00 12:30 1245::.. 01:00 `01.15 r:::' 01:30 01:45 02:00 02:15 02:30 02:45 : , .: 03:00 .03:15'.. 03:30 0345, 04:00 04:15 04:30 '04 45 05:00 05 1.5 05:30 05 45 06:00 06:30 :l 06 45 07:00 07.15 07:30 07:45 08:00 08:15 08:30 08 45 09:00 09 1.5 09:30 09:45 10:00 10.15.; 10:30 11:00 11.15 ..........................:. 11:30 11.45 Total Percent Combined Total EB Morning Afternoon 21 89 12 74 19 76: 17 62 14 71 11 69 • 12 67' 5 61 6 78. 7 60 s 78 9 60 60. 60; 65 68 79 75.- 7 23 32 35 40 .: 49 60 50 4174 s tt 66 28 23 21: 22 16;. 2723 65.2% Hour Totals Morning Afternoon 39 330` 254: .178 200 237 203 234 222 ...:......116! 238... 82 55': 57:.. :53 34 45.,. 46 51.:. 46 54... 39 49 51 46 1192 36.7% 3248 WB Morning Afternoon 14 58 59 5.... 42. 9 57, 5 61 8 57 4 57 6 69 4 56 5 48 1 39 3 76 56 57 4 57 5; 54: 3 66 60 1 60 6: 2 5 10 12 61: 16 46 26 38 ':35 • 36. 34 30 42 - : 32 50 22 33. 44 29 28 18:. 21. 13., 14 29 23 .19 17 15: 22 .20 12 12 2056 63.3% Hour Totals Morning Afternoon 35 216 23 .244 13. 21.9: .17•...: 224 29 263; "87 180 187 117;' 1.89. `.. 185: 74. 66 Combined Totals Morning Afternoon 9.9 . 516 77 513. 37 .: 496 4479 544 593 186; • 434 365 317 454 322' 423 227. 4:19 190 423 148 2643 4779 35.6% 64.4% Peak Vol. P.H.F. Total Percent ADT 08:45 05:00 241 330 0.873 0.897 4265 8059 34.6% 65.4% ADT 7,360 AADT 7,360 07:45 04:45 223 273 0.914 0.961 3623 6132 37.1% 62.9% 7888 14191 35.7% 64.3% 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Appendix E: Committed Developments & Programmed Improvements 24 • Richard Garcia & Associates, Inc. 1700 Biscayne Boulevard MUSP Committed Development TABLE: A3-1 1700 Biscayne Boulevard MUSP (Substantial Modification) Committed Developments Link ROADWAY DIR Project Name Total Committed Traffic Person Trip Volume @ 1.4 PPV Mass Transit in Person -Trip @ 14.9% NAME AT On the Park (1770 N Bayshore Dr) 1650 Biscayne Blvd Ellipse Portico Chelsea 1 1 2 3 4 5 6 7 8 9 10 1 Biscayne Boulevard (US1/SR 5) North of NE 15 Street NB 65 46 21 14 35 181 253 44 SB 47 49 16 19 78 209 293 51 LINK 112 95 37 33 113 390 546 96 2 NE 2 Avenue North of NE 15 Street NB 0 31 4 0 156 191 267 47 SB 0 66 4 0 38 108 151 26 LINK 0 97 8 0 194 299 419 73 2 NE 20 Street West of NE 2 Avenue EB 0 0 0 0 0 0 0 0 WB 0 0 0 0 0 0 0 0 LINK 0. 0 0 0 0 0 0 0 Notes: 1 Roadway Name 2 Direction 3-7 From Traffic Studies on File at the City of Miami (see attached) 8 Total committed traffic assigned to analyzed roadways. 9 Person trips assigned to Transportation Corridor. 10 Transit trips assigned to Transportation Corridor. TABLE: A3 1700 Biscayne Boulevard MUSP (Substantial Modification) Committed Development Projects ;ti3 Omni: Development 14 1400.Biscayne Blvd;(149.0 Biscayne;Blvd) Complete:. 1_SiChelsea. .' Site Traffic 1770 N. Bayshore MUSP i• W N W z NE 17 TERR U z BISCAYNE BLVD NE 17 ST to to NE 15 ST (23)/ d • tr, nr�5 r 'k F NE17ST4 62 f ram` J 7 T N to 5 4 PROJECTo SITE N � �JI i 1 46 (39, {27) N.T.S. IN =164 OUT = 135 VENETIAN CSWY LEGEND XX - ENTER (XX) - EXIT* PP•OJEC1: 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY 71TLE: PM PEAK HOUR PROJECT TRIPS EXHIBIT No. Page 22 13J NE 20 ST a NE 19 ST BISCAYNE BLVD c1_ PROJECT: U N 111 jzI L (4) (2) J PROJECT SITE 1 NE 15 ST NE14ST ELLIPSE .MUSP TRAFFIC IMPACT STUDY TITLE: T— 3 NE 18 ST NE 17 TER BAYSHORE DR N.T.S. VENETIAN CSWY LEGEND XX - ENTER (XX) - EXIT PM PEAK HOUR PROJECT TRIPS EXHIBIT No. .Page 22 13} C-4 tO NE 20 ST NE19 ST -..-- 2 19 NE 18 ST 9 VL NE 18 ST N. T. S. .14 NE 17 TER PRgJECT; . PORTICO, MUSP TRAFFIC IMPACT STUDY TITLE: PM PEAK HOUR • PROJECT TRIPS IXHIB[i No. 13. • Page 22 Chelsea MUSP -ryv':ls{:a?::i1WAtiOi,7 t4istii, NE16St NE 15Ter43 ti rr3 814h.L}ld _ 71''o NE16St NE 15 5 +. jpd .tz p; 9g,.v, c ,d"ii,.r'`v NE 15 St 0- 0 PM Peak Hour Site Traffic R15 *0 NE 15 St l\ ) MIAMI-DADE METROPOLITAN -PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM FEDERALLY -FUNDED PROJECTS HIGHWAYS MPO Project Num. Facility/Project Name County Type of Work Federal Funding Components 5-Yr Page Ref Agency Project Num. From/Location To/Location Old litem Roadway ID Length (miles) Begin Point End Point Lanes Exist Improv Add'I DT4124731 SR 5/BRICKELL AVENUE MIAMI-DADE RIGID PAVEMENT REHABILITATION Activity Funding Proposed Funding ($000s) 4124731 S OF SE 25TH ROAD SE 4TH STREET 87030000 1.689 8.857 10.546 4 4 0 /Phase Source 2UU8- 2009 2UU9- 2010 ZU1U 2011 2U11- 2012 A1-43 INC XU 0 0 180 0 CST XU 0 7,539 0 0 DT4124751 SR 972/CORAL WAY MIAMI-DADE RESURFACING Activity Funding Proposed Funding ($000s) 4124751 W OF SW 12 AVENUE SR 5/US-1 87054000 1.648 2.943 4.591 4 4 0 (Phase Source 'LUUB- 20U9-2U1U 2010 2011 ZU11- 2012 A1-752009 CST XA 368 0 0 0 INC EB 0 85 0 0 DT4128081 ' SR 7/NW 5TH STREET MIAMI-DADE REPLACE MOVABLE SPAN BRIDGE Activity Funding Proposed Funding ($000s) /Phase Source 2UU8- GUN - 2U1U 2u11- A1-49 4128081 BRIDGE NW 3RD ST NW 8TH ST 87140000 0.371 0.733 1.104 5 0 0 2009 2010 2011 2012 INC EBBP 0 0 3,600 0 DT4146241 SR 5/US-1/BISCAYNE MIAMI-DADE FLEXIBLE PAVEMENT RECONSTRUCT. Activity Funding Proposed Funding ($000s) '41.46241 i': BLVD NW 15TH STREET NE 35TH TERRACE 87030000 1.415 12.067 13.482 4 4 0 /Phase Source 2UU8- 2009 LUU9- 2010 2U1U 2011 2u11- 2012 Al-47 CST ACXA 525 0 0 0 CST ACXA 22,815 0 0 0 DT4146331 SR 968/W. FLAGLER ST MIAMI-DADE FLEXIBLE PAVEMENT RECONSTRUCT. Activity Funding Proposed Funding ($000s) 4146331 NW 12TH AVENUE BISCAYNE BLVD.. 87053000 1.728 7.57 9.298 4 4 0 /Phase Source 2U08- 2009 2UU9- 2010 201U 2011 ZU11- 2012 A1-74 CST XU 0 5,407 DT4146431 SR 933/SW/NW 12 AVE. MIAMI-DADE RESURFACING Activity Funding Proposed Funding ($000s) (Phase Source 2UU8- 2UU9- 2010 2011- Al-67 4146431 SW 13TH STREET NW 7TH STREET 87085000 1.343 0.659 2.002 4 4 0 2009 2010 2011 2012 FY2009 2013 TIP- Approved May22, 2008 INC XA 480 Section Fi - Page 5 of 25 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Appendix F: Transit �5 e Richard Garcia & Associates, Inc. 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Appendix G: Corridor Analysis (Person Trip) 26 • Richard Garcia & Associates, Inc. TABLE: A4 1700 Biscayne Boulevard MUSP (Substantial Modification) PM PEAK HOUR VOLUMES Link ROADWAY Source o o Date To SF ACF DIR PM Peak Hour AVERAGE PM PEAK HOUR VOLUME NAME AT Tuesday Wednesday Thursday Existing Condition .(Seasonally Adjusted) ° 1 2 3 4 5 6 7 8 9 - 10 11 12 13 Biscayne Boulevard (USi/SR 5) North of NE 15 Street RGA 3/23/10 o no N c+> rn o 0 NB 1255 1120 1112 1162 1,116 SB 849 844 855 849 816 LINK 2104 1964 1967 2012 1,932 2 ' NE 2 Avenue North of NE 15 Street RGA 0 N o N o o NB 614 609 613 612 588 SB 725 695 725 715 687 LINK 1339 1304 1338 1327 1,274 3 NE 20 Street West of NE 2 Avenue RGA 3/23/10 3/25/10 r• °' 0 o °' 0 EB 345 318 330 331 318 WB 284 259 273 272 261 LINK 629 577 603 603 579 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 6 Peak Seasonal Correction Factor obtained from 2008 Florida Traffic Information CD, Miami -Dade North Category 8700 7 Axle Correction Factor obtained from 2008 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, Inc. 2008 TABLE: A5 1700 Biscayne Boulevard MUSP (Substantial Modification) Project Traffic ROADWAY DIR Net Vehicle Trips - IN Net Vehicle Trips - OUT Net Vehicle Trips - TOTAL FROM TO Site TFraffic Biscayne Blvd/SR 5/US 1 NE 13 St NE 20 St NB 48 77 125 NE 20 St NE 13 St SB 85 86 171 NE 2 Ave NE 13 St NE 20 St NB 56 136 192 NE 20 St NE 13 St SB 111 46 157 NE 20 St N Miami Ave Biscayne Blvd EB 100 100 Biscayne Blvd N Miami Ave WB 134 134 C-N\ TABLE: A6 1700 Biscayne Boulevard MUSP (Substantial Modification) PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE (ONE-WAY ANALYSIS) ROADWAY MODE ROADWAY DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP CAPACITY @ 1.6 PPV ROADWAY VEHICULAR VOLUME PERSON- TRIP VOLUME @ 1.4 PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP FROM TO V/C LOS EXISTING CONDITION (Seasonally Adjusted) Biscayne Boulevard (USI/SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1116 1563 1579 0.50 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 816 1142 2000 0.36 C NE 2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 588 823 1272 0.39 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 687 961 1133 0.46 C NE 20 Street N Miami Ave Biscayne Blvd EB E 1LU-Non State 774 1238 318 445 793 0.36 C Biscayne Blvd N Miami Ave WB E 1 LU-Non State 774 1238 261 366 873 0.30 C WITH BACKGROUND TRAFFIC '(2013) Biscayne Boulevard (US1/SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1150 1610 1532 0.51 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 840 1176 1965 0.37 C NE 2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 606 848 1247 0.40 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 707 990 1104 0.47 C NE 20 Street N Miami Ave Biscayne Blvd EB E 1 LU-Non State 774 1238 327 458 780 0.37 C Biscayne Blvd N Miami Ave WB E 1LU-Non State 774 1238 269 377 862 0.30 C WITH BACKGROUND & COMMITTED TRAFFIC Biscayne Boulevard (USI/SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1331 1863 1278 0.59 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 1049 1469 1673 0.47 C NE 2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 797 1115 979 0.53 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 815 1142 953 0.55 C NE 20 Street N Miami Ave Biscayne Blvd EB E 1 LU-Non State 774 1238 327 458 780 0.37 C Biscayne Blvd N Miami Ave WB E 1LU-Non State 774 1238 269 377 862 0.30 C WITH PROJECT AND BACKGROUND & COMMITTED TRAFFIC' Biscayne Boulevard (USI/SR 5) NE 13 St NE 20 St NB E 2LD-State Rd 1964 3142 1456 2038 1103 0.65 C NE 20 St NE 13 St SB E 2LD-State Rd 1964 3142 1220 1708 1433 0.54 C NE 2 Avenue NE 13 St NE 20 St NB E 2LU-Non State 1309 2094 989 1384 710 0.66 C NE 20 St NE 13 St SB E 2LU-Non State 1309 2094 972 1361 733 0.65 C NE 20 Street N Miami Ave Biscayne Blvd EB E 1LU-Non State 774 1238 427 598 640 0.48 C Biscayne Blvd N Miami Ave WB E 1LU-Non State 774 1238 403 564 674 0.46 C 1700 BISCAYNE BLVD MUSP TRAFFIC IMPACT STUDY Appendix H: Intersection & Driveway 27 • Richard Garcia & Associates, Inc. TABLE : A7 1700 Biscayne Boulevard MUSP (Substantial Modification) Intersection Level of Service (LOS) Summary Intersection xsting P ou raposed PM Peak Houf> Ave Veh Delay (s) LOS Ave Veh Delay (s) LOS Biscayne Boulevard/SR 5/US 1 & NE 17 Street 7.4 A 10.3 Biscayne Boulevard/SR 5/US 1 & NE 17 Terrace 18.9 B 43.2 Optimized 31.8 NE 2 Avenue & NE 17 Street (Signalized) 7.8 A 7.7 A NE 2 Avenue & NE 17 Street (Unsignalized) 0.9 A 7.1 A NE 2 Avenue & NE 17 Terrace 1.2 A 7.2 A NE 17 Street & Driveway 1 N/A: 2.3 A NE 17 Street & Driveway 2 N/A N/A 1.4 A NE 17 Terrace & Driveway 3 3.7 A NE 17 Terrace & Delivery Driveway /A:, 0.1 A • 1700 Biscayne Boulevard MUSP NE 17 St 168Z CO c0 Existing PM Peak Hour TMC's R93 3 NE 17 Ter Rg \ A-14 Hotel D/W � NE17St239� LC) LO M� 27-* a) HCM Signalized Intersection Capacity Analysis 1: NE 17 St & Biscayne Blvd Existing PM Peak Hour TMC's 1700 Biscayne Boulevard MUSP overlent Lane Configurations Volume ',(vph) Ideal Flow (vphpl) Total Lost time'(s), Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted ;Satd.w Flo(perm) Peak -hour factor, PHF Ad1 Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph)' 1900 1900 1900 0... 1.00 0.93 0.98 1688 0.98 1688 0.97 0.97 0.97 1900 0.97 1900 1900 5.0 1.00 ._.:. 096 0.98 1738 0.98 1738 0.97 0.97 885 0. 1900 1900 1900 5•0 5• 0` 1.00 0.95 1.00 1.00 0.95 1.00 1770. 3539 0.37 1.00 680 '' 3539 0.97 0.97 0.97 1900 684 14 1900 1900 5`0. 0.95 1.00 1.00 3529 1.00 3529,. 0.97 0.97 0.97 Turn Type Protected •Phases Permitted Phases Actuated'Green, G (s Effective Green, g (s) ctuated g/C Rat, ;4 io Clearance Time (s) Vehicle; Extension (s) Lane Grp Cap (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 LOS 11765ectlon Summai Split 7,4 5.0 114 48.6 1.0 Split 6.9 5.0 109 48.9 0.8 Perm 80.7 5.0 80.7 5.0 499 2596 0.05 4.1 0.3 5.3 0.4 80.7 5.0 2589 4.9 0.3 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) ]ntersection,Capacity Utilization Analysis Period (min) c Critical Lan,eGroup 7,4 33 110.0 587;% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service.'• 15.0 Timings 1: NE 17 St & Biscayne Blvd Existing PM Peak Hour TMC's 1700 Biscayne Boulevard MUSP ne Group::: Lane Configurations Volume (vph) .. Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Times ' All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay /LOS Approach Delay , Approach LOS ntersectlon matt', Perm 40.. .,40 40 40 21.0 210 21,0 210 21.0 23 0„ 20 0 67 67 0 20.9% 18.2% 60.9%0 60.9% 60.9% 1.0 5.0 1,0 5,0 1.0 5.0 1.0 5.0 4. 1.0 5.0 Vhn Min C Max C'Max C Max 7.4 6.9 80.8 80.8 80.8 0.37 0.24 0.07 0.35 0.28 0.0 0.0 771 0.0 0,0 0.8 Cycle Length: 110 Actuated Cycle Length t110 . w Offset: 9 (8%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle 65 Control Type: Actuated -Coordinated Maximum v/c patio:0 37 Intersection Signal Delay: 7.5 intersection Capacity Utilization 387-° Analysis Period (min) 15 Splits and Phases: 1: NE 17 St & Biscayne Blvd ntersection LOS: A Level bf Service / 02 4. 04 IV. a$ h7t o s� .. 2Sxi ,. 110O.311 T 06 137 -J i»'zi I >... HCM Signalized Intersection Capacity Analysis 2: NE 17 Ter & Biscayne Blvd Existing PM Peak Hour TMC's 1700 Biscayne Boulevard MUSP Lane Configurations Volume.(vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prat) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF Adt Flow (vph) RTOR Reduction (vph) Lane.Group Flow`'(vph)` Turn Type Protected Phases; Permitted Phases Actuated,Green;tiG (s); Effective Green, g (s) Actuated:g/C Ratio Clearance Time (s) VehicleExtension (s) �! Lane Grp Cap (vph) )uls'Ratio Prot ' v/s Ratio Perm ulc Ratio; Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s)` Level of Service Approach. Delay( Approach LOS Intersect KESurnmai 1900 1900 1900 1900 :......:40. 40 1.00 1.00 1.00 0 85 0.99 1.00 1851 1583 _ 0.95 1.00 1.767 1583 0.97 0.97 0.97 Perm 0.97 Perm Perm 26.0 26,0 4.0 287 4.0 257 0.05 0.00 58.8 56.3 0.6 0.0 66 93 1900 1900 4• 0 0.95 094 ..... 0.98 3283 0.77 2585 0.97 0.97 26.0 4,0 420 c0.08 61.0 0.9 E 10 809 97 1900 1900 1900 1.00 0.95 1 00 0 98 0.95 1.00 1770 3482 0,42 1.00 777 3482 0.97 0.97 0.97 834, 6 103,0 103.0 .0 4,0 500 2242 0.01 002';0:;41 10.3 13.8 1 00 1 00 0.1 0.6 152 .... 596::..... .5 1900 1900 1900 ,5.0 40 1.00 0,95 1:00 : 1'.00.. 0.95 1.00 1770' 3535 0.24 1.00 452,3535: 0.97 0.97 0.97 614`. 0 619: 504 2784 0.21 6,1 1,6 4.4 0.2 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) ;Intersection Capacity Utilization Analysis Period (min) c „Cntcal Lane; Group 18.9 HCM Level of Service 160.0 15 Sum of lost time (s) ICU.Level of Service,: 13.0 Natural Cycle 55' ,, u • , . ,, Control Type: Actuated -Coordinated Maximum v/c Ratio 0 55 Intersection Signal Delay: 21.5 ;Intersection Capacity Utilization 568 Analysis Period (min) 15 Splits and Phases: 2: NE 17 Ter & Biscayne Blvd Timings 2: NE 17 Ter & Biscayne Blvd Existing PM Peak Hour TMC's 1700 Biscayne Boulevard MUSP :Lane!GroUp`; Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector. Phase: Switch Phase Minimum initial (s), Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall :Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay �\ Total Delay LOS Approach Delay; Approach LOS D,ntersectionn' Summary Cycle Length: 160 Actuated Cycle7Length 160 Offset: 33 (21%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green 20.0 20.0 20.0 20.5 20.5 20.5 20.5 9.0 20.5 30 0 30.0 '30.0, 30.0 30.0 107.0 - 107 0 23.0 130 0 18.8% 18.8% 18.8% 18.8% 18.8% 66.9% 66.9% 14.4% 81.3% 0.5 4.0 0.5 4.0 0.5 4.0 26.0 26.0 0.29 0.04 0.0 0.0 0.0 4.0 0.0 00 4.0 0.0 00 4.0 Yes 0.0 00 4.0 5.0 Lag Lead Yes Yes 1.0 0.0 4.0 MIn � iviax :L Max Max IVIaX 26.0 103.0 103.0 125.0 126.0 0.55 0.02 0.0 ,mx 0.0 Intersection LOS: C ICU'U'LeVeliiatSe.rViCaf 0.42 0.31 0.22 9.2 0.0 0.0 of it ©2 ' ©4 2af, r ti' la.orf li • Oa c6 '- O' O yy 3fSvt« 80.' if ., HCM Signalized Intersection Capacity Analysis 3: NE 17 St & NE 2 Ave (SIGNALIZED) Existing PM Peak Hour TMC's 1700 Biscayne Boulevard MUSP Movement B 4\ I Lane Configurations Volume (yph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd Flow (prot) Flt Permitted Satd. Flow'(perm) 168 1 1900 1900 1900 40 4.0 0.97 1.00 1..00 0 85 0.95 1.00 3433 1583 0.95 1.00 3.433 ,1.583 ++ +1 641 654 0 1900 1900 1900 4.0 40 0.95 0.95 .100 100 1.00 1.00 3539 : `3539 1.00 1.00 3539 . 3539 Peak -hour factor, PHF Add Flow (vph) RTOR Reduction (vph) Lane Group Flow,(vph) 0.94 0.94 0.94 0.94 0.94 0.94 696 0 2 696 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s)' Perm 10.5 10.5 4.0 4.0 81.5 81.5 4.0 4.0 Lane Grp Cap (vph) u/s Ratio Prot v/s Ratio Perm V/c Ratio'. Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s)` Level of Service Approach Delay (s Approach LOS nterse ton:Sum,m' 360 166 0.00 42,3 40.1 4.8 0.1 2884 2884 2.1 0.2 2.1 0.2 HCM Average Control Delay HCM Volume to Capacityratio ':: Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 7.8 HCM Level of Service 100.0 15 Sum of lost time (s) ICU;Level o.f Service 8.0 Timings 3: NE 17 St & NE 2 Ave (SIGNALIZED) Existing PM Peak Hour TMC's 1700 Biscayne Boulevard MUSP 1 Lane! Lane Configurations Volume(vph) Turn Type Protected Phases Permitted Phases Detector phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjusts) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total, Delay LOS Approach Delay .„ Approach LOS nterseatlopSummaryt 20.5 ... • 20.5 ......24 :.. 4 0.5 20.5 19.0% 19.0% 81.0% 81.0% 40 0.0 0.0 0.0 4.0 4.0 4.0 0.0 4.0 10,5 10,5 81.5 81.5 0.50 0.10 0.24 0.24 0.0 0.0 0.0 0,0 7:17.71' Cycle Length: 100 ActuatedCycle Length Offset: 33 (33%),Referenced to phase 2:EBL and 6:, Start of Green Natural `Cycle 45` _ Control Type: Actuated -Coordinated Maximum v/c Ratio 0 50 Intersection Signal Delay: 7.7 Intersection Capacity Utilization 29 5` Analysis Period (min) 15 Splits and Phases: 3: NE 17 St & NE 2 Ave ntersection LOS: A ofService '- 02 I' 04 08 HCM Unsignalized Intersection Capacity Analysis 4: NE 17 St & NE 2 Ave Existing PM Peak Hour TMC's 1700 Biscayne Boulevard MUSP Mlovemen Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type,. Median storage veh) Upstream signal (ft) pX, platoon unblocked VC, conflicting volume` 1059; vC1, stage 1 conf vol vC2, stage;2 confvol vCu, unblocked vol tC, 2 stage (s) tF (s) p0 queue free % JcM capacity (Veh/ priscton VolurrieTotal Volume Left Volume;Rigl cSH ;Volume to Capacity Queue Length 95th (ft) ;Control Dela < sry Lane LOS Approach"Delay(s; Approach LOS Int re ectonSujma 647 595. Stop Free Free 0% 0% 0% ''�: 0.94 0.94 0.94 0.94 0,94 0.94 10 37 633 28 40 663 0.96 973 96 520 1700 924 1700 661 96 Average Delay Intersection Capacity Utilization Analysis Period (min) 0.9 15 H C HCM Unsignalized Intersection Capacity Analysis 5: NE 17 Ter & NE 2 Ave Existing PM Peak Hour TMC's 1700 Biscayne Boulevard MUSP oVe`rnent Lane Configurations Volume (veh/h), Sign Control Grade Peak Hour Factor Hourly flow rate (vph)„, Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type...,..: Median storage veh) Upstream signal (ft)';;: pX, platoon unblocked vC.; conflic,.ting volume ?; vC1, stage 1 conf vol v.C2, stage(2 conf; vol :- (`( vCu, unblocked vol tC, 2 stage (s) p0 queue free % eM capacity (veh/h Direction; VolumeTotal.::. Volume Left Volume:Right cSH Volume to Capaci _ Queue Length 95th (ft) Control; Delay((;((( Lane LOS Approach',Delay.(s Approach LOS )nterse'eton;Sun%maryr;�r Average Delay ;Intersection Capacity Utilization Analysis Period (min) Stop 0%. 0.95 1218 84 I :'630 ......... . Free Free 0% 0.95 0.95 0,95 0,95 0,95 56 796 55 32 663`: 425 90 one 851m 96 166 577 1700 1700 one 1 2 U.Level of;Service 15 1700 Biscayne Boulevard MUSP a) N W co LO v-"Cr NE 17 St 207y �LO a) O CO 4. 1354- <-114 4133 i y s& 19 NE 135-� N E 17 St 60+ 55-* Proposed PM Peak Hour Volumes R96 4-74 r141 NE 17 Ter R9 \ r14 Hotel. D/W 4 CO 0 a) U HCM Signalized Intersection Capacity Analysis 1: NE 17 St & Biscayne Blvd Proposed PM Peak Hour Volumes 1700 Biscayne Boulevard MUSP o.veme`n Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow. (perm) Peak -hour factor, PHF Atlt Flow (vph), ;> RTOR Reduction (vph) Lane Group Flow:(vph) Turn Type Protected Phases` Permitted Phases Actuated: Green, ;G (s) Effective Green, g (s) Actuated; g/C Ratio . Clearance Time (s) Vehicle Extension (s) 1900 0.97 61 1900 1900 50 1.00 -0.94 • 0.97 1699 ., 0.97 1699 0.97 0.97 11.0 5.0 1900 0,97 1900 1900 1.00 50 0.98 1738 0.98 1738 431. 3539 0.97 0.97 0.97 0.97 0 1042: 6.9 5.0 84 1011 ,, 0 1900 1900 1900 50 50 1,00 0.95 1.00, 1.00 0.95 1.00 1770 3539, 0.23 1.00 Perm 77.1 77.1 5.0 5.0 0.97 0; 892 149 1900 1900 1900 0.95 5.0 0:98 1.00 3463 1.00 3463: 0.97 77.1 5,0 Lane Grp Cap (vph) ;vls Ratio: Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Level of Service Approach Delayl Approach LOS lntersect[on $ummar 170 47.0 r.. 2.9 109 48.9 0.8 302 2481 0.20 6.2 2.4 7 0..:,: 0.5 2427 7.1 0.6 HCM Average Control Delay HCM Volume to Capacityratlo Actuated Cycle Length (s) Intersection Capacity,Utilizatior Analysis Period (min) c Critical Lane;Group 10.3 HCM Level of Service 110.0 15 Sum of lost time (s) ICU Level of=Service 15.0 Timings 1: NE 17 St & Biscayne Blvd Proposed PM Peak Hour Volumes 1700 Biscayne Boulevard MUSP Lane Gr <r� 4- 4\ Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s), , Total Lost Time (s) Lead/Lag :• ..................:: Lead -Lag Optimize? Recall Modey Act Effct Green (s) Actuated g/C Ratios v/c Ratio Control Delay Queue Delay Total Delay LOS Approach, Delay Approach LOS )ntersectionuSdm 4 21,0 23 0 20 0 67 0 20.9% 18.2% 60.9% 60.9% 60.9% 40 4.0 Perm 1.0 5.0 40 40 40 40 21.0 21.0 21.0 21.0 1.0 5.0 1.0 5.0 1.0 5.0 Min Mm C Max C-Max 11.0 6.9 77.1 77.1 1.0 5.0 77.1 0.60 0.24 0.29 0.42 0.44 0,0 0,0 0.0 0.0 1.8 RC Cycle Length: 110 Actuated C cle Len th 110 Offset: 9 (8%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Control Type: Actuated -Coordinated Maximum v/c Ratio 0 60 Intersection Signal Delay: 11.4 tlntersection Capacity Utilization 55 3%. Analysis Period (min) 15 Splits and Phases: 1: NE 17 St & Biscayne Blvd Intersection LOS: B ICU evel :ofService`B..°. 02 4 04 47 08 C VI� :�, ,ne�'a A11 Rd '�1 (C riS k ; � 2 b tY pyg k�'!'rt .t. � >.x, 48 !y`•:... �. ..: y�g ® ?1`2 5_e ... [R:Vf 44".f'. # 06 HCM Signalized Intersection Capacity Analysis 2: NE 17 Ter & Biscayne Blvd Proposed PM Peak Hour Volumes 1700 Biscayne Boulevard MUSP overnen NBT: Lane Configurations Volume .(vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm), Peak -hour factor, PHF Add Flow.(vph) RTOR Reduction (vph) Lane Group Flow Turn Type Protected Phases Permitted Phases Actuated Green G (s) Effective Green, g (s) actuated g/C Ratio Clearance Time (s) Vehicle. Extension (s) Lane Grp Cap (vph) /s Ratio Prot v/s Ratio Perm /c Ratio Uniform Delay, d1 progression Factor Incremental Delay, d2 Delay (s)` Level of Service Approach Delay Approach LOS %ntersec_"on Sum, 1900 0.97 Perm 4 i t i 94 51 141 74 96 31 949 ; 102 157 851 30 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 40 40 1.00 1.00 ^ 0.95 1.00 0.95 1.00 0.85 0.95 1.00 0.99 0.98 1.00 0.98 0.95 1.00 1818 ... 1583" 3300 -: ..... 1770 3488 0.42 1.00 0.59 0.31 1.00 786, 1583 1997 585 3488 0.97 0.97 0.97 0.97 0.97 0.97 0.97 53...... 145.... 76 99.. 32 978 13 0 33 0 0 5 287 0 32 1078 Perm Perm Perm 26.0 26.0 4.0 128 c0.25 4.0 257 0.03 67.0 57.6 264.6 0.3 26.0 4.0 325 0.14 65.5 • 23.5 4.0 4.0 377 2245 c0 31 0.05 10.7 14.7 0.4 0.7 40 40 40 5.0 0.97 1.00 0.95 1 00 0.99 0.95 1.00 1770 3521 0.20 1.00 0.97 0.97 0 pm+pt 5.0 4.0 447 2773 0 04 0.24 036 7.5 2.3 4.9 0.3 0.97 HCM Average Control Delay HCM Volume to Capaaty :vatic Actuated Cycle Length (s) Intersection Capacity Util{nation Analysis Period (min). dl Defacto Left Lane Recode wi c Critical Lane Group 43.2 160.0 15 hough lane as a left lane Sum of lost time (s) I .0 Level of SeMce' 13.0 Timings 2: NE 17 Ter & Biscayne Blvd Proposed PM Peak Hour Volumes 1700 Biscayne Boulevard MUSP �.ane£'G�oupr Lane Configurations Volume (Vph) Turn Type Protected:Phases Permitted Phases Detector Phase Switch Phase Minimum Initiat(s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control'Delay Queue Delay Total Delay LOS Approach Delays Approach LOS 3n fersecfion.._Summa[ Perm 51 141 Perm Perm 40 40 40 40 40 40 40 40 40.< 20.0 20.0 20.0 20.5 20.5 20.5 20.5 9.0 20.5 30 0 30 0 30 0 30 0 30.0 107 0 +107 0 23 0 130 0, 18.8% 18.8%0 18.8% 18.8% 18.8% 66.9% 66.9% 14.4% 81.3% 35 35 35 40 40 40 40 40 40 0.5 0.5 0.5 0.0 0.0 0.0 0.0 4,0 4.0 4.0 26.0 26.0 1.51 0.20 0.0 0.0 4.0 4.0 4.0 4.0 1.0 5,0 0,0 4,0 Yes Yes Yes Min C Max C Max Max G Max 26.0 103.0 103.0 125.0 126.0 1.07d1 0.08 0.48 0.36 0.33 0.0 0.0 24.5 0.0 0.0 Cycle Length: 160 Actuated' Cycle Len. Offset: 33 (21%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle 60 Control Type: Actuated -Coordinated Maximum v/c Ratio 1 51 Intersection Signal Delay: 50.1 Intersection Capacity Utilization 71 7% Analysis Period (min) 15 d11.11, Defacto Left Lane Recode with 1 though lane as a le Splits and Phases: 2: NE 17 Ter & Biscayne Blvd Intersection LOS: D ICU;Level of Service `C 01 °' 02 fit 04 '' ?3°tap- :txl:o7 �}�° o'er 13Ut$V'> jo- .?dA ?:I4w- `.� t_jyfi``" s s's.$ic z'$i�f�A ' �'° 0. 'e' ." ,. :5 'fix ,'.�� .::: Ts acM ' i€}UN' $v. !} ` `�. z�r]': wai�. a - ‘8 � -.: HCM Signalized Intersection Capacity Analysis 2: NE 17 Ter & Biscayne Blvd -*OPTIMIZED Proposed PM Peak Hour Volumes 1700 Biscayne Boulevard MUSP t`" ovemenf Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF AdJ .Flow (vph)„ RTOR Reduction (vph) Lane Group.Flow (vph) .` Turn Type Protected Phases ': Permitted Phases Actuated Green, G (s) N Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle:`Extension 1900 1900 1900 40 40 1,00 1,00 1 00 0 85 0.98 1.00 1818 ,.:1583 0,52 1,00 966, ,1,583 0,97 0.97 0.97 97 Perm 1900 1900 1900 1900 1900 1900 40 40 40_- 0.95.,.... 1.00 . 0.95 0 95 1 00 0.99. 0.98 0.95 1.00 3300 1770. 3488 0.64 0.31 1.00 2156 '. •' 585 3488 0.97 0.97 0.97 0.97 0.97 0.97 2 97 Perm Perm 36.0 36.0 4.0 4.0 36.0 4.0 Perm 75.0 75.0 4.0 4.0 57' 851 3Q 1900 1900 1900 5 0 4,0 1.00 0.95 1 00': 0 99 0.95 1.00 1770 3521 0.13 1.00 243:3521, 0.97 0.97 162 . 877,. 0 162' .. pm+pt 0.97 Lane Grp Cap (vph) v/s Ratio Perm u/c Ratio. Uniform Delay, d1 Progression,Factor Incremental Delay, d2 Level of Service Approach Delay'(: Approach LOS 'z -� ,�+rr -t " s ]ntersecton,Sumrna 356 c0.20 0.02 60.1 49.3 32.6 0.1 • 485 0.13 55,3 274 1635 0.05 012 066 23.9 32.7 1 00 1 00 0.9 2.1 520 2553 0.16 14.3 8.1 HCM Average Control Delay HCM Volume toCapacity ratio_ Actuated Cycle Length (s) Intersection Capacity Utilizatio Analysis Period (min) c Critical Lane Group 31.8 HCM Level of Service 160.0 Sum of lost time (s) 1 7%R ICU Level of Service'` 15 12.0 Timings 2: NE 17 Ter & Biscayne Blvd -'OPTIMIZED Proposed PM Peak Hour Volumes 1700 Biscayne Boulevard MUSP Lane Grgu Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase . , Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adiust..(s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? POOH :Mode Act Effct Green (s) Actuated g/C Ratio'; v/c Ratio Control: Dela Queue Delay Total Delay: �LoS Approach Delay Approach LOS ntersect�on Sump tiv 33.8% 33.8% 33.8% 33.8% 33.8% 49.4% 49.4% 0.5 4.0 0.5 4.0 0.5 4.0 •'MIn :Mln 36.0 36.0 0.89 0.14 0.0 0.0 0.0 4.0 0.0 4.0 0.0 Yes �ry Perm Perm Perm 74 31 157 Perm pm+pt 40 40 40 40 •40- 40 40 40 40 20.0 20.0 20.0 20.5 20.5 20.5 2'0.5 9.0 20,5 4 0 . _. •T54 0•.... `54 0 ..:: •54, 0 79 0....., .79.0., 16,9% 66.3%0 1.0 0.0 4.0 0.0 4.0 Mln l Max 'l Max Max ( Max 36.0 75.0 75.0 115.0 116.0 0.61 0.12 0.66 0.31 0.36 0.0 0.0 127.6 0.0 0.0 Cycle Length: 160 Actuated Cycle Length Offset: 33 (21%), Referenced to phase 2:NBTL and Start > 6:SBTL, Staarr t of Gree n Natural C cle 60 Control Type: Actuated -Coordinated Maximum v/c Ratio 0 89; Intersection Signal Delay: 81.3 Intersection Capacity Utilization, Analysis Period (min) 15 Splits and Phases: 2: NE 17 Ter & Biscayne Blvd Intersection LOS: F Level of•ServiceC of ' 02'" m4 27 inge , J - � � ... 10 ' 06 08 y `t,®O.n5Y2rit'r8.e7t2 4M-2, y{ uZ'-."�`s✓., HCM Signalized Intersection Capacity Analysis 3: NE 17 St & NE 2 Ave Proposed PM Peak Hour Volumes 1700 Biscayne Boulevard MUSP MEartWit7 Lane Configurations Volume(vph) :. Ideal Flow (vphpl) Total Lost time (s) Lane Util, Factor Frt Flt Protected Satd Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF Adj Flow (vph): RTOR Reduction (vph) Lane Group Flow (vph)-; Turn Type Protected Phases Permitted Phases Actuated Green, G s Effective Green, g (s) Actuated g/C,Ratio,As Clearance Time (s) ;Vehicle Extension (s) Lane Grp Cap (vph) C_ y/s Ratio` Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Level of Service Approach Delaya (s Approach LOS � xd°'?a-�nar-^ � � S �m lntefsectf aSUrnmarys t HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection„Capacity Utilization Analysis Period (min) c Critical LaneGroup 205 17 0 1900 1900 1900 4040 0.97 1.00 100 0 85 0.95 1.00 +1 + 1034 791 0 1900 1900 1900 4.0 40 .. 0.95 0.95 1.00 1.00 1.00 1.00 3433 . 158335393539 0.95 1.00 1.00 1.00 '3433 1583 3539 , 0.94 0.94 0.94 Perm 11.6 11.6 4.0 398 4.0 184 0.00 41.7 39.1 5.3 0.1 7,7 41 100.0 15 0.94 0.94 0.94 1100 841 0 0 80.4 80.4 4.0 4.0 2845 2845 2.8 0.4 2.5 0.3 HCM Level of Service Sum of lost time (s) LCU Level 0f:Service' 8.0 Timings 3: NE 17 St & NE 2 Ave Proposed PM Peak Hour Volumes 1700 Biscayne Boulevard MUSP Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase • Switch Phase Minimum Initial'(s), Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust.(s) Total Lost Time (s) Lead/Lag ,., Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio ............ ..... . Queue Delay ` Total Delay LOS Approach Delay Approach LOS ntersectton Sure 40 40 40 4.0 20.5 20,5 20.5 20.5 19.0% 19.0% 81.0% 81.0% 0.0 4.0 0.0 4.0 0.0 4.0 0.0 4.0 =Min C Min -Max Max 11.6 11.6 80.4 80.4 0.55 0.09 0.39 0.30 0,0 0.0 0.0 0.0 Cycle Length: 100 Actuated Cycle Lengthy 1i00 Offset: 33 (33%), Referenced to phase 2:EBL and 6:, Start of Green Natural C cle 45i Control Type: Actuated -Coordinated Maximum v/c Ratio 0 55 Intersection Signal Delayf 7.7 Intersection Capacity Utilization 4l . Analysis Period (min) 15 Splits and Phases: 3: NE 17 St & NE 2 Ave Intersection LOS: A ICU Level of Service.. " 02 fi 04 'NV�[%�n��6 :$�Y.' :C'.�if�'3. 08 F�1� il-.' irii' W tY �y A'e y�j 3�'il>� y} f:� - xi Y f&�. � [�P g' �3`rs m P. - :m .4 k�'. w• l.. HCM Unsignalized Intersection Capacity Analysis Proposed PM Peak Hour Volumes 4: NE 17 St & NE 2 Ave 1700 Biscayne Boulevard MUSP ie (�ovemen Lane Configurations Volume veh/h Sign Control Grade Peak Hour Factor Hourly flow rate (vph).. Pedestrians Lane Widtht(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol ::,um. vCu, unblocked vol tC, 2 stage (s) tF (s) p0 queue free % GM; capacity .(veh( Direetior% Lane Stop 0.94 0.94 1392 55 828 30.....:105 693 Free Free 0.94 0,94 0.94 0.94 0.94 207 . .: .881.., 32 ...`.,. 112 '.; 737 897 27 one 913 85 one Uolime Total;:; Volume Left ;Volume Right cSH Volume to Capac t Queue Length 95th (ft) ControlYDelay (s Lane LOS 4pproach Delays) Approach LOS nterseeti 48 106 283 1700 742 1700 i Average Delay Intersection Capacity Utilization' Analysis Period (min) 15 71 h. NI LUS 09% ` ICU Level of%Service w HCM Unsignalized Intersection Capacity Analysis Proposed PM Peak Hour Volumes 5: NE 17 Ter & NE 2 Ave 1700 Biscayne Boulevard MUSP lovement' f.; Lane Configurations Volumeveh/h Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft)' Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median.type Median storage veh) Upstream signal (ft) pX, platoon unblocked 'C, conflicting,vo.lume vC1, stage 1 confvol vC2; stage 2 conf volt' A vCu, unblocked vol tC :sin le",. s tC, 2 stage (s) #F�s p0 queue free cM:capacify;.(;�eti%li D;irectio L Volurrie TotalT Volume Left Uolurne R;iglit„ cSH Volu me toCapacity, Queue Length 95th (ft) 104 13 Control Delay (s)' Lane LOS Approach Delay (s Approach LOS ) t FACan <Sum`mai 1.125 114 145 748. Stop Free Free 0 0 0% 070 0% 0.95 0.95 0,95 0.95 0.95 0.95 45 78 1184 120 153 787 0.91 0.91 1834 45 44 410 85 535 None" 1700 1700 „one 0,91 1130 73 557 1700 7.2 15 CM U Level ot. HCM Unsignalized Intersection Capacity Analysis Proposed PM Peak Hour Volumes 6:NE17St&D/W1 1700 Biscayne Boulevard MUSP )11 MOVeI7 oo Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftls) Percent. Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) .': pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 CPrif vol` vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF(s) p0 queue free eM capacity (vel%/h) Direction<:Lai'e,#v. VolumeTotal Volume Left Volume Right; `„ cSH Volume;;fo:`Capaci Queue Length95th (ft) ;Control Delay (s) Lane LOS Approacf ,Delay`(s Approach LOS Inters ction Summa Stop 100 86 0 135,_.. Free Free 0% 0% ................:...:..:..............:.... 0.92 0.92 0.92 0,92 0.92 0.92 0 147 178 80 0 117 one None 439 100 1700 1700 821 12 Average Delay IntersectionInterSedtiorr, Capacity Utilization- Analysis Period (min) 2.3 15 LO evel' of Service` HCM Unsignalized Intersection Capacity Analysis 7:NE17St&D/W2 1700 Biscayne Boulevard MUSP Proposed PM Peak Hour Volumes overnen Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft). Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft), pX, platoon unblocked vC, conflicting: volume vC1, stage 1 conf vol vC2, stage 2 conf vol., vCu, unblocked vol tC, single (s) tC, 2 stage (s) p0 queue free cM;capacity?(veh firectiongLana Vol,ume':Total Volume Left Volume;Righ cSH ;Volume to Capacity r Queue Length 95th (ft) Control Dela s Lane LOS Approach DelayF(s)' Approach LOS Jntersection:Suimaryy .& 135.....: 178 Free Free Stop 0% 0% 0% s' 0.92 0.92 0.92 0.92 0.92 0.92 5 : 0 6,5 147 193 one None 259 100 373 226 100 92 1700 1700 813 Average Delay Intersection Capacity Utilizafion Analysis Period (min) 1.4 15 C i-1 L s J Level of Service HCM Unsignalized Intersection Capacity Analysis Proposed PM Peak Hour Volumes 8: NE 17 Ter & D/W 3 1700 Biscayne Boulevard MUSP Lane Configurations Volume.(veh/h).:` Sign Control Grade. Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Mediantype Median storage veh) ,Upstream signal`(ft)' . :: pX, platoon unblocked vC; conflicting volume:; vC 1, stage 21 conf vol vC2; "stage ' conf vol vCu, unblocked vol tC'single:(S)_ tC, 2 stage (s) p0 queue free % cM capacity (veh; Drect Volume; Total; Volume Left VoiameRght, cSH......... Volume=to CaPacl Queue Length 95th (ft) Control Delay (s),r Lane LOS approach; Delay'(s Approach LOS tntensactori,Su Free 0% 0.92 167....19 114 33 121 Free Stop 0% 0% 0.92 0.92 0.92 0.92 0.92 182 21 . 124 36:. 132 99 95 86 1700 1391 1700 36 32 902 19 17 Average Delay Intersection Capacity Utilization Analysis Period (min) 3,7 N C Ws 3% ICU. Level of Servici 15 HCM Unsignalized Intersection Capacity Analysis Proposed PM Peak Hour Volumes 9: NE 17 Ter & Delivery D/W avernen 1700 Biscayne Boulevard MUSP Lane Configurations Volumee (veh/h): Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent. Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal;;(ft) pX, platoon unblocked vC conflicting volume . ve1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, 2 stage (s) p0 queue free % - cM capacity; (:veh/h oitia5iignot Free 0% 0.92 0.92 1.32 0 one 0.92 132 100 Free Stop 0% : 0% 0.92 0.92 0.92 145 0 0 one- 208 100 132 100 Volume Total: Volume Left Volume ,Right; cSH:.. ,....._._ Volume*Capacity?:: Queue Length 95th (ft) Control Delay, (s) Lane LOS Approach; D:elay;'(s Approach LOS Mao on Summ ryr 1700 1451 1700 1700 Average Delay Intersection Capacity Utilization Analysis Period (min) 0.1 NCI LOS 7% ICU Leveervice 15