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HomeMy WebLinkAboutTraffic Impact Study - Part I• • • Jackson M. Ahstedt, P.E. TRANSPORTATION ENGINEERING 46 NW 94th STREET /MIAMI SHORES, FLORIDA 33150 / (305) 754-8695 September 29, 2004 Via E-mail Ms. Lilia I. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2nd Avenue, 10th Floor Miami, Florida 33130 Re: Lofts at Mayfair MUSP Response to Traffic Impact Analysis Review Comments dated June 3, 2004. Dear Ms. Medina: Please consider this my foimal response to the comments contained in the memorandum, dated June 3, 2004, sent to you by Mr. Raj Shanmugam, P.E. The memorandum identifies 3 issues. l . Due to the presence of several un-signalized intersections; the roadways most impacted by the project, Virginia Street and Oak Avenue do not lend themselves to the typical link analysis. I believe that the intersection analyses provided adequately addresses the issue. A schematic ofthe intersections is attached. 3. Although the City's adopted level of service standard is not based upon peak season activity, I have attached calculations for future peak season conditions with the project. In addition, please note that the development program has undergone some minor changes since my original report was submitted. I have included the appropriate revised text and calculations which will be included in a final copy ofthe traffic report. Having addressed these issues, I trust that the review can proceed. If you have any questions please do not hesitate to contact me. Sincerely, JACKSON M. AHLSTEDT, P.E. li/Cat(e//` a kson M. Ahlstedt, P.E. Cc: Mr. Raj Shanmugam P.E. • • • RI-1 s OAK AVENUE FLORIDA AVENUE GRAND AVENUE MARY STREET SCHEMATIC OF INTERSECTIONS • • • PEAK SEASON CALCULATIONS Future Conditions With Project Levels of Service • • • HCS2000: Signalized Intersections Release 4.1e Analyst: J. AHLSTEDT Agency: Date: 9/28/2004 Period: AM PEAK HOUR Project ID: LOFTS AT E/W St: OAK AVENUE Inter.: 3935 Area Type: A11 other areas Jurisd: Year : FUTURE WITH PROJECT MAYFAIR - REVISED PROJECT - PEAK SEASON N/S St: VIRGINIA STREET SIGNALIZED INTERSECTION SUMMARY No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 1 0• LTR 12 365 47 12.0 0 Westbound L T R Northbound L T R Southbound L T R 0 1 0 LTR 147 86 5 12.0 0 0 1 0 LTR 10 37 24 12.0 0 0 1 0 LTR 19 67 7 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination EB Left Thru Right Zeds WE Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 2 3 4 5 p NB Left A p Thru A p Right A Peds p SB Left A Thru A p Right A Peds EB Right WB Right 40.0 10.0 4.0 4.0 1.0 1.0 Cycle Intersection Performance Summary Appr/ Lane Grp Lane Group Capacity 6 7 Length: 60.0 8 secs Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound LTR Westbound 1230 1845 0.37 0.67 5.3 A 5.3 A LTR 999 1498 0.16 0.67 4.1 A 4.1 A Northbound LTR 263 1575 0.49 0.17 24.2 C 24.2 C Southbound LTR 286 1713 0.49 0.17 24.0 Intersection Delay = 10.8 (sec/veh) C 24.0 C Intersection LOS = B LOFTS AT MAYFAIR September2a, 2004 PEAK SEASON CALCULATIONS Page PS-1 • • • HCS2000: Signalized Intersections Release 4.1e Analyst: J. AHLSTEDT Inter.: 3935 Agency: Area Type: All other areas Date: 9/28/2004 Jurisd: Period: PM PEAK HOUR Year : FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT - PEAK SEASON E/W St: OAK AVENUE N/S St: VIRGINIA STREET No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY 1 Eastbound Westbound Northbound i L T R L T R L T R Southbound L T R 0 1 0 LTR 22 92 45 12.0 0 0 1 0 LTR 132 361 10 12.0 0 0 1 0 LTR 29 37 23 12.0 0 0 1 0 LTR 15 77 13 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left A Thru P Thru A Right P Right A Pegs Peds WE Left P SE Left A Thru P Thru A Right P Right A Peds Peds NB Right EB Right SE Right WB Right Green 40.0 10.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 60.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 1098 1647 0.17 0.67 4.1 A 4.1 A Westbound LTR 1082 1623 0.52 0.67 6.9 A 6.9 A Northbound LTR 267 1601 0.50 0.17 24.2 C 24.2 C Southbound LTR 286 1716 0.47 0.17 23.8 C 23.8 C Intersection Delay = 10.9 (sec/veh) Intersection LOS = B LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-2 • • • HCS2000: Unsignalized Intersections Release 4.1d Jackson M. Ahlstedt JACKSON M. AHLSTEDT, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 Phone: (305) 754-8695 Fax: (305) 754-8695 E-Mail: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: AM PEAK HOUR Intersection: GAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT - PEAK SEASON East/West Street: GRAND AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics 1 Eastbound 1 Westbound 1 Northbound 1 Southbound 1 1 L T R 1 L T R 1 L T R 1 L T R 1 1 1 1 1 1 Volume 1427 0 39 10 0 0 160 81 0 10 45 181 I % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 LI L2 L1 L2 Configuration L R L T T R PHF 0.92 0.77 0.84 0.64 0.66 0.91 Flow Rate 464 50 71 126 68 198 Heavy Veh 0 0 0 0 0 0 No. Lanes 2 2 2 Opposing -Lanes 0 2 2 Conflicting -lanes 2 2 2 Geometry group 1 5 5 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Ll L2 Flow Rates: Total in Lane 464 50 71 126 68 198 Left -Turn 464 0 71 0 0 0 Right -Turn 0 50 0 0 0 198 Prop. Left -Turns 1.0 0.0 1.0 0.0 0.0 0.0 Prop. Right -Turns 0.0 1.0 0.0 0,0 0.0 1.0 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 1 5 5 LOFTS AT MAYFAIR September28, 2004 PEAK SEASON CALCULATIONS Page PS-3 • • • Adjustments Exhibit 17--33: 0.2 -0.6 1.7 0.2 -0.6 hLT-adj hRT-adj hHV7adj hadj, computed 0.5 -0.7 1.7 0.5 0.0 0.5 -0.7 1.7 0.0 -0.7 Worksheet 4 - Departure Headway and Service Time Flow rate hd, initial value x, initial hd, final value x, final value Move -up time, m Service Time Eastbound Ll L2 464 50 3.20 3.20 0.41 0.04 5.32 4.53 0.69 0.06 2.0 3.3 2.5 Westbound L1 L2 3.20 Northbound L1 L2 71 126 3.20 3.20 3.20 0.06 0.11 6.83 6.32 0.13 0.22 2.3 4.5 4.0 Southbound L1 L2 68 198 3.20 3.20 0.06 0.18 6.25 5.54 0.12 0.30 2.3 4.0 3.2 Worksheet 5 - Capacity and Level of Service Flow Rate Service Time Utilization, x Dep. headway, hd Capacity Delay LOS Approach: Delay LOS Intersection Delay Eastbound L1 L2 464 50 3.3 2.5 0.69 0.06 5.32 4.53 661 300 19.14 7.83 C A 18.04 C 14.49 Westbound LI L2 Northbound L1 L2 Southbound L1 L2 71 126 68 198 4.5 4.0 4.0 3.2 0.13 0.22 0.12 0.30 6.83 6.32 6.25 5.54 321 376 318 448 10.59 10.80 9.79 10.65 3 S A B 10.72 B Intersection LOS B 10.43 LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-4 • • • HCS2000: Unsignalized Intersections Release 4.1d Jackson M. Ahlstedt JACKSON M. AHLSTEDT, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 Phone: (305) 754-8695 Fax: (305) 754-8695 E-Mail: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: PM PEAK HOUR Intersection: GAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT - PEAK SEASON East/West Street: GRAND AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics I Eastbound 1 Westbound I Northbound 1 Southbound I I L T R I L T R 1 L T RIL T R 1 I I 1 1 I Volume 1286 0 52 10 0 0 1137 73 0 10 63 203 1 % Thrus Left Lane Eastbound Westbound Northbound Southbound. Li L2 L1 L2 Ll L2 Ll L2 Configuration L R L T T R PHF 0.82 0.62 0.83 0.91 0.82 0.85 Flow Rate 348 83 165 80 76 238 Heavy Veh 0 0 0 0 0 0 No. Lanes 2 2 2 Opposing -Lanes 0 2 2 Conflicting -lanes 2 2 2 Geometry group 1 5 5 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 Ll L2 Ll L2 Ll L2 Flow Rates: Total in Lane 348 83 165 80 76 238 Left -Turn 348 0 165 0 0 0 Right -Turn 0 83 0 0 0 238 Prop. Left -Turns 1.0 0.0 1.0 0.0 0.0 0.0 Prop. Right -Turns 0.0 1.0 0.0 0.0 0.0 1.0 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 1 5 5 LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-5 • • • Adjustments Exhibit 17-33: hLT-adj 0.2 hRT-adj -0.6 nHV-adj 1.7 hadj, computed 0.2 -0.6 0.5 0.5 -0.7 -0.7 1.7 1.7 0.5 0.0 0.0 -0.7 Worksheet 4 - Departure Headway and Service Time Flow rate hd, initial value x, initial hd, final value x, final value Move -up time, m Service Time L1 348 3.20 0.31 5.52 0.53 3.5 Eastbound L2 83 3.20 0.07 4.72 0.11 2.0 2.7 Westbound Northbound L1 L2 L1 165 3.20 3.20 3.20 0.15 6.62 0.30 4.3 L2 80 3.20 0.07 6.11 0.14 2.3 3.8 Southbound Li L2 76 238 3.20 3.20 0.07 0.21 6.07 5.36 0.13 0.35 2.3 3.8 3.1 Worksheet 5 - Capacity and Level of Service Flow Rate Service Time Utilization, x Dep. headway, hd Capacity Delay LOS Approach: Delay LOS Intersection Delay Eastbound Li L2 348 83 3.5 2.7 0.53 0.11 5.52 4.72 598 333 14.67 8.30 B A 13.44 3 12.05 Westbound L1 L2 Northbound LI L2 Southbound L1 L2 165 80 76 238 4.3 3.8 3.8 3.1 0.30 0.14 0.13 0.35 6.62 6.11 6.07 5.36 415 330 326 488 12.17 9.77 9.66 10.98 B A A B Intersection LOS B 11.39 10.66 B B LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-6 • • • HCS2000: Unsignalized Intersections Release 4.1d Jackson M. Ahlstedt JACKSON M. AHLSTEDT, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 Phone: (305) 754-8695 Fax: (305) 754-8695 E-Mail: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: AM PEAK HOUR Intersection: OAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT - PEAK SEASON East/West Street: OAK AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics I Eastbound 1 Westbound I Northbound I Southbound I I L T R I L T R ) L T R I L T R I I I I I I Volume 131 304 22 1240 147 5 118 39 348 126 56 8 I Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration L TR LTR LTR LTR PHF 0.66 0.70 0.86 0.79 0.83 Flow Rate 46 465 454 511 107 Heavy Veh 0 0 0 0 0 No. Lanes 2 1 1 1 Opposing -Lanes 1 2 1 1 Conflicting -lanes 1 1 2 2 Geometry group 5 4a 2 2 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Ll L2 L1 L2 Flow Rates: Total in Lane 46 465 454 Left -Turn 46 0 279 Right -Turn 0 31 5 Prop. Left -Turns 1.0 0.0 0.6 Prop. Right -Turns 0.0 0.1 0.0 Prop. Heavy Vehicle0.0 0.0 0.0 Geometry Group 5 511 107 22 31 440 9 0.0 0.3 0.9 0.1 0.0 0.0 4a 2 2 LOFTS AT MAYFAIR Sepieniber 28, 2004 PEAK SEASON CALCULATIONS Page PS.7 • • • Adjustments Exhibit 17-33: 0.5 -0.7 1.7 0.5 -0.0 hLT-adj hRT-adj hHV-adj hadj, computed 0.2 -0.6 1.7 0.1 0.2 -0.6 1.7 -0.5 0.2 -0.6 1.7 0.0 Worksheet 4 - Departure Headway and Service Time Flow rate hd, initial value x, initial hd, final value x, final value Move -up time, m Service Time Eastbound L1 L2 46 465 3.20 3.20 0.04 0.41 8.90 8.33 0.11 1.08 2.3 6.6 6.0 Westbound L1 L2 454 3.20 0.40 8.14 1.03 6.1 3.20 2.0 Northbound L1 L2 511 3.20 0.45 7.34 1.04 5.3 3.20 2.0 Southbound Ll L2 107 3.20 0.10 9.80 0.29 2.0 7.8 3.20 Worksheet 5 - Capacity and Level of Service Eastbound Ll L2 Flow Rate Service Time Utilization, x Dep. headway, hd Capacity Delay LOS Approach: Delay 86.71 LOS F Intersection Delay 77.32 46 6.6 0.11 8.90 296 12.74 8 465 6.0 1.08 8.33 465 94.03 F Westbound L1 L2 454 6.1 1.03 8.14 454 78.79 F Northbound L1 L2 511 5.3 1.04 7.34 511 79.29 F 78.79 79.29 F k' Intersection LOS F Southbound L1 L2 107 7.8 0.29 9.80 357 16.78 C 16.78 LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-8 • • • HCS2000: Unsignalized Intersections Release 4.1d Jackson M. Ahlstedt JACKSON M. AHLSTEDT, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 Phone: (305) 754-9695 Fax: (305) 754-8695 E-Mail: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: PM PEAK HOUR Intersection: OAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT - PEAK SEASON East/West Street: OAK AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics 1 Eastbound 1 Westbound 1 Northbound 1 Southbound ( L T R I L T R I L T R I L T R i 1 1 1 1 Volume 147 101 24 1222 327 14 152 82 282 110 39 13 % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 Li L2 L1 L2 Ll L2 Configuration L TR LTR LTR LTR PHF 0.62 0.81 0.92 0.89 0.77 Flow Rate 75 153 611 466 78 Heavy Veh 0 0 0 0 0 No. Lanes 2 1 1 1 Opposing -Lanes 1 2 1 1 Conflicting -lanes 1 1 2 2 Geometry group 5 4a 2 2 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound Ll L2 Ll L2 Ll L2 Li L2 Flow Rates: Total in Lane 75 153 611 Left -Turn 75 0 241 Right -Turn 0 29 15 Prop. Left -Turns 1.0 0.0 0.4 Prop. Right -Turns 0.0 0.2 0.0 Prop. Heavy Vehicle0.0 0.0 0.0 Geometry Group 5 4a 466 58 316 0.1 0.7 0.0 2 78 12 16 0.2 0.2 0.0 2 LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-9 • • • Adjustments Exhibit 17-33: hLT-adi 0.5 hRT-adj -0.7 hHV-adj 1.7 hadj, computed 0.5 -0.1 0.2 -0.6 1.7 0.1 0.2 -0.6 1.7 -- 0. 4 Worksheet 4 - Departure Headway and Service Time Flow rate hd, initial value x, initial hd, final value x, final value Move -up time, m Service Time Eastbound Li L2 75 153 3.20 3.20 0.07 0.14 8.13 7.48 0.17 0.32 2.3 5.8 5.2 Westbound L1 L2 611 3.20 0.54 6.50 1.10 9.5 3.20 2.0 Northbound L1 L2 466 3.20 0.41 6.27 0.81 4.3 3.20 2.0 Southbound L1 L2 78 3.20 0.07 7.80 0.17 2.0 5.8 3.20 Worksheet 5 - Capacity and Level of Service Flow Rate Service Time Utilization, x Dep. headway, hd Capacity Delay LOS Approach: Delay LOS Intersection Delay Eastbound L1 L2 75 153 5.8 5.2 0.17 0.32 8.13 7.48 325 403 12.49 13.63 B B 13.25 B 54.83 Westbound Ll L2 611 4.5 1.10 6.50 611 94.02 F Northbound L1 L2 466 4.3 0.81 6.27 569 30.89 D 94.02 30.89 F D Intersection LOS F Southbound L1 L2 78 5.8 0.17 7.80 328 12.38 B 12.38 LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-10 • • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: AM PEAK HOUR Intersection: FAVS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT - PEAK SEASON East/West Street: FLORIDA AVE North/South Street: VIRGINIA ST Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L R I L T R Volume 3 9 4 16 67 9 Peak -Hour Factor, PHF 0.75 0.45 0.33 0.62 0.81 0.75 Hourly Flow Rate, HFR 4 20 12 25 82 12 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume 15 13 9 4 18 1 Peak Hour Factor, PHF 0.75 0.46 0.58 0.50 0.71 0.25 Hourly Flow Rate, HER 20 28 15 8 25 4 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LIR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 4 25 63 37 C(m) (vph) 1513 1593 780 731 v/c 0.00 0.02 0.08 0.05 95% queue length 0.01 0.05 0.26 0.16 Control Delay 7.4 7.3 10.0+ 10.2 LOS A A B B Approach Delay 10.0+ 10.2 Approach LOS B B LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-11 • • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: PM PEAK HOUR Intersection: FAVS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT - PEAK SEASON East/West Street: FLORIDA AVE North/South Street: VIRGINIA ST Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 7 19 18 22 125 29 Peak -Hour Factor, PHF 0.88 0.64 0.71 0.56 0.94 0.84 Hourly Flow Rate, HFR 7 29 25 39 132 34 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage Undivided / RT Channeiized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 # 10 11 12 L T R } L T R Volume 57 21 42 22 23 18 Peak Hour Factor, PHF 0.84 0.56 0.78 0.75 0.79 0.85 Hourly Flow Rate, HFR 67 37 53 29 29 21 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 7 39 157 79 C(m) (vph) 1424 1564 695 638 v/c 0.00 0.02 0.23 0.12 95% queue length 0.01 0.08 0.86 0.42 Control Delay 7.5 7.4 11.7 11.4 LOS A A B B Approach Delay 11.7 11.4 Approach LOS 3 S LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-12 • • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: AM PEAK HOUR Intersection: GAVS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT - PEAK SEASON East/West Street: GRAND AVE North/South Street: VIRGINIA ST Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 487 215 13 Peak -Hour Factor, PHF 0.80 0.97 0.65 Hourly Flow Rate, HFR 608 221 20 Percent Heavy Vehicles - -- -- Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 1 Configuration T T R Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume Peak Hour Factor, ?HE Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes Configuration 1 117 0.74 158 0 Delay, Queue Length, and Level. of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config I I R v (vph) 158 C(m) (vph) 824 v/c 0.19 95% queue length 0.71 Control Delay 10.4 LOS B Approach Delay 10.4 Approach LOS B LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-13 • • • HCS2000: tTnsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTSOT Agency/Cc.: Date Performed: 9/28/2004 Analysis Time Period: PM PEAK HOUR Intersection: GAVS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT - PEAK SEASON East/West Street: GRAND AVE North/South Street: VIRGINIA ST Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound (Movement 1 2 3 1 4 5 6 L T R I L T R Volume 356 350 34 Peak -flour Factor, PHF 0.90 0.89 0.57 Hourly Flow Rate, HFR 395 393 59 Percent Heavy Vehicles -- -- Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 1 Configuration T T R Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes Configuration 1 190 0.92 206 0 Delay, Queue Length, and Level of Service Approach EP WE Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config I I R v (vph) 206 C(m) (vph) 660 v/c 0.31 95% queue length 1.33 Control Delay 12.9 LOS 3 Approach Delay 12.9 Approach LOS B LOFTS AT MAYFAIR September 28, 2004 PEAK SEASON CALCULATIONS Page PS-14 • • • EXECUTIVE SUMMARY The proposed Lofts at Mayfair project is a mixed use project consisting of approximately 99 dwelling units and 2,413 SF of retail space The project includes approximately 160 on - site parking spaces. The site is located on Virginia Street between Florida Avenue and Oak Avenue in the City of Miami. Based upon property appraisers records, the site currently contains approximately 16,893 sf of retail space, 2,103 sf of office and 2 single family dwelling units. The project will result in a net increase of approximately 64 vehicles per hour in the AM peak hour and 71 vehicle per hour in the PM peak hour. Based upon existing traffic count data, the AM volume is approximately 29% of the total two-way AM peak hour volume on Virginia Street. The PM volume is approximately 26% of the total two-way PM peak hour volume on Virginia Street. Primary vehicular access to the site is restricted to a two-way driveway connecting to Virginia Street. Intersection level of service analyses were conducted for those intersections most impacted by the project. The project is not located in a transportation corridor. For purposes of identifying the specific localized impacts of the project, level of service analysis was conducted for the existing year 2004 conditions, and future conditions in the year 2006 with and without the project. These analyses consisted of intersection level of service analyses. The results from the intersection analysis indicate that, with or without the project, by the year 2006 there will be some additional deterioration in the level of service at the intersection of Oak Avenue and Mary Street. There are no significant transportation improvements required to mitigate the impacts of the proposed project. • • • to INTRODUCTION The Lofts at Mayfair is a two phase development consisting of condominiums, retail space and parking. As shown in Figure 1, the site is located in the Coconut Grove section of the City of Miami. The site is located on the east side of Virginia Street between Florida Avenue and Oak Avenue at 3317, 3327, and 3339 Virginia Street; 2954 and 2960 Oak Avenue; and 2957 Florida Avenue. The proposed development program is summarized in Table 1. TABLE 1 PROJECT DATA ANTIT'. RESIDENTIAL CONDOMINIUM 99 DU COMMERCIAL RETAIL 2,413 SF PARKING 160 SPACES Vehicular access to the site consists of a two-way driveway connecting to Virginia Street. For purposes of this traffic impact analysis, build -out has been estimated to occur by the year 2006. JACKSON M. AHLSTEDT, F.E. LOFTS AT MAYFAIR September 28, 2004 Page 1 • • 5.0 TRIP GENERATION The total number of vehicular trips generated by the project was determined for the AM and PM peak hours using the Institute of Transportation Engineers (1TE) publication, Trip Generation, 7th Edition. The number of vehicular trips generated by the project was based on the total number of condominium units, using data for ITE Land Use Code 230 and the number of retail trips calculated using data for ITE Land Use Code 814. These trips are the total number of vehicular trips generated by the project before adjusting for pedestrian and mass transit trips. TABLE 9 PROJECT TRAFFIC tICLE:`TRIP NDOMINIU 41 WEEKDAY IN 318 70 389 VPD OUT 318 70 389 VPD TOTAL 636 141 777 VPD AM PEAK HOUR OF ADJACENT STREET IN 9 8 17 VPH OUT 43 9 51 VPH TOTAL 51 17 68 VPH PM PEAK HOUR OF ADJACENT STREET IN 40 7 47 VPH OUT 20 8 28 VPH TOTAL 60 15 75 VPH Although there would likely be some internalization of trips between the residential and retail components, 100% of the trips were taken as external trips. The only adjustment made to the trips shown in Table 9 was made to account for modal splits. Because of its proximity to transit service and the nature of the area, it is anticipated that 5% of the JACKSON M. AHLSTEOT, P.E. LOFTS AT MAYFAIR September 28, 2004 Page 21 • • • person trips will use mass transit or walk. These person trips will not negatively effect traffic conditions, and therefore, are not included in the vehicle trips distributed throughout the study area. The remaining 95°/0 of the person trips generated by the project were distributed throughout the study area as vehicle trips. Table 14 summarizes external trips for the project after accounting for modal splits. TABLE 10 FINAL EXTERNAL PROJECT TRAFFIC Ti Nip 230 E'€TRI TA AM PEAK HOUR OF ADJACENT STREET IN 8 8 16 VPD OUT 40 8 49 VPD TOTAL 49 16 64 VPD PM PEAK HOUR OF ADJACENT STREET IN 38 6 44 VPH OUT 19 8 27 VPH TOTAL 57 14 71 VPH As can be seen from Table 14, the estimated number of new vehicle trips entering the site during the AM peak hour is 16 vph. The estimated number of new vehicle trips leaving the site during the AM peak hour is 49 vph. The estimated number of new vehicle trips entering the site during the PM peak hour is 44 vph. The estimated number of new vehicle trips leaving the site during the PM peak hour is 27 vph. JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR September 28, 2004 Page 22 • • • 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT The project site is located in Traffic Analysis Zone (TAZ) 1070 (note that this is the new zone numbering system). The cardinal distribution of the traffic within TAZ 1070 was obtained from Miami -Dade County. The distribution is as follows: North -Northeast 20.85% East -Northeast 10.94% East -Southeast 2.56°/0 South -Southeast 0.00% South -Southwest 6.07% West -Southwest 20.00% West -Northwest 16.47% North -Northwest 23.11 % The distribution of AM and PM project trips is summarized in Table 11. Based upon this trip distribution, the project trips were assigned to the roadway network. This is shown in Figure 7. TABLE 11 PEAK HOUR PROJECT TRIP DISTRIBUTION NORTH NNW 23.11% 15 4 11 T 16 10 6 NNE 20.85% 13 3 10 15 9 6 EAST ENE 10.94% 7 2 5 8 5 3 ESE 2.56% 2 0 1 2 1 SOUTH SSE 0.00% 0 0 0 0 0 0 SSW 6.07% 4 3 4 3 2 WEST WSW 20.00% 13 3 10 14 9 5 WNW 16.47% 11 3 8 12 7 4 TOTAL 100.00% 64 16 49 71 44 27 JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR September 28, 2004 Page 23 • • • BIRD AVE 3/8 If ti5 419 4 t10/5 SHIPPING AVE 3/9 410/6 MCDONALD DAY AVE MATILDA ST >- z SW 27 AVE 3/8 9/5 OAK AVE 9/5 E-- +5/14 10/5 1421;5 GRAND AVE 5l13 PROJECT 10/5 1317 w U LL 1519 FLORIDA AVE 1/1 41 2/8 2/5 114� 2/7 Atk 0/1 �/ 1/4/17 C',<\ 1V� NTS �\3 LEGEND 1/4 = AM/PM PEAK HOUR PROJECT TRAFFIC FIGURE 7 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AI-ILSTEDT, P.F. LOFTS AT MAYFAIR September 28, 2004 Page 24 • • • 9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC Future traffic conditions with project traffic were analyzed for the year 2006. This was accomplished by using the 2006 estimated traffic volumes without the project and adding the traffic generated by the project (as shown in Table 11). Table 15 details the future traffic plus project traffic volumes for the AM and PM peak hours. These volumes were then used to determine the intersection levels of service using the same procedures as previously stated. For the most part, there were only minor changes between the year 2006 future intersection level of service with and without the project. This is shown in Table 16 and on Figure 9. The intersection level of service analyses are included in Appendix C. JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR September 28, 2004 Page 30 • • • '3'd `1O31S1Hb'W NOSN3VC TABLE 15 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT IRGINIA STREET & AK AVENUE ARY STREET & RAND AVENUE ARY STREET & AK AVENUE IRGINIA STREET & LORIDA AVENUE IRGINIA STREET & RAND AVENUE IRGINIA STREET & AK AVENUE RY STREET & RAND AVENUE ARY STREET & AK AVENUE IRGINIA STREET & LORIDA AVENUE IRGINIA STREET & RAND AVENUE • TABLE 16 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS VIRGINIA STREET & OAK AVENUE A A A A B B MARY STREET & GRAND AVENUE B B B MARY STREET & OAK AVENUE E D F E F E VIRGINIA STREET & FLORIDA AVENUE WB=A, EB=A WB=B, WB=A, EB=B EBB WB=B, EB=B WB=B, EB=B WB=B, EB=B VIRGINIA STREET & GRAND AVENUE B B B B B B JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR September 28, 2004 Page 32 • • • BIRD AVE SHIPPING AVE MCDONAL DAY AVE OAK AVE GRAND AVE UN -SIGNALIZED AM PM WB=B WB=B EB=B EB=B MATILDA ST B/B PROJECT UN -SIGNALIZED INTERSECTION PEAK HOUR LOS AM/PM w FLORIDA AVE NA SIGNALIZED INTERSECTION PEAK HOUR LOS AM/PM t NTS FIGURE 9 FUTURE LEVELS OF SERVICE WITH THE PROJECT JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR September 28, 2004 Page 33 • • • 10.0 ON -STREET PARKING There are parking spaces on either side of Virginia Street. Adjacent to the site there are 4 existing on -street parking spaces along Virginia Street. There are also existing on -street metered parking spaces adjacent to the site along Oak Avenue. The project may result in the elimination of some existing on -street parking spaces. The project will construct some 160 on -site parking spaces. Parking will be provided for residents, employees and visitors to the site. 11.0 PEDESTRIANS There are pedestrian provisions in the signalized intersection at Virginia Street and Oak Avenue. The proposed project will not significantly impact pedestrian movements along Virginia Street, Florida Avenue or Oak Avenue.. 12.0 PROJECT SITE PLAN Traffic and transportation aspects of the proposed site plan were reviewed and analyzed. 12.1 PROJECT DRIVEWAYS The proposed project includes one, two-way driveway connecting to Virginia Street. Table 17 summarizes the AM and PM peak hour driveway volumes anticipated at the service points to the parking garage. JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR September 28, 2004 Page 34 • • • TABLE 17 AM AND PM PEAK HOUR DRIVEWAY VOLUMES IN VEHICLES PER HOUR (VPH) GARAGE INBOU TRAM TBOUNI 16 49 44 27 Queuing analysis was conducted based upon the assumption that access to the garage will be controlled by a card reader system and consist of an inbound lane and an outbound lane. Analysis of potential inbound queues for the AM and PM peak hours indicates that there is better than a 99% probability that the queue should not exceed 2 vehicles including the vehicle being processed. Analysis of potential outbound queues for the AM and PM peak hours indicates that there is better than a 99% probability that the queue should not exceed 2 vehicles including the vehicle being processed. Although no control point is shown on the ground level plan, provided by the project architect, dated 03-01-04, it appears that the potential control point could be well within the property, over 100' from the east curb line of Virginia Street, and that the anticipated queues could be accommodated without impacting off -site traffic flows. 12.2 PROJECT LOADING DOCK The proposed site plan depicts a loading dock area with one bay internal to the site. Access to the loading dock is from Virginia Street. The loading dock area should be adequate to serve the type and magnitude of the proposed mixed -use project. Loading dock maneuvering will occur in the Virginia Street right-of-way and may effect pedestrian and vehicular movements on that street. This is not uncommon. Loading dock operations at Cocowalk use Virginia Street to maneuver. 12.3 PEDESTRIAN ACCESS The proposed site plan provides pedestrian access to Virginia Street, Oak Avenue and Florida Avenue. JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR September 28, 2004 Page 35 • • • 13.0 CONCLUSIONS After reviewing the results from the intersection analysis and the roadway link analysis, it can be concluded that with or without the project, by the year 2006 there will be some deterioration in the level of service at the intersection of Oak Avenue, Mary Street and Tigertail Avenue. The results of all of the intersection analyses are shown in Table 18. There are no significant transportation improvements required to mitigate the impacts of the proposed project. TABLE 18 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS VIRGINIA STREET & OAK AVENUE A A B B B MARY STREET & GRAND AVENUE B MARY STREET & OAK AVENUE F E F E F E VIRGINIA STREET & FLORIDA AVENUE WB=A, EB=B WB=B, EB=B WB=A, EB=B WB=B, EB=B WB=6, EB=B WB=B, EB=B JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR September 28, 2004 Page 36 • • • APPENDIX C Future Intersection Levels of Service With Project • • • HCS2000: Signalized Intersections Release 4.1e Analyst: J. AHLSTEDT Inter.: 3935 Agency: Area Type: All other areas Date: 9/28/2004 Jurisd: Period: AM PEAK HOUR Year : FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT E/W St: OAK AVENUE N/S St: VIRGINIA STREET No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 1 0 LTR 12 358 46 12.0 0 0 1 0 LTR 46 84 5 12.0 0 0 1 0 LTR 10 36 24 12.0 0 Southbound L T R 0 1 0 LTR 19 66 7 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left A Thru P Thru A Right P Right A Peds Peds WB Left P SB Left A Thru P Thru A Right P Right A Peds Peds NB Right EB Right SB Right WE Right Green 40.0 10.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 60.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 1230 1845 0.37 0.67 5.3 A 5.3 A Westbound LTR 1001 1502 0.16 0.67 4.1 A 4.1 A Northbound LTR 263 1575 0.49 0.17 24.1 C 24.1 C Southbound LTR 285 1711 0.49 0.17 24.0 C 24.0 C Intersection Delay = 10.8 (sec/veh) Intersection LOS = B LOFTS AT MAYFAI R September 28, 2004 Appendix C Page C-1 • • ECS2000: Signalized Intersections Release 4.1e Analyst: J. AHLSTEDT Agency: Date: 9/28/2004 Period: PM PEAK HOUR Project ID: LOFTS AT E/W St: OAK AVENUE Inter.: 3935 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT MAYFAIR - REVISED PROJECT N/S St: VIRGINIA STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 10 LTR 22 90 44 12.0 0 Southbound L T R 0 1 0 0 1 0 0 1 0 LTR LTR LTR 129 354 10 28 36 23 15 75 13 12.0 12.0 12.0 0 0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination ES Left Thru Right Peds W3 Left Thru Right Peds NB Right S5 Right Green Yellow All Red 1 2 3 4 5 p NB Left A P Thru A p Right A Peds P SB Left p Thru 2 Right A EB WB Peds Right Right A A 6 7 8 40.0 10.0 4.0 4.0 1.0 1.0 Cycle Length: 60.0 Intersection Performance Summary Appr/ Lane Grp Lane Group Capacity Adj Sat Flow Rate (s) secs Ratios Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound LTR 1097 Westbound LTR 1085 Northbound LTR 269 Southbound LTR 285 1646 0.17 0.67 4.1 A 4.1 A 1628 0.51 0.67 6.7 A 6.7 A 1611 0.48 0.17 24.0 C 24.0 C 1712 0.47 0.17 23.8 C 23.8 C Intersection Delay = 10.8 (sec/veh) Intersection LOS = 3 LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-2 • • HCS2000: Unsignalized Intersections Release 4.1d Jackson M. Ahlstedt JACKSON M. AHLSTEDT, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 Phone: (305) 754-8695 Fax: (305) 754-8695 E-Mail: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: AM PEAK HOUR Intersection: GAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT East/West Street: GRAND AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics 1 Eastbound 1 Westbound 1 Northbound I Southbound 1 1 L T R I L T R 1 L T R 1 L T R 1 1 1 1 1 1 Volume 1419 0 38 10 0 0 159 79 0 10 44 177 1 % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 Ll L2 LI L2 L1 L2 Configuration L R L T T R PHF 0.92 0.77 0.84 0.64 0.66 0.91 Flow Rate 455 49 70 123 66 194 Heavy Veh 0 0 0 0 0 0 No. Lanes 2 2 2 Opposing -Lanes 0 2 2 Conflicting -lanes 2 2 2 Geometry group 1 5 5 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Ll L2 L1 L2 Flow Rates: Total in Lane 455 49 70 123 66 194 Left -Turn 455 0 70 0 0 0 Right -Turn 0 49 0 0 0 194 Prop. Left -Turns 1.0 0.0 1.0 0.0 0.0 0.0 Prop. Right -Turns 0.0 1.0 0.0 0.0 0.0 1.0 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 1 5 5 Adjustments Exhibit 17-33: hLT-adj 0.2 0.5 0.5 LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-3 • • hRT-adj -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 hadj, computed 0.2 -0.6 0.5 0.0 0.0 -0.7 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound Ll L2 Ll L2 Ll L2 Ll L2 Flow rate 455 49 70 123 66 194 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.40 0.04 0.06 0.11 0.06 0.17 hd, final value 5.29 4.50 6.78 6.27 6.21 5.50 x, final value 0.67 0.06 0.13 0.21 0.11 0.30 move -up time, rn 2.0 2.3 2.3 Service Time 3.3 2.5 4.5 4.0 3.9 3.2 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound Ll L2 Ll L2 L1 L2 L1 L2 Flow Rate 455 49 70 123 66 194 Service Time 3.3 2.5 4.5 4.0 3.9 3.2 Utilization, x 0.67 0.06 0.13 0.21 0.11 0.30 Dep. headway, hd 5.29 4.50 6.78 6.27 6.21 5.50 Capacity 665 299 320 373 316 444 Delay 18.32 7.79 10.50 10.67 9.70 10.49 LOS C A 8 B A B Approach: Delay 17.29 10.61 10.29 LOS c B B Intersection Delay 14.04 Intersection LOS B LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-4 • • HCS2000: Unsignalized Intersections Release 4.1d Jackson M. Ahlstedt JACKSON M. AHLSTEDT, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 Phone: (305) 754-8695 Fax: (305) 754-8695 E-Mail: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: PM PEAK HOUR Intersection: GAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT East/West Street: GRAND AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics 1 Eastbound 1 Westbound 1 Northbound 1 Southbound 1 I L T R 1 L T R I L T R 1 L T R 1 1 1 1 I 1 Volume 1280 0 51 10 0 0 1134 72 0 10 62 199 1 % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 LI L2 L3 L2 Configuration L R L T T R PHF 0.82 0.62 0.83 0.91 0.82 0.85 Flow Rate 341 82 161 79 75 234 Heavy Veh 0 0 0 0 0 0 No. Lanes 2 2 2 Opposing -Lanes 0 2 2 Conflicting -lanes 2 2 2 Geometry group 1 5 5 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound Li L2 L1 L2 L1 L2 Li L2 Flow Rates: Total in Lane 341 82 161 79 75 234 Left -Turn 341 0 161 0 0 0 Right -Turn 0 82 0 0 0 234 Prop. Left -Turns 1.0 0.0 1.0 0.0 0.0 0.0 Prop. Right -Turns 0.0 1.0 0.0 0.0 0.0 1.0 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 1 5 5 Adjustments Exhibit 17-33: hLT-adj 0.2 0.5 0.5 LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-5 • • • hRT-adj hHV-adj hadj, computed 0.2 -0.6 1.7 -- 0 . 6 -0.7 -0.7 1.7 1.7 0.5 0.0 0.0 -0.7 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 Ll L2 L1 L2 Ll L2 Flow rate 341 82 161 79 75 234 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.30 0.07 0.14 0.07 0.07 0.21 hd, final value 5.49 4.69 6.58 6.07 6.03 5.32 x, final value 0.52 0.11 0.29 0.13 0.13 0.35 Move -up time, m 2.0 2.3 2.3 Service Time 3.5 2.7 4.3 3.8 3.7 3.0 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Li L2 Flow Rate 341 82 161 79 75 234 Service Time 3.5 2.7 4.3 3.8 3.7 3.0 utilization, x 0.52 0.11 0.29 0.13 0.13 0.35 Dep. headway, hd 5.49 4.69 6.58 6.07 6.03 5.32 Capacity 591 332 411 329 325 484 Delay 14.29 8.25 12.00 9.70 9.60 10.81 LOS B A B A A B Approach: Delay 13.12 11.24 10.52 LOS B B B Intersection Delay 11.83 Intersection LOS B LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-6 • • • HCS2000: Unsignalized Intersections Release 4.1d Jackson M. Ahlstedt JACKSON M. AHLSTEDT, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 Phone: (305) 754-8695 Fax: (305) 754-8695 E-Mail: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: AM PEAK HOUR Intersection: OAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT East/West Street: OAK AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics 1 Eastbound I Westbound 1 Northbound I Southbound 1 1 L T R 1 L T R I L T R 1 L T R 1 1 1 1 1 1 Volume 130 298 22 1235 144 5 118 38 341 125 55 8 1 Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration L TR LTR LTR LTR PHF 0.66 0.70 0.86 0.79 0.83 Flow Rate 45 456 445 501 105 Heavy Veh 0 0 0 0 0 No. Lanes 2 1 1 1 Opposing -Lanes 1 2 1 1 Conflicting -lanes 1 1 2 2 Geometry group 5 4a 2 2 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound Li L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 45 456 445 501 105 Left -Turn 45 0 273 22 30 Right -Turn 0 31 5 431 9 Prot. Left -Turns 1.0 0.0 0.6 0.0 0.3 Prop. Right -Turns 0.0 0.1 0.0 0.9 0.1 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 Geometry Group 5 4a 2 2 Adjustments Exhibit 17-33: hLT-adj 0.5 0.2 0.2 0.2 LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-7 • • • hRT-adj -0.7 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.5 -0.0 0.1 -0.5 0.0 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 LI L2 L1 L2 Flow rate 45 456 445 501 105 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.04 0.41 0.40 0.45 0.09 hd, final value 8.69 8.32 8.13 7.33 9.80 x, final value 0.11 1.05 1.00 1.02 0.29 Move -up time, m 2.3 2.0 2.0 2.0 Service Time 6.6 6.0 6.1 5.3 7.8 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound LI L2 Ll L2 LI L2 LI L2 Flow Rate 45 456 445 501 105 Service Time 6.6 6.0 6.1 5.3 7.8 Utilization, x 0.11 1.05 1.00 1.02 0.29 Dep. headway, hd 8.89 8.32 8.13 7.33 9.80 Capacity 295 456 445 501 355 Delay 12.70 87.11 72.76 72.96 16.67 LOS 3 F F F C Approach: Delay 80.43 72.76 72.96 16.67 LOS F F F C Intersection Delay 71.50 Intersection LOS F LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-8 • • • HCS2000: Unsignalized Intersections Release 4.1d Jackson M. Ahlstedt JACKSON M. AHLSTEDT, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 Phone: (305) 754-8695 Fax: (305) 754-8695 E-Mail: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: FM PEAK HOUR Intersection: OAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT East/West Street: OAK AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics 1 Eastbound 1 Westbound 1 Northbound 1 Southbound 1 I L T R 1 L T R I L T R I L T R 1 1 1 I I 1 Volume }46 99 24 1218 321 14 151 80 276 110 38 13 1 % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 LI L2 L1 L2 L1 L2 Configuration L TR LTR LTR LTR PHF 0.62 0.81 0.92 0.89 0.77 Flow Rate 74 151 599 456 77 % Heavy Veh 0 0 0 0 0 No. Lanes 2 1 1 1 Opposing -Lanes 1 2 1 1 Conflicting -lanes 1 1 2 2 Geometry group 5 4a 2 2 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 74 151 599 Left -Turn 74 0 236 Right -Turn 0 29 15 Prop. Left -Turns 1.0 0.0 0.4 Prop. Right -Turns 0.0 0.2 0.0 Prop. Heavy Vehicle0.0 0.0 0.0 Geometry Group 5 Adjustments Exhibit 17-33: hLT-adj 0.5 456 77 57 12 310 16 0.1 0.2 0.7 0.2 0.0 0.0 4a 2 2 0.2 0.2 0.2 LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-9 • • • hRT-adj hi3V-ad j hadj, computed 0.5 -0.7 1.7 -0.1 -0.6 1.7 0.1 -0.6 1.7 -- 0 . 4 -0.6 1.7 -0.1 Worksheet 4 - Departure Headway and Service Time Flow rate hd, initial value x, initial hd, final value x, final value Move -up time, m Service Time Eastbound L1 L2 74 151 3.20 3.20 0.07 0.13 8.07 7.42 0.17 0.31 2.3 5.8 5.1 4.4 Westbound L1 L2 599 3.20 0.53 6.44 1.07 3.20 2.0 Northbound L1 L2 456 3.20 0.41 6.25 0.79 4.3 3.20 2.0 Southbound L1 L2 77 3.20 0.07 7.74 0.17 5.7 3.20 2.0 Worksheet 5 - Capacity and Level of Service Flow Rate Service Time Utilization, x Dep. headway, hd Capacity Delay LOS Approach: Delay LOS Intersection Delay Eastbound L1 L2 74 151 5.8 5.1 0.17 0.31 8.07 7.42 324 401 12.37 13.43 B B 13.08 3 49.42 Westbound L1 L2 599 4.4 1.07 6.44 599 83.42 F Northbound Li L2 456 4.3 0.79 6.25 570 28.96 D 83.42 28.96 F' D Intersection LOS E Southbound Li L2 77 5.7 0.17 7.74 327 12.27 3 12.27 LOFTS AT MAYFAIR September28, 2004 Appendix C Page C-10 • • • HCS2000: Unsignalized Intersections Release 4.1d TWO --WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: AM PEAK HOUR Intersection: FAVS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT East/West Street: FLORIDA AVE North/South Street: VIRGXNIA ST Intersection Orientation: NS Vehicle Major Street: Approach Movement 1 L Study period (hrs): 0.25 Volumes and Adjustments Northbound 2 T Southbound 3 I 4 5 6 R I L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 3 9 0.75 0.45 4 20 0 Undivided 0 1 0 LTR No 4 0.33 12 16 0.62 25 0 66 0.81 81 0 1 0 LTR No 9 0.75 12 Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound I 10 11 12 I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Lanes Configuration 15 13 9 4 0.75 0.46 0.58 0.50 20 28 15 8 0 0 0 0 0 Exists?/Storage No 0 1 0 0 LTR 18 1 0.71 0.25 25 4 0 0 0 No 1 0 LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 4 25 C(m) (vph) 1514 1593 v/c 0.00 0.02 95% queue length 0.01 0.05 Control Delay 7.4 7.3 LOS A A Approach Delay Approach LOS 63 780 0.08 0.26 10.0+ 3 10.0+ B 37 732 0.05 0.16 10.2 B 10.2 B LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-11 • • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: PM PEAK HOUR Intersection: FAVS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR -- REVISED PROJECT East/West Street: FLORIDA AVE North/South Street: VIRGINIA ST Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 7 19 18 22 123 28 Peak -Hour Factor, PHF 0.88 0.64 0.71 0.56 0.94 0.84 Hourly Flow Rate, HFR 7 29 25 39 130 33 Percent Heavy Vehicles 0 -- -- 0 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 56 21 41 22 23 18 Peak Hour Factor, PHF 0.84 0.56 0.78 0.75 0.79 0.85 Hourly Flow Rate, HFR 66 37 52 29 29 21 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR 1 LTR v (vph) 7 39 155 79 C(m) (vph) 1428 1564 696 641 v/c 0.00 0.02 0.22 0.12 95% queue length 0.01 0.08 0.85 0.42 Control Delay 7.5 7.4 11.6 11.4 LOS A A 3 B Approach Delay 11.6 11.4 Approach LOS B B LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-12 • • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 9/28/2004 Analysis Time Period: AM PEAK HOUR Intersection: GAVS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT East/West Street: GRAND AVE North/South Street: VIRGINIA ST Intersection Orientation: EW Study period (hrs): 025 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R 1 L T R Volume 477 211 13 Peak -Hour Factor, PHF 0.80 0.97 0.65 Hourly Flow Rate, HFR 596 217 20 Percent Heavy Vehicles -- -- -- Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 1 Configuration T T R Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume 115 Peak Hour Factor, PHF 0.74 Hourly Flow Rate, HFR 155 Percent Heavy Vehicles 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / / Lanes 1 Configuration R Delay, Queue Length, and Level of Service Approach ES WS Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config ( I R v (vph) 155 C(m) (vph) 828 v/c 0.19 95% queue length 0.69 Control Delay 10.3 LOS H Approach Delay 10.3 Approach LOS B LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-13 • • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 5/28/2004 Analysis Time Period: PM PEAK HOUR Intersection: GAVS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR - REVISED PROJECT East/West Street: GRAND AVE North/South Street: VIRGINIA ST Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 349 343 33 Peak -Hour Factor, PHF 0.90 0.89 0.57 Hourly Flow Rate, HFR 387 385 57 Percent Heavy Vehicles -- -- -- Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 1 Configuration T T R Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes Configuration 1 186 0.92 202 0 Delay, Queue Length, and Level of Service Approach EP WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config 1 I R v (vph) 202 C (m) (vph) 7 0.30 v/c 95% queue length 1.28 Control Delay 12.7 LOS B Approach Delay 32.7 Approach LOS 3 LOFTS AT MAYFAIR September 28, 2004 Appendix C Page C-14 • LOFTS AT MAYFAIR TRAFFIC IMPACT ANALYSIS Prepared for THE ROYAL BAY GROUP 1110 Brickell Avenue Suite 504 Miami, A 33131 by Jackson M. Ahlstedt, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 (305) 754-8695 APRIL 2004 J, o son M. Ahistedt, P.E. Florida Re istra ' n #28258 • TABLE OF CONTENTS 1.0 INTRODUCTION 2.0 PURPOSE OF STUDY 3.0 STUDY AREA 3 4.0 EXISTING CONDITIONS 5 4.1 EXISTING ROADWAY CONDITIONS 4.2 EXISTING SIGNAL TIMING 6 4.3 EXISTING TRAFFIC COUNTS 6 4.3.1 PEAK HOURS 14 4.3.2 PREVAILING TRAFFIC CONDITIONS 18 4.4 MASS TRANSIT 19 4.5 EXISTING LEVEL OF SERVICE 19 5.0 TRIP GENERATION 21 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT 23 7.0 PROGRAMMED AND PLANNE❑ ROADWAY IMPROVEMENTS 25 8.0 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT 26 9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC 30 10.0 ON -STREET PARKING 34 , 11.0 PEDESTRIANS 34 12.0 PROJECT SITE PLAN 34 12.1 PROJECT DRIVEWAYS 34 12.2 PROJECT LOADING DOCK 35 12.3 PEDESTRIAN ACCESS 35 13.0 CONCLUSIONS 36 • LIST OF TABLES TABLE 1 PROJECT DATA TABLE 2 YEAR 2002 WEEKLY ADJUSTMENT FACTORS 8 TABLE 3 SEASONAL ADJUSTMENT FACTORS 9 TABLE 4 EXISTING TRAFFIC VIRGINIA STREET BETWEEN OAK AVENUE AND FLORIDA AVENUE . 10 TABLE 5 EXISTING TRAFFIC OAK AVENUE EAST OF VIRGINIA STREET 11 TABLE 6 EXISTING TRAFFIC FLORIDA AVENUE EAST OF VIRGINIA STREET 12 TABLE 7 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES 13 TABLE 8 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDITIONS 19 TABLE 9 PROJECT TRAFFIC 21 TABLE 10 FINAL EXTERNAL PROJECT TRAFFIC 22 TABLE 11 PEAK HOUR PROJECT TRIP DISTRIBUTION 23 TABLE 12 PROGRAMMED AND PLANNED IMPROVEMENTS 25 TABLE 13 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT 27 TABLE 14 FUTURE INTERSECTION LOS W/O PROJECT WEEKDAY PEAK HOUR CONDITIONS 28 TABLE 15 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT 31 TABLE 16 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS 32 TABLE 17 AM AND PM PEAK HOUR DRIVEWAY VOLUMES 35 TABLE 18 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS 36 • UST OF FIGURES FIGURE 1 PROJECT LOCATION FIGURE 2 STUDY AREA 4 FIGURE 3 PEAKING CHARACTERISTICS VIRGINIA STREET BETWEEN FLORIDA AVENUE & OAK AVENUE 15 FIGURE 4 PEAKING CHARACTERISTICS OAK AVENUE BETWEEN VIRGINIA STREET & RICE STREET 16 FIGURE 5 PEAKING CHARACTERISTICS FLORIDA AVENUE BETWEEN VIRGINIA STREET & RICE STREET 17 FIGURE 6 EXISTING LEVELS OF SERVICE 20 FIGURE 7 AM AND PM PEAK HOUR PROJECT TRAFFIC 24 FIGURE 8 FUTURE LEVELS OF SERVICE WITHOUT PROJECT 29 FIGURE 9 FUTURE LEVELS OF SERVICE WITH PROJECT 33 • • EXECUTIVE SUMMARY The proposed Lofts at Mayfair project is a mixed use project consisting of approximately 98 dwelling units and 6,079 square feet of restaurant The project includes approximately 110 on -site parking spaces. The site is located on Virginia Street between Florida Avenue and Oak Avenue in the City of Miami. Based upon property appraisers records, the site currently contains approximately 16,893 sf of retail space, 2,103 sf of office and 2 single family dwelling units. The project will result in a net increase of approximately 41 vehicles per hour in the AM peak hour and 33 vehicle per hour in the PM peak hour. Based upon existing traffic count data, the AM volume is approximately 19©/© of the total two-way AM peak hour volume on Virginia Street. The PM volume is approximately 12% of the total two-way PM peak hour volume on Virginia Street. Primary vehicular access to the site is restricted to a two-way driveway connecting to Virginia Street. Intersection level of service analyses were conducted for those intersections most impacted by the project. The project is not located in a transportation corridor. For purposes of identifying the specific localized impacts of the project, level of service analysis was conducted for the existing year 2004 conditions, and future conditions in the year 2006 with and without the project. These analyses consisted of intersection level of service analyses. The results from the intersection analysis indicate that, with or without the project, by the year 2006 there will be some additional deterioration in the level of service at the intersection of Oak Avenue and Mary Street. There are no significant transportation improvements required to mitigate the impacts of the proposed project. • • 1.0 INTRODUCTION The Lofts at Mayfair is a two phase development consisting of condominiums, a restaurant and associated parking. As shown in Figure 1, the project is located in the Coconut Grove section of the City of Miami. The site is located on the west side of Virginia Street between Florida Avenue and Oak Avenue at 3317, 3327, and 3339 Virginia Street; 2954 and 2960 Oak Avenue; and, 2957 Florida Avenue. The proposed development program is summarized in Table 1. TABLE 1 PROJECT DATA RESIDENTIAL CONDOMINIUM 98 DU COMMERCIAL RESTAURANT 6,079 SF PARKING 110 SPACES Vehicular access to the site consists of a two-way driveway connecting to Virginia Street. For purposes of this traffic impact analysis, build -out has been estimated to occur by the year 2006. JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 1 • • NW36Si MIAMI INTERNATIONAL AIRPORT SW 11ST SW 136 ST I' r SR 11 NW 1195T NW /03ST DINNER KEY JULIA TUTTLE CSWY VENETIAN CSWY RICKENBACKER CSWY PROJECT FIGURE 1 PROJECT LOCATION MIAMI BEACH 7177.F7SIIER ISLAND VIROINIA KEY KEY BISCAYNE JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 2 • • 2.0 PURPOSE OF STUDY The primary purpose of this study is to assess the impacts of vehicular traffic on intersections and roadways within the study area due to the proposed development by conducting a roadway link and intersection level of service analysis. In addition, the report provides a general assessment of project impacts on parking and pedestrians. Specific items discussed are as follows: Determination of existing traffic volumes and levels of service for major roadways within the study area; • Estimation of the number of trips generated by the proposed project and the distribution of these trips within the study area network. Estimation of future background and project traffic conditions and levels of service; Determination of whether the transportation impacts of the proposed project exceed the City of Miami concurrency standards, and solutions to mitigate any adverse impacts; • Determination of project impacts on on -street parking; and, • Determination of project impacts on pedestrians. 3.0 STUDY AREA The study area's boundaries were defined to include: Day Avenue as the northern boundary, Franklin Avenue as the southern boundary, SW 27th Avenue as the eastern boundary, and McDonald Street (SW 32nd Avenue) as the western boundary. Figure 2 shows the intersections and roadways which are most significant to the project. These include the following intersections: Virginia Street and Oak Avenue Virginia Street and Grand Avenue Virginia Street and Florida Avenue Mary Street and Oak Avenue Mary Street and Grand Avenue The roadways include the following: Virginia Street Oak Avenue Tigertail Avenue Grand Avenue JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 3 • • • BIRD AVE SHIPPING AVE 1- CD DAY AVE OAK AVE GRAND AVE PROJECT COCOWALK FLORIDA AVE MAYFAIR FIGURE 2 STUDY AREA R17Z CARLTON JACKSON M. AHLSTECT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 4 • 4.0 EXISTING CONDITIONS The study area was surveyed to observe existing traffic conditions, identify parking locations, identify traffic count locations, and to collect traffic count data. 4.1 EXISTING ROADWAY CONDITIONS This section describes the characteristics of selected roadways in the study area. Key roadways in and/or near to the study area include Grand Avenue, Oak Avenue, Virginia Street and Tigertail Avenue. Of these roadways, Virginia Street and Oak Avenue are the most significant roadway serving the proposed project. Local access to the site is provided by Virginia Street. Grand Avenue Grand Avenue is a two lane un-divided roadway with no median between McDonald Street (SW 32nd Avenue) and Mary Street. Turn lanes are provided at major intersections. Traffic signals are located at: • McDonald Street • Main Highway This equates to one signalized intersection within approximately one half mile. The posted speed limit is 30 mph. Grand Avenue is classified as an Urban Collector. Oak Avenue Oak Avenue a two lane un-divided roadway with no median between McDonald Street (SW 32nd Avenue) and Mary Street. Traffic on Oak Avenue is controlled by: • a traffic signal at Virginia Street a 4-way stop at Matilda Street a 4-way stop at Mary Street a stop sign at McDonald Street Oak Avenue is classified as a local road. Virgina Street Virginia Street is a two-way, two lane roadway with parking. Traffic on Virginia Street is controlled by: JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 5 • • a southbound stop sign at Grand Avenue • a traffic signal at Oak Avenue • a 4-way stop at Day Avenue • a 4-way stop at Shipping Avenue • a traffic signal at Bird Avenue a stop sign at South Dixie. Highway Southbound traffic on Virginia Street must turn right at Grand Avenue and there is no left turn from eastbound Grand Avenue to northbound Virginia Street. Virginia Street is classified as a local road. Tigertail Avenue Tigertail Avenue is a two-way, two lane roadway with parking. Traffic on Tigertail Avenue is controlled by: • a 4-way stop at Mary StreetDay • a traffic signal at SW 27th Avenue West of SW 27th Avenue, Tigertail Avenue is classified as a local road. East of SW 27th Avenue, Tigertail Avenue is classified as an Urban Collector. 4.2 EXISTING SIGNAL TIMING Because the intersection of Virginia Street and Oak Avenue is not on the traffic control computer system; existing signal timing data for the signalized intersections to be analyzed was obtained in the field. This data was used in the intersection capacity analysis to determine each intersection's level of service (LOS). 4.3 EXISTING TRAFFIC COUNTS There are no existing Florida Department of Transportation (FDOT) traffic count stations location within or near the study area. Original 24 Hour machine traffic counts were taken the week of March 29, 2004 at the following locations: • Virginia Street between Florida Avenue and Oak Avenue • Florida Avenue between Virginia Street and Rice Street • Oak Avenue between Virginia Street and Rice Street The count program provided machine traffic counts (without vehicle classifications) JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 6 • summarized every 15 minutes for a 24-hour period. Machine traffic count data is summarized in Tables 4 thru 6, inclusive. Turning movement counts were obtained as follows: • At the intersection of Virginia Street and Oak Avenue, on Tuesday, April 20, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. • At the intersection of Mary Street and Oak Avenue, on Wednesday, April 21, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. • At the intersection of Mary Street and Grand Avenue, on Wednesday, April 21, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. • At the intersection of Virginia Street and Florida Avenue, on Thursday, April 22, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. At the intersection of Virginia Street and Grand Avenue, on Thursday, April 22, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. This traffic count data, adjusted to reflect peak hour volumes for Average Annual Weekday Traffic conditions is summarized in Table 7. Weekly Volume Factors Weekly volume factors to adjust raw count data to Average*Annual Daily Traffic (AADT) volumes were obtained from FDOT records for the year 2002. Rather than using county- wide factors, Miami -Dade County South factors were used. These factors are shown in Table 2. JACKSON M, AHLSTEDT, P.E. LOFTS AT MAYFAIR April 28, 2004 Page 7 • • TABLE 2 YEAR 2002 WEEKLY ADJUSTMENT FACTORS Source: Florida Department of Transportation, Transportation Statistics Office. Axle Adjustment Factors Appropriate weekly axle adjustment factors to adjust raw machine count data to Average Daily Traffic (ADT) volumes were not available from FDOT records. Field observations indicated few if any three axle and larger vehicles at the count locations. An axle adjustment factor of 1.00 was assumed. This results in volumes equal to or slightly greater than what would be calculated if an axle adjustment factor were available. Peak Season Adjustment Factors Peak season adjustment factors were obtained from FDOT records for the years 2000 through 2002. Consistent with the FDOT 2002 Quality/Level of Service Handbook, the median weekly factor for the thirteen highest consecutive weeks of the year (the peak season) for each of the three years was determined. The peak season adjustment factor was determined to be 1.022. These factors are shown in Table 3. JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 8 • • TABLE 3 SEASONAL ADJUSTMENT FACTORS 2000 1.024 2002 1.016 MEDIAN 1.022 Source of yearly data: Florida Department of Transportation, Transportation Statistics Office. The significance of the peak season adjustment factor is that it shows that there is less than a 3% difference between average annual daily traffic and peak season traffic. This is well within the ability to accurately measure and/or estimate traffic volumes. The roadways in question are not seasonal roadways and average annual weekday conditions are not significantly different than peak season conditions. JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2904 Page 9 • • TABLE 4 EXISTING TRAFFIC VIRGINIA STREET BETWEEN OAK AVENUE AND FLORIDA AVENUE e RAW DATA NORTHBOUND SOUTHBOUND 2-WAY ADT 1,343 2,446 3,789 AM PEAK HOUR 80 141 221 MID -DAY PK HR 80 204 284 PM PEAK HOUR 113 161 274 WEEKLY ADJUSTMENT FACTOR 0,98 AXLE ADJUSTMENT FACTOR 1.00 ADJUSTED DATA NORTHBOUND SOUTHBOUND 2-WAY AADT 1,300 2,400 3,700 AM PEAK HOUR 80 140 220 MID —DAY PK HR 80 200 280 PM PEAK HOUR 110 160 270 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION NORTHBOUND SOUTHBOUND AADT N/A 35% 65% AM PEAK HOUR 5.95% 36% 64% MID -DAY PK HR 7.57% 29% 71% PM PEAK HOUR 7.30% 41% 59% K(100) 7.73% 29% 71% JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 10 • • TABLE 5 EXISTING TRAFFIC OAK AVENUE EAST OF VIRGINIA STREET RAW DATA EASTBOUND WESTBOUND 2-WAY ADT 2,409 2,740 5,149 AM PEAK HOUR 264 98 362 MID -DAY PK HR 148 180 328 PM PEAK HOUR 215 332 547 WEEKLY ADJUSTMENT FACTOR 0.98 AXLE ADJUSTMENT FACTOR 1.00 ADJUSTED DATA EASTBOUND WESTBOUND 2-WAY AADT 2,400 2,700 5,000 AM PEAK HOUR 260 100 350 MID -DAY PK HR 150 180 320 PM PEAK HOUR 210 330 540 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION EASTBOUND WESTBOUND AADT NIA 48% 54% AM PEAK HOUR 7.00% 74% 29% MID -DAY PK HR 6.40% 47% 56% PM PEAK HOUR 10.80% 39% 61% K(100) 11.03% 39% 61% JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 11 • TABLE 6 EXISTING TRAFFIC FLORIDA AVENUE EAST OF VIRGINIA STREET RAW DATA EASTBOUND WESTBOUND 2-WAY ADT 2,122 1,708 3,830 AM PEAK HOUR 77 107 184 MID -DAY PK HR 132 164 296 PM PEAK HOUR 193 84 277 WEEKLY ADJUSTMENT FACTOR 0.98 AXLE ADJUSTMENT FACTOR 1.00 ADJUSTED DATA EASTBOUND WESTBOUND 2-WAY AADT 2,100 1,700 3,800 AM PEAK HOUR 80 100 180 MID -DAY PK HR 130 160 290 PM PEAK HOUR 190 80 270 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION EASTBOUND WESTBOUND AADT N/A 55% 45% AM PEAK HOUR 4.74% 44% 56% MID -DAY PK HR 7.63% 45% 55% PM PEAK HOUR 7.11% 70% 30% K(100) 7.80% 45% 55% JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 12 • • d `1031S1HV W Nos)l3br TABLE 7 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES Source: Original traffic counts taken April 20-22, 2004. • • 4.3.1 PEAK HOURS This section identifies characteristics of existing peak hour traffic in the study area. These characteristics include AM and PM peak hours, Planning Analysis Hour Factor (Km) factors and Directional Distribution (D) factors. Virginia Street The peaking characteristics of Virginia Street between Florida Avenue and Oak Avenue are presented graphically in Figure 3. As can be seen from Figure 3, this section of Virginia Street experiences the following three peaks. • An AM Peak of approximately 5,95% beginning at 8:45am • A mid -day peak of approximately 7.57% beginning at 1:00pm • A PM Peak of approximately 7.30% beginning at 5:15pm The K100 for this section of roadway was estimated to be 7.73%. The D factor for this section of roadway was estimated to be 71.43%. Oak Avenue The peaking characteristics of Oak Avenue between Virginia Street and Rice Street are presented graphically in Figure 4. As can be seen from Figure 4, this section of Oak Avenue experiences the following three peaks. An AM Peak of approximately 7.00% beginning at 8:15am • A mid -day peak of approximately 6.40% beginning at 2:00pm • A PM Peak of approximately 10.80% beginning at 5:45pm The K100 for this section of roadway was estimated to be 11.03%. The D factor for this section of roadway was estimated to be 61.11 %. Florida Avenue The peaking characteristics of Florida Avenue between Virginia Street and Rice Street are presented graphically in Figure 5. As can be seen from Figure 5, this section of Florida Avenue experiences the following three peaks. • An AM Peak of approximately 4.74% beginning at 9:45am • A mid -day peak of approximately 7.63% beginning at 1:00pm A PM Peak of approximately 7.11% beginning at 6:00pm The K100 for this section of roadway was estimated to be 7.80%. The D factor for this section of roadway was estimated to be 55.17%. JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 14 • 8.00%© 7.00% U 6.00% I- 5.00%© 0 u 4.00% 0 w H 3.00% Z W 0 W 2.00% 1.00% 0 0:00 VIRGINIA STREET BETWEEN FLORIDA AVENUE & OAK AVENUE 5:00 1000 1500 HOUR BEGINING 2000 FIGURE 3 PEAKING CHARACTERISTICS VIRGINIA STREET BETWEEN FLORIDA AVENUE & OAK AVENUE JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 15 e • 12.00% 10.00% _U rid li.. Le 8.00% 1- } R. R. 0 Li. 6.00% 0 W a Z 4.00% 0 ce W LL OAK AVENUE BETWEEN VIRGINIA STREET & RICE STREET 2.00% 0 f 4 sii 0:00 5:00 1000 1500 2000 HOUR BEGINING FIGURE 4 PEAKING CHARACTERISTICS OAK AVENUE BETWEEN VIRGINIA STREET & RICE STREET JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 16 • 8.00% 7.00% 0 6.OD% 5.00% _J Q 0 4.00% 0 0 F4S 3.00% W 0 W 2,00% a. 0:00 FLORIDA AVENUE BETWEEN VIRGINIA STREET & RICE STREET 5:00 1000 1500 HOUR BEGINING 20 00 FIGURE 5 PEAKING CHARACTERISTICS FLORIDA AVENUE BETWEEN VIRGINIA STREET & RICE STREET JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 17 • 4.3.2 PREVAILING TRAFFIC CONDITIONS This section describes the traffic conditions on selected roadways and at selected intersections in the study area. Grand Avenue Although heavy during peak hours, traffic flow on the section of Grand Avenue in the study area is reasonably acceptable. Congestion around the intersection with Main Highway and McFarlane Avenue is not unusual. During peak hour conditions queues extend back from that signalized intersection. Florida Avenue Due to the minimal amount of traffic, traffic flow on Florida Avenue is good. Oak Avenue Traffic flow on Oak Avenue is good. Tigertail Avenue Traffic flow on Tigertail Avenue is good. Congestion around the intersection with Mary Street is notable during peak hours. Virginia Street Due to the minimal amount of traffic, traffic flow on Virginia Street is good. Minor disruptions to normal traffic flow occur as a result of some loading dock operations at Cocowalk. JACKSON M. AHLSTEDT, LOFTS AT MAYFAIR April 26, 2004 Page 18 • • 4.4 MASS TRANSIT Although, the site is located not located in a transportation corridor, it is served by a a number of MetroBus routes including the 6, 48 and Coconut Grove Circulator. These routes operate on Grand Avenue. 4.5 EXISTING LEVEL OF SERVICE Each of the selected intersections were analyzed to determine their level of service. The Highway Capacity Manual (HCM) 2000 methodology based Highway Capacity Software, HCS Version 4.1 d was used. The results are shown in Table 8 and on Figure 7. The intersection level of service analyses are included in Appendix A. TABLE 8 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDITIONS VIRGINIA STREET & OAK AVENUE MARY STREET & GRAND AVENUE MARY STREET & OAK AVENUE VIRGINIA STREET & FLORIDA AVENUE VIRGINIA STREET & GRAND AVENUE WB=A, EB=A WB=B, EB=B JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 19 • • SW 32 AVE) BIRD AVE SHIPPING AVE MCDONALD DAY AVE OAK AVE MATILDA ST NA 1— z 0 CC UNSIG AM PM WB=A WB=B EB=A EB=B PROJECT 1- CO w 0 FLORIDA AVE NALIZED GRAND AVE 4 <(` UN -SIGNALIZED INTERSECTION PEAK HOUR LOS AM/PM A/A SW27AVE SIGNALIZED INTERSECTION PEAK HOUR LOS AM/PM t NTS FIGURE 6 EXISTING LEVELS OF SERVICE JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 20 • 5.0 TRIP GENERATION The total number of vehicular trips generated by the project was determined for the AM and PM peak hours using the Institute of Transportation Engineers (ITE) publication, Trip Generation, 7th Edition. The number of vehicular trips generated by the project was based on the total number of condominium units, using data for ITE Land Use Code 230; plus the total square footage of restaurant, using data for ITE Land Use Code 931. These trips are the total number of vehicular trips generated by the project before adjusting for internalized trips and pedestrian and mass transit trips. TABLE 9 PROJECT TRAFFIC Although there would likely be some internalization of trips between the residential and restaurant components, 100% of the trips were taken as external trips to the site. The only adjustment to the trips shown in Table 9 was made to account for modal splits. Because JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 21 • of its proximity to transit service and the nature of the area, it is anticipated that 5% of the person trips will use mass transit or walk. These person trips will not negatively effect traffic conditions, and therefore, are not included in the vehicle trips distributed throughout the study area. The remaining 95% of the person trips generated by the project were distributed throughout the study area as new vehicle trips. Table 10 summarizes external trips for the project after accounting for internalized trips and modal splits. TABLE 10 FINAL EXTERNAL PROJECT TRAFFIC As can be seen from Table 10, the estimated number of vehicle trips entering the site during the AM peak hour is 12 vph. The estimated number of vehicle trips leaving the site during the AM peak hour is 41 vph. The estimated number of vehicle trips entering the site during the PM peak hour is 67 vph. The estimated number of vehicle trips leaving the site during the PM peak hour is 33 vph. JACKSON M. AHLSTE©T, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 22 • • 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT The project site is located in Traffic Analysis Zone (TAZ) 1070. The cardinal distribution of the traffic within TAZ 1070 was obtained from Miami -Dade County. The distribution is as follows. North -Northeast 20.85% East -Northeast 10.94% East -Southeast 2.56% South -Southeast 0.00% South -Southwest 6.07% West -Southwest 20.00% West -Northwest 16.47% North -Northwest 23.11% The distribution of AM and PM project trips is summarized in Table 11. Based upon this trip distribution, the project trips were assigned to the roadway network. This is shown in Figure 7. TABLE 11 PEAK HOUR PROJECT TRIP DISTRIBUTION NORTH NNW NNE EAST ENE ESE SOUTH SSE SSW WEST WSW WNW TOTAL 23.11% 20.85% 10.94% 2.56% 0.00% 6.07% 20.00% 16.47% 100.00% 12 3 9 6 0 3 11 9 53 0 0 1 2 2 12 4 0 2 8 7 41 23 21 11 3 0 6 20 16 15 8 14 7 7 4 2 0 0 4 2 13 7 11 5 99 1 67 33 JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 23 • • BIRD AVE 2/14 t/6 3/13 if t8/7 117 ] t4/3 SHIPPING AVE © y.._ z CD © 0 DAY AVE w Z w N 2 i x 5 <<", 8/6 +3/14 ° 2/13 8/6 OAK AVE F- F- 1 /7 3/20 0 U PROJECT 2 FLORIDA AVE 8/7 8/7 14I9 1/1 4� GRAND AVE 4-- 1/7 � 116 _÷ q 9/7 r 2/12 NTS LEGEND 1/4 = AM/PM PEAK HOUR PROJECT TRAFFIC FIGURE 7 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 24 • • 7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS Programmed and planned improvements in or near the study area were identified using the February 5, 2004 draft of the Miami -Dade County Transportation Improvement Program (TIP), 2005_ These improvements are detailed in Table 12. Grand Avenue TABLE 12 PROGRAMMED AND PLANNED IMPROVEMENTS SW 37th Ave SW 32nd Ave Narrowing from 4 lanes to 2 lanes Partially Unfunded Grand Avenue SW 37th Ave SW 32nd Ave 2 lanes with LT Lanes, Signalization, T.O.P.I.C.S. Partially Unfunded JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 25 • • 8.0 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT Future traffic conditions without the project were analyzed. Future traffic consisting of background traffic and committted development traffic was estimated. Background traffic was estimated by applying an annual growth factor to existing traffic. The annual growth factor of 2% per year was developed based upon data contained in the County's 2025 Transportation Plan. That plan anticipates a county -wide population growth of 39% between 1999 and 2025. That equates to a rate of approximately 1.3% per year. Future traffic conditions were analyzed for year 2006. The growth rate of 2% per year was applied to the 2004 traffic volumes in order to achieve 2006 traffic volumes. In addition, City of Miami data on major committed developments was researched and the traffic associated with those developments was included in the analysis. These developments consisted of the following projects: • Royal Bay Estates - (3 DU) • Silver Bluff Harbor - (11 DU) • Villaggio in the Grove - 86 DU • Grove Gardens (Taurus) - 42 DU • The Grovenor - 192 DU Table 13 provides the future traffic volumes without the Lofts at Mayfair project and shows these volumes with the associated movement. These volumes were used to determine intersection level of service by using the same software programs as used for the previously described analysis. The intersection level of service for the future traffic volumes without the Lofts at Mayfair project are shown in Table 14 and on Figure 8. The analysis shows a deterioration in the intersection level of service during the AM and PM peak hours. The intersection level of service analyses are included in Appendix B. JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 26 • • la31S711d •w Nosm3ar r 0 to Qa 273 46 0 90 0 90 18 0 218 56 0 354 0 0 0 0 TABLE 13 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT MARY STREET & GRAND AVENUE MARY STREET & OAK AVENUE IRGINIA STREET & FLORIDA AVENUE IRGINIA STREET & RAND AVENUE 30 0 111111111111 0 38 0 EIMME111 18 0 15 0 84 0 139 13 0 1111 11111111 imissumnommulimmommiiiiimmo 59 18 0 MARY STREET & RAND AVENUE MARY STREET & *AK AVENUE IRGINIA STREET & FLORIDA AVENUE IRGINIA STREET & GRAND AVENUE 10 0 14 32 33 134 51 7 0 26 79 9 0 111.11111 1111 9 0 31 71 80 19 0 0 276 18 0 19 0 25 15 0 62 MEE Ell 1111 0 8 9 102 ___ 10 0 66 61 38 116 0 199 13 28 179 • • TABLE 14 FUTURE INTERSECTION LOS WIO PROJECT WEEKDAY PEAK HOUR CONDITIONS JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 28 • • MCDONALD BIRD AVE SHIPPING AVE DAY AVE A/B OAK AVE PROJECT UNSIGNALIZED AM PM WB=A WB=B EB=B EB=B UN -SIGNALIZED INTERSECTION PEAK HOUR LOS AM/PM FLORIDA AVE A/A SIGNALIZED INTERSECTION PEAK HOUR LOS AM/PM FIGURE 8 FUTURE LEVELS OF SERVICE WITHOUT PROJECT JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 29