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Home My WebLink AboutTraffic Impact Study - Part II• • 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 April 26, 2004 Page 30 • • `JXIa1S1HV 'Iry N©Sf3v'f -0 GO 0 TABLE 15 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT MRAND AVENUE 283 Q ® 0 q q 11111111 Q 1 g2 Ogg OAK AVENUET 46 97 218 111111111111 8Q 278 1 q 38 �,c FL.UR DIA AVENUE & 23 18 58 1111111111111 IRGINIA STREET & 11111111 Q MAIM 0 q 0 0 0 188 GRAND AVENUE q __________ • • TABLE 16 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 32 BIRD AVE N co SHIPPING AVE O U DAY AVE MATILDA ST VIRGINIA ST SW 27 AVE BIB OAK AVE UNSIG AM WB=A WB=B EB=B EB=B UN -SIGNALIZED INTERSECTION PEAK HOUR LOS AM/PM PROJECT co w c GRAND AVE NALIZED PM ex. FLORIDA AVE NA SIGNALIZED INTERSECTION PEAK HOUR LOS AM/PM t NTS FIGURE 9 FUTURE LEVELS OF SERVICE WITH PROJECT JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 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 metered 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 provide some 110 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 April 26, 2004 Page 34 • • TABLE 17 AM AND PM PEAK HOUR DRIVEWAY VOLUMES IN VEHICLES PER HOUR (VPH) 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 affect pedestrian and vehicular movements on that street. This is not uncommon. Loading dock operations at Cocowalk use Virginia Street to manuever. 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 April 26, 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 these analyses are shown in Table 'I8. 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 JACKSON M. AHLSTEDT, P.E. LOFTS AT MAYFAIR April 26, 2004 Page 36 • APPENDIX A Existing Intersection Levels of Service HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 4/26/2004 Period: AM PEAK HOUR Project ID: LOFTS AT MAYFAIR E/W St: OAK AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED Inter.: 3935 Area Type: All other areas Jurisd: Year : EXISTING N/S St: VIRGINIA STREET INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 1 0 LTR 12 345 40 12.0 0 0 1 0 LTR 33 81 5 12.0 0 0 1 0 LTR 1 25 9 12.0 0 Southbound L T R 0 1 0 LTR 18 56 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 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 1232 1848 0.35 0.67 5.1 A 5.1 A Westbound LTR 1066 1599 0.13 0.67 3.9 A 3.9 A Northbound LTR 295 1772 0.18 0.17 21.8 C 21.8 C Southbound LTR 285 1707 0.43 0.17 23.5 C 23.5 C Intersection Delay = 9.1 (sec/veh) Intersection LOS = A LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-1 HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date: 4/26/2004 Period: PM PEAK HOUR Project ID: LOB^i'S AT MAYFAIR E/W St: OAK AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: 3935 Area Type: All other areas Jurisd: Year : EXISTING N/S St: VIRGINIA STREET SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 1 0 LTR 21 86 30 12.0 0 0 1 0 LTR 100 341 10 12.0 0 0 1 0 LTR 22 30 14 12.0 0 Southbound L T R 0 1 0 LT R 15 62 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 Peds Peds WB Left P SB Left A Thru P Thru A Right P Right A Peds Peds NB Right EB Right SB 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 1108 1662 0.15 0.67 4.0 A 4.0 A Westbound LTR 1124 1686 0.45 0.67 6.0 A 6.0 A Northbound LTR 268 1607 0.36 0.17 23.0 C 23.0 C Southbound LTR 281 1685 0.42 0.17 23.4 C 23.4 C Intersection Delay = 9.9 (sec/veh) Intersection LOS = A LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-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 E-Mail: Fax: (305) 754-8695 ALL -WAY STOP CONTROL(AWSC).ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: LOFTS AT MAYFAIR East/West Street: GRAND AVE North/South Street: MARY ST J. AHLSTEDT 4/26/2004 AM PEAK HOUR GAMS Worksheet 2 - Volume Adjustments and Site Characteristics Volume 1394 0 % Thrus Left Lane 1 Eastbound 1 Westbound 1 Northbound 1 Southbound 1 I L T R I L T R I L T R I L T R 1 I 1 1 1 1 37 10 0 0 156 76 0 10 42 170 1 Eastbound LI L2 Configuration L PHF 0.92 Flow Rate 428 % Heavy Veh 0 No. Lanes Opposing -Lanes Conflicting -lanes Geometry group Duration, T 0.25 hrs. 2 0 2 1 R 0.77 48 0 Westbound L1 L2 Northbound LI L2 L T 0.84 0.64 66 118 O 0 2 2 2 5 Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound L1 L2 Flow Rates: Total in Lane 428 48 Left -Turn 428 Right -Turn 0 Prop. Left -Turns 1.0 Prop. Right -Turns 0.0 Prop. Heavy Vehicle0.0 Geometry Group 1 Adjustments Exhibit 17-33: 0 48 0.0 1.0 0.0 Westbound L1 L2 Northbound L1 L2 66 118 66 0 O 0 1.0 0.0 0.0 0.0 0.0 0.0 5 Southbound LI L2 T R 0.66 0.91 63 186 0 0 2 2 2 5 Southbound Ll L2 63 186 0 0 0 186 0.0 0.0 0.0 1.0 0.0 0.0 5 LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-3 • • • hLT-adj hRT-adj hHV-adj hadj, computed 0.2 0.2 -0. 6 1.7 -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 Ll 428 3.20 0.38 5.23 0. 62 3.2 Eastbound L2 48 3.20 0.04 4.43 0.06 2.0 2.4 Westbound Northbound L1 L2 L1 L2 66 118 3.20 3.20 3.20 3.20 0.06 0.10 6.65 6.14 0.12 0.20 2.3 4.3 3.8 Worksheet 5 - Capacity and Level of Service Flow Rate Service Time Utilization, x Dep. headway, hd Capacity Delay LOS Approach: ➢elay LOS Intersection Delay Eastbound L1 L2 428 48 3.2 2.4 0.62 0.06 5.23 4.43 671 298 16.41 7.71 C A 15.53 c 12.96 Westbound L1 L2 Southbound Ll L2 63 186 3.20 3.20 0.06 0.17 6.08 5.38 0.11 0.28 2.3 3.8 3.1 Northbound L1 L2 Southbound Ll L2 66 118 63 186 4.3 3.8 3.8 3.1 0.12 0.20 0.11 0.28 6.65 6.14 6.08 5.38 316 368 313 436 10.27 10.38 9.51 10.13 B B A B 10.34 B Intersection LOS B 9.97 A LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-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 E-Mai l : Fax: (305) 754-8695 ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: LOFTS AT MAYFAIR East/West Street: GRAND AVE North/South Street: MARY ST J. AHLSTEDT 4/26/2004 PM PEAK HOUR GAMS Worksheet 2 - Volume Adjustments and Site Characteristics Volume Thrus I Eastbound 1 L T R 1254 0 50 Left Lane I Westbound 1 L T R 10 0 0 Eastbound Li L2 Configuration L PHF 0.82 Flow Rate 309 Heavy Veh 0 No. Lanes Opposing -Lanes Conflicting -lanes Geometry group Duration, T 0.25 hrs. 2 0 2 1 R 0.62 80 0 Northbound 1 Southbound 1 L T R I L T R 1 1129 68 0 10 58 191 Westbound L1 L2 Northbound L1 L2 L T 0.83 0.91 155 74 0 0 2 2 2 5 Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Ll L2 Flow Rates: Total in Lane 309 Left -Turn 309 0 Right -Turn 0 Prop. Left -Turns 1.0 Prop. Right -Turns 0.0 Prop, Heavy Vehicle0.0 Geometry Group 1 Adjustments Exhibit 17-33: 80 80 0.0 1.0 0.0 Westbound L1 L2 Northbound Li L2 155 74 155 0 0 0 1.0 0.0 0.0 0.0 0.0 0.0 5 Southbound Li L2 T R 0.82 0.85 70 224 0 0 2 2 2 5 Southbound LI L2 70 224 0 0 0 224 0.0 0.0 0.0 1.0 0.0 0.0 5 LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-5 • • hLT-adj 0.2 0.5 0.5 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 L1 L2 L1 L2 L1 L2 LI L2 Flow rate 309 80 155 74 70 224 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.27 0.07 0.14 0.07 0.06 0.20 hd, final value 5.41 4.61 6.43 5.92 5.89 5.18 x, final value 0.46 0.10 0.28 0.12 0.11 0.32 Move -up time, m 2.0 2.3 2.3 Service Time 3.4 2.6 4.1 3.6 3.6 2.9 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 Ll L2 L1 L2 L1 L2 Flow Rate 309 80 155 74 70 224 Service Time 3.4 2.6 4.1 3.6 3.6 2.9 Utilization, x 0.46 0.10 0.28 0.12 0.11 0.32 Dep. headway, hd 5.41 4.61 6.43 5.92 5.89 5.16 Capacity 559 330 405 324 320 474 Delay 13.01 6.14 11.57 9.44 9.35 10.32 LOS B A B A A B Approach: Delay 12.01 10.88 10.09 LOS B B B Intersection Delay 11.11 Intersection LOS B LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A•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 E-Mail: Fax: (305) 754-8695 ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: LOFTS AT MAYFAIR East/West Street: OAK AVE North/South Street: MARY ST J. AHLSTEDT 4/26/2004 AM PEAK HOUR OAMS Worksheet 2 - Volume Adjustments and Site Characteristics J Eastbound 1 L T 1 Westbound R I L T R 1 1 Volume 129 272 21 I226 127 5 % Thrus Left Lane Configuration PHF Flow Rate % Heavy Veh No. Lanes Opposing -Lanes Conflicting -lanes Geometry group Duration, T 0.25 hrs. Eastbound Ll L2 L TR 0.66 0.70 43 418 0 0 2 1 1 5 Westbound L1 L2 LTR 0.86 414 0 1 2 1 4a Northbound T R 7 1 Southbound 1 IL T R 1 1 1 8 1 37 321 124 52 Northbound Ll L2 LTR 0.79 473 0 1 1 2 2 Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Ll L2 Flow Rates: Total in Lane 43 418 Left -Turn 43 0 Right -Turn 0 30 Prop. Left -Turns 1.0 0.0 Prop. Right -Turns 0.0 0.1 Prop. Heavy Vehicle0.0 0.0 Geometry Group 5 Adjustments Exhibit 17-33: Westbound Ll L2 414 262 5 0.6 0.0 0.0 4a Northbound Li L2 473 21 406 0.0 0.9 0.0 2 Southbound Ll L2 LTR 0.83 99 0 1 1 2 2 Southbound L1 L2 99 28 9 0.3 0.1 0.0 2 LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-7 • • hLT-adj hRT-adj hHV-adj hadj, computed 0.5 0.2 -0.7 -0.6 1.7 1.7 0.5 -0.1 0.1 0.2 -0.6 1.7 -0.5 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 43 3.20 0.04 8.38 0.10 6.1 Eastbound L1 L2 418 3.20 0.37 7.81 0.91 2.3 5.5 Westbound Ll L2 414 3.20 0.37 7.66 0.88 3.20 2.0 5.7 Northbound L1 L2 473 3.20 3.20 0.42 6.89 0.91 2.0 4.9 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 Ll L2 43 6.1 0.10 8.38 293 12.01 B 418 5.5 0.91 7.81 454 49.86 E 46.33 E 43.60 Westbound Ll L2 414 5.7 0.88 7.66 460 45.05 E 0.2 -0.6 1.7 0.0 Southbound L1 L2 99 3.20 0.09 9.01 0.25 3.20 2.0 7.0 Northbound L1 L2 473 4.9 0.91 6.89 512 45.66 E 45.05 45.66 E E Intersection LOS E Southbound L1 L2 99 7.0 0.25 9.01 349 14.96 14.96 LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-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: 4/26/2004 Analysis Time Period: PM PEAK HOUR Intersection: OAMS Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: LOFTS AT MAYFAIR 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 I L T R 1 L T R I L T R 1 I I I I 1 Volume 145 86 23 1210 284 14 150 77 257 110 37 13 % Thrus Left Lane Eastbound Westbound Northbound Southbound Ll L2 Ll L2 Ll L2 L1 L2 Configuration L TR LTR LTR LTR PHF 0.62 0.81 0.92 0.89 0.77 Flow Rate 72 134 551 430 76 % 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 L1 L2 Ll L2 L1 L2 Flow Rates: Total in Lane 72 134 551 430 76 Left -Turn 72 0 228 56 12 Right -Turn 0 28 15 288 16 Prop. Left --Turns 1.0 0.0 0.4 0.1 0.2 Prop. Right -Turns 0.0 0.2 0.0 0.7 0.2 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 Geometry Group 5 Adjustments Exhibit 17-33: 4a 2 2 LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-9 • • hLT-adj hRT-adj hHV-adj hadj, computed 0.5 0.2 -0.7 -0.6 1.7 1.7 0.5 -0.1 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 Ll L2 72 134 3.20 3.20 0.06 0.12 7.82 7.16 0.16 0.27 2.3 5.5 4.9 Westbound Ll L2 551 3.20 0.49 6.23 0.95 4.2 3.20 2.0 Northbound Li L2 430 3.20 3.20 0.38 6.09 0.73 2.0 4.1 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 L1 L2 72 134 5.5 4.9 0.16 0.27 7.82 7.16 322 384 11.97 12.44 B B 12.27 B 33.22 Westbound Ll L2 551 4.2 0.95 6.23 575 51.48 F Southbound L1 L2 76 3.20 0.07 7.41 0.16 5.4 3.20 2.0 Northbound Ll L2 430 4.1 0.73 6.09 575 23.66 c 51.48 23.66 F C Intersection LOS D Southbound L1 L2 76 5.4 0.16 7.41 326 11.77 B 11.77 LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-10 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: LOFTS AT MAYFAIR East/West Street: FLORIDA. AVE North/South Street: VIRGINIA ST Intersection Orientation: NS J. AHLSTEDT 4/26/2004 AM PEAK HOUR FAVS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 L T 6 Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 3 0.75 4 0 Undivided 9 0.45 20 0 1 0 LTR No 4 0.33 12 15 0.62 24 0 / 42 0.81 51 0 1 0 LTR No 9 0.75 12 Minor Street: Approach Movement Westbound 7 8 L T Eastbound 9 I 10 11 12 R I L Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Lanes Configuration Exists?/Storage 15 13 7 4 17 1 0.75 0.46 0.58 0.50 0.71 0.25 20 28 12 8 23 4 0 0 0 0 0 0 0 0 No / No / 0 1 0 0 1 0 LTR LTR Approach Movement Lane Config Delay, NB 1 LTR Queue Length, and Level of Service Westbound 7 8 LTR SB 4 I LTR I Eastbound 9 I 10 11 12 LTR v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 4 1553 0.00 0.01 7.3 A 24 1593 0.02 0.05 7.3 A 60 802 0.07 0.24 9.9 A 9.9 A 35 767 0.05 0.14 9.9 A 9.9 A LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-11 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: LOFTS AT MAYFAIR East/West Street: FLORIDA AVE North/South Street: VIRGINIA ST Intersection Orientation: NS J. AHLSTEDT 4/26/2004 PM PEAK HOUR FAVS Vehicle Major Street: Approach Movement 1 L Study period (hrs): 0.25 Volumes and Adjustments Northbound 2 3 I 4 T R I L Southbound 5 6 T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 7 18 0.88 0.64 7 28 0 -- Undivided 0 1 0 LTR No 17 0.71 23 20 0.56 35 0 100 0.94 106 0 1 0 LTR No 27 0.84 32 Minor Street: Approach Movement Westbound 7 8 L T Eastbound 9 I 10 11 12 R I L i' R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Lanes Configuration 53 0.84 63 0 Exists?/Storage 20 31 0.56 0.78 35 39 0 0 0 No 0 1 0 LTR 21 0.75 28 0 22 0.79 27 0 0 0 1 0 LTR 17 0.85 19 0 No Approach Movement Lane Config Delay, NB 1 LTR Queue Length, and Level of Service SB 4 9 7 LTR I Westbound 8 LTR Eastbound 9 I 10 11 12 LTR v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 7 1458 0.00 0.01 7.5 A 35 1568 0.02 0.07 7.3 A 137 713 0.19 0.71 11.2 11.2 B 74 678 0.11 0.37 11.0 B 11.0 B LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-12 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • • Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 4/26/2004 Analysis Time Period: AM PEAK HOUR Intersection: GAVS Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: LOFTS AT MAYFAIR 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 1 L T R Volume 458 203 13 Peak -Hour Factor, PHF 0.80 0.97 0.65 Hourly Flow Rate, HFR 572 209 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 Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes Configuration 1 88 0.74 118 0 Delay, Queue Length, and Level of Service Approach. E5 WB Northbound Southbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config I I R v (vph) 118 C(m) (vph) 836 v/c 0.14 95% queue length 0.49 Control Delay 10.0+ LOS B Approach Delay 10.0+ Approach LOS B LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-13 7 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: LOFTS AT MAYFAIR East/West Street: GRAND AVE North/South Street: VIRGINIA ST Intersection Orientation: EW J. AHLSTEDT 4/26/2004 PM PEAK HOUR GAVS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Movement Eastbound 1 2 3 L T R Westbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 329 0.90 365 Undivided 1 T No 330 0.89 370 No 1 1 T R No 32 0.57 56 Minor Street: Approach Movement Northbound 7 8 9 L T A Southbound 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 Exists?/Storage 0 / 0 1 160 0.92 173 0 Approach Movement Lane Config Delay, EB 1 Queue Length, and Level of Service WB Northbound 4 I 7 8 9 Southbound I 10 11 12 I R v (vph) C(m) (vph) v/ c 95% queue length Control Delay LOS Approach Delay Approach LOS 12.1 173 680 0.25 1.01 12.1 B LOFTS AT MAYFAIR Appendix A April 26, 2004 Page A-14 • • APPENDIX B Future Intersection Levels of Service Without Project HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Agency: Date: 4/26/2004 Period: AM PEAK HOUR Project ID: LOFTS AT MAYFAIR E/W St: OAK AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: 3935 Area Type: All other areas Jurisd: Year : FUTURE W/O PROJECT N/S St: VIRGINIA STREET SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R Southbound L T R 0 1 0 LT R 12 358 41 12.0 0 0 1 0 LTR 41 84 5 12.0 0 0 1 0 LTR 1 26 9 12.0 0 0 1 0 LTR 19 62 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 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 1232 1848 0.36 0.67 5.2 A 5.2 A Westbound LTR 1025 1538 0.15 0.67 4.0 A 4.0 A Northbound LTR 296 1773 0.18 0.17 21.8 C 21.8 C Southbound LTR 285 1708 0.47 0.17 23.8 C 23.8 C Intersection Delay = 9.3 (sec/veh) Intersection LOS = A LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-1 HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Agency: Date: 4/26/2004 Period: PM PEAK HOUR Project ID: LOFTS AT MAYFAIR E/W St: OAK AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: 3935 Area Type: All other areas Jurisd: Year : FUTURE W/O PROJECT N/S St: VIRGINIA STREET SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 1 0 LTR 22 90 31 12.0 0 0 1 0 LTR 115 354 10 12.0 0 Southbound L T R 0 1 0 0 1 0 LTR LTR 23 31 14 15 66 13 12.0 12.0 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 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 1101 1652 0.15 0.67 4.0 A 4.0 A Westbound LTR 1107 1661 0.48 0.67 6.4 A 6.4 A Northbound LTR 268 1608 0.37 0.17 23.0 C 23.0 C Southbound LTR 282 1690 0.44 0.17 23.5 C 23.5 C Intersection Delay = 10.0+ (sec/veh) Intersection LOS = B LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-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: 4/26/2004 Analysis Time Period: AM PEAK HOUR Intersection: GAMS Jurisdiction: Units; U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: LOFTS AT MAYFAIR 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 I 1 L T R I L T R 1 L T R 1 L T R I 1 1 1 1 1 Volume 1417 0 38 10 0 0 159 '79 0 10 43 177 1 a Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Ll 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 453 49 70 123 65 194 % 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 Ll L2 Li L2 Ll L2 L1 L2 Flow Rates: Total in Lane 453 49 70 123 65 194 Left -Turn 453 0 70 0 0 0 Fright -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: LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-3 • • hLT-adj hRT-adj hHV-adj hadj, computed 0.2 0.2 -0.6 1.7 -0.6 0.5 -0.7 1.7 0.5 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 453 3.20 0.40 5.29 0.67 3.3 L2 49 3.20 0.04 4.49 0.06 2.0 2.5 Westbound Northbound L1 L2 L1 L2 70 123 3.20 3.20 3.20 3.20 0.06 0.11 6.77 6.26 0.13 0.21 2.3 4.5 4.0 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 Ll L2 453 49 3.3 2.5 0.67 0.06 5.29 4.49 665 299 18.17 7.78 C A 17.16 C 13.96 Westbound L1 L2 0.0 0.5 -0.7 1.7 -0.7 Southbound Ll L2 65 194 3.20 3.20 0.06 0.17 6.20 5.49 0.11 0.30 2 3 3.9 3.2 Northbound L1 L2 Southbound L1 L2 70 123 65 194 4.5 4.0 3.9 3.2 0.13 0.21 0.11 0.30 6.77 6.26 6.20 5.49 320 373 315 444 10.49 10.65 9.68 10.48 B B A B 10.59 B Intersection LOS B 10.28 LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-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 E-Mail: Fax: (305) 754-8695 ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: .GRAND AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics J. AHLSTEDT 4/26/2004 PM PEAK HOUR GAMS 1 Eastbound 1 Westbound 1 1 L T R I L T R I L `1' 1 I 1 Volume 1273 0 51 10 0 0 1134 71 0 10 61 199 % Thrus Left Lane Northbound 1 Southbound R 1 L T R 1 Configuration PHF Flow Rate Heavy Veh No. Lanes Opposing -Lanes Conflicting -lanes Geometry group Duration, T 0.25 hrs. Eastbound L1 L2 L R 0.82 0.62 332 82 0 0 2 0 2 1 Westbound L1 L2 Northbound L1 L2 Southbound L1 L2 L T T R 0.83 0.91 0.82 0.85 161 78 74 234 0 0 0 0 2 2 2 2 2 2 5 5 Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound L1 L2 Flow Rates: Total in Lane 332 Left -Turn 332 Right -Turn 0 Prop. Left -Turns 1.0 Prop. Right -Turns 0.0 Prop. Heavy Vehicle0.0 Geometry Group 1 Adjustments Exhibit 17-33: 82 0 82 0.0 1.0 0.0 Westbound Li L2 Northbound Ll L2 161 78 161 0 0 0 1.0 0.0 0.0 0.0 0.0 0.0 5 Southbound L1 L2 74 234 0 0 0 234 0.0 0.0 0.0 1.0 0.0 0.0 5 LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-5 • • • hLT-adj hRT-- adj hHV-adj hadj, computed 0.2 0.2 -0.6 1.7 -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 Eastbound L1 L2 332 82 3.20 0.30 5.48 0.51 3.5 3.20 0.07 4.68 0.11 2,0 2.7 Westbound Northbound LI L2 Ll L2 161 78 3.20 3.20 3.20 3.20 0.14 0.07 6.54 6.04 0.29 0.13 2.3 4.2 3.7 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 332 82 3.5 2.7 0.51 0.11 5.48 4.68 582 332 13.95 8.24 6 A 12.82 6 11.65 Westbound Li L2 Southbound L1 L2 74 234 3.20 3.20 0.07 0.21 6.00 5.29 0.12 0.34 2.3 3.7 3.0 Northbound L1 L2 Southbound L1 L2 161 78 74 234 4.2 3.7 3.7 3.0 0.29 0.13 0.12 0.34 6.54 6.04 6.00 5.29 411 328 324 484 11.93 9.64 9.54 10.74 B A A H 11.18 Intersection LOS S 10.45 LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-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.: ➢ate Performed: 4/26/2004 Analysis Time Period: AM PEAK HOUR Intersection: GAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: LOFTS AT MAYFAIR 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 I L T R I L T .R 1 L T R 1 1 I 1 I I Volume 130 283 22 1235 139 5 118 38 341 125 55 8 1 % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 LI L2 LI L2 Ll L2 Configuration L TR LTR LTR LTR PHF 0.66 0.70 0.86 0.79 0.83 Flow Rate 45 435 439 501 105 % 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 Ll L2 LI L2 Ll L2 L1 L2 Flow Rates: Total in Lane 45 435 439 Left -Turn 45 0 273 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 Adjustments Exhibit 17-33: 501 105 22 30 431 9 0.0 0.3 0.9 0.1 0.0 0.0 4a 2 2 LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-7 • • hLT-adj hRT-adj hHV-adj hadj, computed 0.5 0.5 -0.7 1.7 -0.0 0.1 0.2 -0.6 1.7 0.2 -0.6 1.7 -0.5 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 45 3.20 0.04 8.87 0.11 6.6 Eastbound L2 435 3.20 0.39 8.30 1.00 2.3 6.0 Westbound L1 L2 439 3.20 0.39 8.13 0.99 6.1 3.20 2.0 0.2 -0.6 1.7 0.0 Northbound Southbound Ll L2 Ll L2 501 105 3.20 3.20 3.20 3.20 0.45 0.09 7.31 9.77 1.02 0.29 2.0 2.0 5.3 7.8 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 45 435 6.6 6.0 0.11 1.00 8.87 8.30 295 435 12.68 72.88 B F 67.24 F 65.96 Westbound Ll L2 439 6.1 0.99 8.13 443 69.29 F Northbound L1 L2 501 5.3 1.02 7.31 501 72.16 F 69.29 72.16 F ' Intersection LOS F Southbound L1 L2 105 7.8 0.29 9.77 355 16.62 c 16.62 LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-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 E-Mail: Fax: (305) 754-8695 ALL -WAY STOP COiTROL(AWSC) ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: OAK AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics J. AHLSTEDT 4/26/2004 PM PEAK HOUR OAMS 1 Eastbound 1 Westbound 1 Northbound 1 Southbound 1 L T R 1 L T R I L T R I L T R I 1 1 1 Volume 146 90 24 1218 307 14 151 80 276 110 38 13 % Thrus Left Lane Eastbound L1 L2 Configuration PHF Flow Rate % Heavy Veh No. Lanes Opposing -Lanes Conflicting -lanes Geometry group Duration, T 0.25 hrs. L TR 0.62 0.81 74 140 0 0 2 1 1 5 Westbound LI L2 LTR 0.92 584 0 1 2 1 4a Northbound L1 L2 LTR 0.89 456 0 1 1 2 2 Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound L1 L2 Flow Rates: Total in Lane 74 Left -Turn 74 0 Right -Turn 0 Prop. Left -Turns 1.0 Prop. Right -Turns 0.0 Prop. Heavy Vehicle0.0 Geometry Group 5 Adjustments Exhibit 17-33: 140 29 0.0 0.2 0.0 Westbound LI L2 584 236 15 0.4 0.0 0.0 4a Northbound L1 L2 456 57 310 0.1 0.7 0.0 2 Southbound Ll L2 LTR 0.77 77 0 1 1 2 2 Southbound L1 L2 77 12 16 0.2 0.2 0.0 2 LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-9 hLT-adj 0.5 0.2 0.2 0.2 hRT-adj -0.7 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.5 -0.1 0.1 -0.4 -0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Ll L2 Flow rate 74 140 584 456 77 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.07 0.12 0.52 0.41 0.07 hd, final value 8.06 7.40 6.40 6.22 7.68 x, final value 0.17 0.29 1.04 0.79 0.16 Move -up time, m 2.3 2.0 2.0 2.0 Service Time 5.8 5.1 4.4 4.2 5.7 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 74 140 584 456 77 Service Time 5.8 5.1 4.4 4.2 5.7 Utilization, x 0.17 0.29 1.04 0.79 0.16 Dep. headway, hd 8.06 7.40 6.40 6.22 7.68 Capacity 324 390 584 573 327 Delay 12.35 13.05 73.53 28.50 12.19 LOS B B F D B Approach: Delay 12.81 73.53 28.50 LOS B F D Intersection. Delay 44.79 Intersection LOS E 12.19 B LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-10 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: FLORIDA AVE North/South Street: VIRGINIA ST Intersection Orientation: NS J. AHLSTEDT 4/26/2004 AM PEAK HOUR FAVS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound I 4 5 6 { 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 0 15 0.62 24 53 0.81 65 0 1 0 LTR No 9 0.75 12 Minor Street: Approach Movement Westbound 7 8 L T Eastbound 9 1 10 11 12 R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Lanes Configuration 15 0.75 20 0 13 0.46 28 0 0 Exists?/Storage 0 1 0 LTR 7 0.58 12 0 No / 4 0.50 8 0 18 0.71 25 0 0 0 1 0 LTR 1 0.25 4 0 No Approach Movement Lane Config Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 17 8 9 I 10 11 12 LTR LTR { LTR I LTR v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 4 1535 0.00 0.01 7.4 A 24 1593 0.02 0.05 7.3 A 60 787 0.08 0.25 10. 0- A 10.0- A 37 751 0.05 0.16 10.0+ 5 10.0+ B LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-11 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: FLORIDA AVE North/South Street: VIRGINIA ST Intersection Orientation: NS J. AHLSTEDT 4/26/2004 PM PEAK HOUR FAVS Vehicle Major Street: Approach Movement 1 L Study period (hrs): 0.25 Volumes and Adjustments Northbound 2 3 I 4 T R I L Southbound 5 6 `I' R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 7 19 0.88 0.64 7 29 0 --- Undivided 0 1 0 LTR No 18 0.71 25 -- 0 21 0.56 37 116 0.94 123 0 1 0 LTR No 28 0.84 33 Minor Street: Approach Movement Westbound 7 8 L T Eastbound 9 I 10 11 12 R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes 0 Configuration 56 21 32 22 23 18 0.84 0.56 0.78 0.75 0.79 0.85 66 37 41 29 29 21 0 0 0 0 0 0 0 0 No 1 0 LTR No 1 0 LTR Approach Movement Lane Config Delay, Queue Leng NB SB 1 4 I 7 LTR LTR h, and Level of Service Westbound 8 LTR Eastbound 9 I 10 11 12 LTR v (vph) 7 37 C(m) (vph) 1436 1564 v/c 0.00 0.02 95% queue length 0.01 0.07 Control Delay 7.5 7.4 LOS A A Approach Delay Approach LOS HCS2000: Unsignalized 144 689 0.21 0.78 11.6 B 11.6 B Intersections Release 4.1d 79 655 0.12 0.41 11.2 B 11.2 B LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-12 TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary J. AHLSTEDT 4/26/2004 AM PEAK HOUR GAVS Analysis Year: FUTURE W/O PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: GRAND AVE North/South Street: VIRGINIA ST Intersection Orientation: EW Major Street: Study period (hrs): 0.25 Vehicle Volumes and Adjustments Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R ( L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 477 0.80 596 Undivided 1 T No 211 0.97 217 No 1 1 T R No 13 0.65 20 Minor Street: Approach Movement Northbound 7 8 9 L T R Southbound ( 10 11 12 j L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 0 1 102 0.74 137 0 Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 j 7 8 9 { 10 11 12 Lane Config i R v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS HCS2000: Unsignalized Intersections Release 4.1d 10.2 137 828 0.17 0.59 10.2 LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-13 TWO --WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: GRAND AVE North/South Street: VIRGINIA ST Intersection Orientation: EW J. AHLSTEDT 4/26/2004 PM PEAK HOUR GAVS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Movement 1 2 3 L T R Westbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 342 0.90 380 Undivided 1 T No / 343 0.89 385 No 1 1 T R No 33 0.57 57 Minor Street: Approach Movement Northbound 7 8 9 L T R Southbound I 10 11 12 I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 0 1 179 0.92 194 0 Approach Movement Lane Config Delay, Queue Length, and Level of Service EB WB Northbound Southbound 1 4 1 7 8 9 I 10 11 12 I 1 R v (vph) C(m) (vph) v/ c 95% queue length Control Delay LOS Approach Delay Approach LOS 12.6 194 667 0.29 1.21 12.6 B LOFTS AT MAYFAIR Appendix B April 26, 2004 Page B-14 • • APPENDIX C Future Intersection Levels of Service With Project HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Agency: Date: 4/26/2004 Period: AM PEAK HOUR Project ID: LOFTS AT MAYFAIR E/W St: OAK AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: 3935 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: VIRGINIA STREET SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound L T R L T R Northbound L T R 0 1 0 LTR 12 358 44 12.0 0 0 1 0 LTR 44 84 5 12.0 0 0 1 0 LTR 9 34 16 12.0 0 Southbound L T R 0 1 0 LTR 19 65 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 2 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 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 1231 1846 0.37 0.67 5.2 A 5.2 A Westbound LTR 1009 1514 0.15 0.67 4.0 A 4.0 A Northbound LTR 266 1594 0.41 0.17 23.4 C 23.4 C Southbound LTR 283 1700 0.49 0.17 24.0 C 24.0 C Intersection Delay = 10.4 (sec/veh) Intersection LOS = B LOFTS AT MAYFAIR Appendix C April 26, 2004 Page C-1 HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Agency: Date: 4/26/2004 Period: PM PEAK HOUR Project ID: LOFTS AT MAYFAIR E/W St: OAK AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: 3935 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: VIRGINIA STREET SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 1 0 LTR 22 90 51 12.0 0 0 1 0 LTR 129 354 10 12.0 0 Southbound L T R 0 1 0 LTR 29 38 21 12.0 0 0 1 0 LTR 15 79 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 Peds Peds WE Left P SB Left A Thru P Thru A Right P Right A Peds Peds NB Right EB Right SB 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 1097 1645 0.18 0.67 4.1 A 4.1 A Westbound LTR 1082 1623 0.51 0.67 6.7 A 6.7 A Northbound LTR 267 1599 0.49 0.17 24.1 C 24.1 C Southbound LTR 286 1718 0.48 0.17 23.9 C 23.9 C Intersection Delay = 10.8 (sec/veh) Intersection LOS = B LOFTS AT MAYFAIR Appendix C April 26, 2004 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 E-Mail: Fax: (305) 754-8695 ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: GRAND AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics J. AHLSTEDT 4/26/2004 AM PEAK HOUR GAMS j Eastbound I L T R Volume .1419 0 38 % Thrus Left Lane Configuration PHF Flow Rate % Heavy Veh No. Lanes Opposing -Lanes Conflicting --lanes Geometry group Duration, T 0.25 j Westbound 1 Northbound j L T R I L T R 10 0 0 Eastbound Li L2 L R 0.92 0.77 455 49 0 0 2 0 2 1 hrs. 1 Southbound 1 1 L T R 1 I I I 159 79 0 10 44 177 1 Westbound Li L2 Northbound L1 L2 Southbound LI L2 L T T R 0.84 0.64 0.66 0.91 70 123 66 194 0 0 0 0 2 2 2 2 2 2 5 5 Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound LI L2 Flow Rates: Total in Lane 455 Left -Turn 455 Right -Turn 0 Prop. Left -Turns 1.0 Prop. Right -Turns 0.0 Prop. Heavy Vehicle0.0 Geometry Group 1 Adjustments Exhibit 17-33: Westbound L1 L2 Northbound L1 L2 Southbound Ll L2 49 70 123 66 194 0 70 0 0 0 49 0 0 0 194 0.0 1.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 5 5 LOFTS AT MAYFAIR Appendix C April 26, 2004 Page C-3 • • hLT-adj hRT-adj hIW-adj hadj, computed 0.2 0.2 -0.6 1.7 -0.6 0.5 -0.7 1.7 0.5 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 455 3.20 0.40 5.29 0.67 L2 49 3.20 0.04 4.50 0.06 2.0 3.3 2.5 3.20 Westbound Northbound Ll L2 L1 70 3.20 3.20 0.06 6.78 0.13 4.5 L2 123 3.20 0.11 6.27 0.21 2.3 4.0 Worksheet 5 - Capacity and Level of Service Flow Rate Service Time Utilization, x Dep. headway, hd Capacity Delay LOS Approach: Delay LOS Intersection Eastbound Ll L2 Westbound Ll L2 0.5 -0.7 1.7 0.0 -0.7 Southbound L1 L2 66 194 3.20 3.20 0.06 0.17 6.21 5.50 0.11 0.30 2.3 3.9 3.2 Northbound L1 L2 Southbound L1 L2 455 49 70 123 66 194 3.3 2.5 4.5 4.0 3.9 3.2 0.67 0.06 0.13 0.21 0.11 0.30 5.29 4.50 6.78 6.27 6.21 5.50 665 299 320 373 316 444 18.32 7.79 10.50 10.67 9.70 10.49 C A B B A B 17.29 C Delay 14.04 10.61 B Intersection LOS B 10.29 LOFTS AT MAYFAI R Appendix C April 26, 2004 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: 4/26/2004 Analysis Time Period: PM PEAK HOUR Intersection: GAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR 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 I L T R 1 L T R 1 L •T R 1 I 1 1 1 I Volume 1283 0 51 10 0 0 1134 73 0 10 62 199 1 Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Li L2 L1 L2 Configuration L R L T T R PHF 0.82 0.62 0.83 0.91 0.82 0.85 Flow Rate 345 82 161 80 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 L1 L2 L1 L2 Ll L2 Ll L2 Flow Rates: Total in Lane 345 82 161 80 75 234 Left -Turn 345 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: LOFTS AT MAYFAIR Appendix C April 26, 2004 Page C-5 • • • hLT--adj hRT-adj hHV-adj hadj, computed 0.2 -0.6 1.7 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 345 3.20 0.31 5.50 0.53 3.5 Eastbound L2 82 3.20 0.07 4.70 0.11 2.0 2.7 Westbound Northbound Ll L2 Ll 161 3.20 3.20 3.20 0.14 6.59 0.29 4.3 L2 80 3.20 0.07 6.09 0.14 2.3 3.8 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 Ll L2 345 82 3.5 2.7 0.53 0.11 5.50 4.70 595 332 14.45 8.26 B A 13.26 8 11.91 Westbound Ll L2 Southbound Ll 75 3.20 0.07 6.05 0.13 3.7 L2 234 3.20 0.21 5.34 0.35 2.3 3.0 Northbound LI L2 Southbound LI L2 161 80 75 234 4.3 3.8 3.7 3.0 0.29 0.14 0.13 0.35 6.59 6.09 6.05 5.34 411 330 325 484 12.03 9.74 9.62 10.85 B A A B 11.27 B Intersection LOS B 10.55 8 LOFTS AT MAYFAIR Appendix C April 26, 2004 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 E-Mail: Fax: (305) 754-8695 ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: OAK AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics Volume J. AHLSTEDT 4/26/2004 AM PEAK HOUR OAMS 1 Eastbound 1 Westbound 1 Northbound 1 Southbound 1 IL T R 1 L T RI L T R I L T R 1 1 1 1 I 1 130 286 22 1235 148 5 118 38 341 125 55 8 1 % Thrus Left Lane Configuration PHF Flow Rate % Heavy Veh No. Lanes Opposing -Lanes Conflicting -lanes Geometry group Duration, T 0.25 Eastbound L1 L2 L TR 0.66 0.70 45 439 0 0 2 1 1 5 hrs. Westbound L1 L2 LTR 0.86 450 0 1 2 1 4a Northbound Ll L2 LTR 0.79 501 0 1 1 2 2 Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound L1 L2 Flow Rates: Total in Lane 45 439 Left -Turn 45 0 Right -Turn 0 Prop. Left -Turns 1.0 Prop. Right -Turns 0.0 Prop. Heavy Vehicle0.0 Geometry Group 5 Adjustments Exhibit 17-33: Westbound L1 L2 450 273 31 5 0.0 0.1 0.0 0.6 0.0 0.0 4a Northbound L1 L2 501 22 431 0.0 0.9 0.0 2 Southbound Li L2 LTR 0.83 105 0 1 1 2 2 Southbound L1 L2 105 30 9 0.3 0.1 0.0 2 LOFTS AT MAYFAIR Appendix C April 26, 2004 Page C-7 hLT-adj hRT-adj hHV-adj hadj, computed 0.5 0.5 -0.7 1.7 -0.0 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 Eastbound Westbound Northbound Southbound L1 L2 Li L2 Ll L2 L1 L2 Flow rate 45 439 450 501 105 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.04 0.39 0.40 0.45 0.09 hd, final value 8.89 8.32 8.13 7.33 9.80 x, final value 0.11 1.01 1.02 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 L1 L2 L1 L2 Ll L2 Ll L2 Flow Rate 45 439 450 501 105 Service Time 6.6 6.0 6.1 5.3 7.8 Utilization, x 0.11 1.01 1.02 1.02 0.29 Dep. headway, hd 8.89 8.32 8.13 7.33 9.80 Capacity 295 439 450 501 355 Delay 12.70 75.95 75.68 72.9.6 16.67 LOS B F F F C Approach: Delay 70.07 75.68 72,96 LOS F F F Intersection Delay 69.01 Intersection LOS F 16.67 c LOFTS AT MAYFAIR Appendix C April 26, 2004 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: 4/26/2004 Analysis Time Period: PM PEAK HOUR Intersection: OAMS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: OAK AVE North/South Street: MARY ST Worksheet 2 - Volume Adjustments and Site Characteristics Volume 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 l 1 1 1 146 97 24 1218 321 14 151 80 276 110 38 13 1 % Thrus Left Lane Eastbound Westbound Northbound Southbound Ll L2 Ll L2 L1 L2 L1 L2 Configuration L TR LTR LTR LTR PHF 0.62 0.81 0.92 0.89 0.77 Flow Rate 74 148 599 456 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 Ll L2 Flow Rates: Total in Lane 74 148 599 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: 456 77 57 12 310 16 0.1 0.2 0.7 0.2 0.0 0.0 4a 2 2 LOFTS AT MAYFAIR Appendix C April 26, 2004 Page C-9 • • hLT-adj 0.5 0.2 0.2 0.2 hRT-adj -0.7 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.5 -0.1 0.1 -0.4 -0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 74 148 599 456 77 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.07 0.13 0.53 0.41 0.07 hd, final value 8.07 7.41 6.43 6.25 7.72 x, final value 0.17 0.30 1.07 0.79 0.17 Move -up time, m 2 3 2.0 2.0 2.0 Service Time 5.8 5.1 4.4 4.2 5.7 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound Ll L2 L1 L2 L1 L2 L1 L2 Flow Rate 74 148 599 456 77 Service Time 5.8 5.1 4.4 4.2 5.7 Utilization, x 0.17 0.30 1.07 0.79 0.17 Dep. headway, hd 8.07 7.41 6.43 6.25 7.72 Capacity 324 398 599 571 327 Delay 12.37 13.33 82.83 28.83 12.25. LOS B B F D B Approach: Delay 13.01 82.83 28.83 LOS B F D Intersection Delay 49.18 Intersection LOS E 12.25 LOFTS AT MAYFAIR Appendix C April 26, 2004 Page C-10 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 4/26/2004 Analysis Time Period: AM PEAK HOUR Intersection: FAVS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR 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 Sorthbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 3 9 4 16 63 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 77 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 Movement Westbound Eastbound 7 8 9 1 10 11 12 L T R 1 L T R Volume 16 13 9 4 18 1 Peak Hour Factor, PHF 0.75 0.46 0.58 0.50 0.71 0.25 Hourly Flow Rate, HFR 21 28 15 8 25 4 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 SS Westbound Eastbound Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LTR LTR i LTR 1 LTR v (vph) 4 25 64 37 C(m) (vph) 1519 1593 784 737 v/c 0.00 0.02 0.08 0,05 95% queue length 0.01 0.05 0.27 0.16 Control Delay 7.4 7.3 10.0- 10.1 LOS A A A 5 Approach Delay 10.0- 10.1 Approach LOS A H LOFTS AT MAYFAIR Appendix C April 26, 2004 Page C-11 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: FLORIDA AVE North/South Street: VIRGINIA ST Intersection Orientation: NS J. AHLSTEDT 4/26/2004 PM PEAK HOUR FAVS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration. Upstream Signal? 7 19 0.88 7 29 Undivided 0.64 0 1 0 LTR No 18 21 0.71 0.56 25 37 0 125 0.94 132 0 1 0 LTR No 28 0.84 33 Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 1 10 11 1 L T 12 R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes 0 Configuration 56 21 44 22 23 18 0.84 0.56 0.78 0.75 0.79 0.85 66 37 56 29 29 21 0 0 0 0 0 0 0 0 No / No / 1 0 0 1 0 LTR LTR Approach Movement Lane Config Delay, N13 1 LTR Queue Length, and Level of Service SB 4 1 LTR 1 Westbound 7 8 LTR Eastbound 9 1 10 11 12 1 LTR v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 7 1426 0.00 0.01 7.5 A 37 1564 0.02 0.07 7.4 A 159 704 0.23 0.86 11.6 B 11.6 B 79 641 0.12 0.42 11.4 B 11.4 B LOFTS AT MAYFAIR Appendix C April 26, 2004 Page C-12 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: GRAND AVE North/South Street: VIRGINIA ST Intersection Orientation: EW J. AHLSTEDT 4/26/2004 AM PEAK HOUR GAVS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Movement Eastbound 1 2 3 I T R Westbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 477 0.80 596 Undivided 1 T No / 211 0.97 217 No 1 1 T R No 13 0.65 20 Minor Street: Approach Movement Northbound 7 8 9 L T R Southbound I 10 11 12 I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 0 1 112 0.74 151 0 Approach Movement Lane Config Delay, EB 1 Queue Length, and Level of Service WB Northbound 4 I 7 8 9 Southbound I 10 11 12 I R v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 10.3 151 828 0.18 0.66 10.3 B LOFTS AT MAYFAIR Appendix C April 26, 2004 Page C-13 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY J. AHLSTEDT 4/26/2004 Analyst: Agency/Co.: Date Performed: Analysis Time Period: PM PEAK HOUR Intersection: GAVS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: LOFTS AT MAYFAIR East/West Street: GRAND AVE North/South Street: VIRGINIA S' 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 1 L T R Volume 342 343 33 Peak -Hour Factor, PHF 0.90 0.89 0.57 Hourly Flow Rate, HFR 380 385 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 Movement Northbound Southbound 7 8 9 } 10 11 12 L T R j 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 1 188 0.92 204 0 Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 ( 7 8 9 1 10 11 12 Lane Config 1 l R v (vph) 204 C(m) (vph) 667 v/c 0.31 95% queue length 1.29 Control Delay 12.8 LOS B Approach Delay 12.8 Approach LOS B LOFTS AT MAYFAIR Appendix C April 26, 2004 Page C-14 SAW DATA CALCULATIONS • VIRGINIA AVE N/0 OAK AVE FLORIDA AVE NA VIRGINIA AVE N/0 OAK AVE FLORIDA AVE NA VIRGINIA AVE NIO OAK AVE FLORIDA AVE NA GRAND AVE EA) VIRGINIA E/O VIRGINIA NA GRAND AVE E/O VIRGINIA E/O VIRGINIA NA GRAND AVE E/O VIRGINIA E/O VIRGINIA NA • 1 1,343 2,409 2,122 NA AM 8:45 AM 8:15AM 9:45 AM ERR ERR 2 2,446 2,740 1,708 NA MID 1:00 PM 2:00 PM 1:00 PM ERR ERR PEAK K 1:00 PM 7.50% 5:45 PM 10.62% 1:00 PM 7,73% ERR ERR ADT 3,789 5,149 3,830 NA PM 5:15 PM 5:45 PM 6:00 PM ERR ERR PSF 1.026 1.026 1.026 1.026 1 NORTHBOUND EASTBOUND EASTBOUND NA EVE 18:30 18:15 18:15 ERR K(100) 0.077 0.109 0.079 0.000 ERR • 2 SOUTHBOUND WESTBOUND WESTBOUND NA PEAK 13:00 17:45 13:00 ERR D 71.83% 60.69% 55.41©la ERR ERR • VIRGINIA AVE N/0 DAK AVE FLORIDA AVE NA VIRGINIA AVE N/O OAK AVE FLORIDA AVE NA VIRGINIA AVE NIO OAK AVE FLORIDA AVE NA GRAND AVE E/O VIRGINIA E10 VIRGINIA NA GRAND AVE E/0 VIRGINIA E/O VIRGINIA NA GRAND AVE E/O VIRGINIA E/O VIRGINIA NA • AM 8:45 AM 8:15 AM 9:45 AM ERR ERR MID 1:00 PM 2:00 PM 1:00 PM ERR ERR PM 5:15PM 5:45 PM 6:00 PM ERR 1 2 80 141 264 98 77 107 ERR ERR ERR ERR 1 2 80 204 148 180 132 164 ERR ERR ERR ERR 1 113 215 193 ERR 2 161 332 84 ERR TOTAL 221 362 184 0 TOTAL 284 328 296 0 TOTAL 274 547 277 0 •/o -5.83% 7.03% 4.80% 0.00% 0 0.00% 7.50% 6.37% 7.73% 0.00% fl 0.00% 7.23% 10.62% 7.23% 0.00% PROJECT NAME: Traffic Data Collection Notice to Proceed : • TIME 12:00 AM 01:00 AM 02:00 AM 03:00 AM 04:00 AM 05:00 AM 06:00 AM 07;00 AM 08:00 AM 09:00 AM 10:00 AM 11:00 AM 12:00 PM 01:00 PM 02:00 PM 03:00 PM 04:00 PM 05:00 PM 06:00 PM 07:00 PM 08:00 PM 09:00 PM 10:00 PM 11:00 PM 1st % 16 10 5 3 1 2 2 3 6 16 14 12 15 27 22 24 26 20 27 23 17 22 17 19 NORTHBOUND 2nd % 10 3 1 6 1 2 3 2 4 24 20 16 20 17 25 23 19 22 20 29 21 25 18 12 DAILY TRAFFIC COUNT NORTHBOUND A.M. Peak Hour, Time: A.M. "K" Factor: A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K" Factor: P.M. "D" Factor: BOTHWAY: NORTHBOUND A.M. A.M. A.M. 3rd ' 7 4 4 5 1 2 1 7 14 16 14 13 22 17 15 18 19 31 24 26 21 21 18 11 24 Hour Total SUMMARY 4th Y4 4 1 2 1 2 3 7 8 24 17 13 10 17 19 25 11 21 33 19 18 16 16 22 11 08:45 AM Volume 6.0% P.H.F. 36.2% 05:15 PM Volume 8.4% P.H.F. : 41.2% MECHANICAL COUNTS LOCATION: COUNT DATE: TOTAL 37 18 12 15 5 9 13 20 48 73 61 51 74 80 87 76 85 106 90 96 75 84 75 53 1,343 TIME 12:00 AM 01:00 AM 02:00 AM 03:00 AM 04:00 AM 05:00 AM 06:00 AM 07:00 AM 08:00 AM 09:00 AM 10:00 AM 11:00 AM 12:00 PM 01:00 PM 02:00 PM 03:00 PM 04:00 PM 05:00 PM 06:00 PM 07:00 PM 08:00 PM 09:00 PM 10:00 PM 11:00 PM VIRGINIA AVE N/O GRAND AVE °WEEK OF 3/29/04 SOUTHBOUND BOTHWAY 1st Y4 2nd 1.4i 3rd % 4th Y TOTAL TOTAL 18 14 14 2 48 85 11 5 5 5 26 44 3 7 8 10 28 40 2 4 5 7 18 33 7 1 0 1 9 14 0 0 3 8 11 20 6 5 4 18 33 46 1 7 6 13 27 47 29 .22 18 36 105 153 38 39 28 41 146 219 29 22 28 30 109 170 29 28 43 31 131 182 38 43 43 42 166 240 50 56 50 48 204 284 36 33 34 39 142 229 32 44 35 37 148 224 42 31 29 34 136 221 33 41 37 50 161 267 33 42 45 52 172 262 41 34 30 29 134 230 32 24 25 25 106 181 29 22 29 40 120 204 38 34 25 40 137 212 38 31 35 25 129 182 24 Hour Total 2,446 3,789 SOUTHBOUND 80 A.M. Peak Hour, Time: 0.83 A.M. "K Factor: A.M. "D" Factor: 113 P.M. Peak Hour, Time: 0.86 P.M. "K" Factor: P.M. "D" Factor: and SOUTHBOUND Peak Hour, Time: 11:45 AM "K" Factor: 5.9% Hour "D" Factor: 69.8% P.M. Peak Hour, Time: P.M. "K" Factor: P.M. Hour "D" Factor: 01:00 PM 7.5% 71.8% Volume: 777 P.H.F.: 0.85 Volume: 284 P.H.F.: 0.92 11:30 AM Volume 155 6.3% P.H.F.: 0.90 72.8% 01:00 PM Volume: 204 8.3% P.H.F.: 0.91 71.8% MECHANICAL COUNTS DAILY TRAFFIC COUNT liASTBOUND A.M. Peak Hour, Time: A.M. "IC' Factor: A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K" Factor: P.M. "D" Factor: BOTHWAY: EASTBOUND A.M. A.M. A.M. PROJECT NAME: Traffic Data Collection Notice to Proceed : LOCATION: COUNT DATE: OAK AVE PO VIRGINIA WEEK OF 3/29/04 EASTBOUND WESTBOUND BOTHWAY TIME lst % 2nd V4 3rd % 4th'/4 TOTAL TIME 1st % 2nd'/4 3rd % 4th f4 TOTAL TOTAL 12:00 AM 11 15 4 2 32 12:00 AM 4 11 5 3 23 55 01:00 AM 8 10 5 2 25 01:00 AM 5 4 5 9 • 23 48 02:00 AM 2 0 3 6 11 02:00 AM 3 4 6 6 19 30 03:00 AM 5 2 7 2 16 03:00 AM 3 3 4 3 13 29 04:00 AM 1 1 0 0 2 04:00 AM 4 0 3 2 9 11 05:00 AM 0 0 3 1 4 05:00 AM 1 4 1 2 8 12 06:00 AM 4 4 2 12 22 06:00 AM 3 4 9 11 27 49 07:00 AM 20 23 44 50 137 07:00 AM 10 8 18 16 52 189 08:00 AM 58 72 73 62 265 08:00 AM 12 13 23 25 73 338 09:00 AM 57 49 31 35 172 09:00 AM 37 15 21 23 96 268 10:00 AM 31 24 25 27 107 10:00 AM 25 25 33 28 111 218 11:00 AM 26 25 30 34 115 11:00 AM 29 32 39 50 150 265 12:00 PM 29 25 27 31 112 12:00 PM 43 47 40 34 164 276 01:00 PM 36 34 36 26 132 01:00 PM 28 46 44 53 171 303 02:00 PM 34 33 30 51 148 02:00 PM 33 51 44 52 180 328 03:00 PM 51 42 33 35 161 03:00 PM 47 53 53 63 216 377 04:00 PM 40 38 33 40 151 04:00 PM 57 53 81 93 284 435 05:00 PM 34 49 40 47 170 05:00 PM 101 85 80 90 356 526 06:00 PM 61 51 56 34 202 06:00 PM 80 77 85 57 299 501 07:00 PM 24 24 24 27 99 07:00 PM 51 45 23 27 146 245 08:00 PM 26 24 17 18 85 08:00 PM 34 27 25 22 108 193 09:00 PM 26 21 22 22 91 09:00 PM 21 23 13 18 75 166 10:00 PM 28 18 22 29 97 10:00 PM 24 16 19 18 77 174 11:00 PM 22 10 13 8 53 11:00 PM 20 15 17 8 60 113 24 Hour Total 2,409 24 Hour Total 2,740 5,149 SUMMARY 08:00 AM Volume 11.0% P.H.F.: 78.4% 05:45 PM Volume 8.9% P.H.F. : 39.3% WESTBOUND 265 A.M. Peak Hour, Time: 11:45 AM Volume: 180 0.91 A.M. "K' Factor: 6.6% P.H.F.: 0.90 A.M. "D" Factor: 61.0% 215 P.M. Peak Hour, Time: 04:30 PM Volume 360 0.88 P.M. "K" Factor: 13.1% P.H.F.: 0.89 P.M. "D" Factor: 69.8% and WESTBOUND Peak Hour, Time: 08:15 AM "K" Factor. 7.0% Hour "D" Factor: 72.9% P.M. Peak Hour, Time: P.M. "K" Factor: P.M. Hour "D" Factor: 05:45 PM 10.6% 60.7% Volume: 362 P.H.F.: 0.94 Volume: 547 P.H.F.: 0.97 MECHANICAL COUNTS PROJECT NAME: Traffic Data Collection Notice to Proceed : • TIME 12:00 AM 01:00 AM 02:00 AM 03:00 AM 04:00 AM 05:00 AM 06:00 AM 07:00 AM 08:00 AM 09:00 AM 10:00 AM 11:00 AM 12:00 PM 01:00 PM 02:00 PM 03:00 PM 04:00 PM 05:00 PM 06:00 PM 07:00 PM 08:00 PM 09:00 PM 10:00 PM 11:00 PM DAILY TRAFFIC ASTBOUND A.M. Peak Hour, Time: A.M. "K' Factor: A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K' Factor: P.M. "D" Factor: BOTHWAY: EASTBOUND A.M. A.M. A.M. LOCATION: COUNT DATE: FLORIDA AVE E/O VIRGINIA WEEK OF 3/29/04 EASTBOUND WESTBOUND BOTHWAY lst % 2nd' 3rd % 4th f TOTAL TIME lst % 2nd IA 3rd 1 4th % TOTAL. TOTAL 15 8 8 9 40 12:00 AM 11 6 7 10 34 74 11 9 9 8 37 01:00 AM 7 8 5 6 26 63 6 1 4 4 15 02:00 AM 5 4 7 2 18 33 8 9 20 11 48 03:00 AM 15 14 12 10 51 99 0 8 1 2 11 04:00 AM 9 8 6 4 27 38 0 10 5 4 19 05:00 AM 5 2 3 2 12 31 5 10 16 17 48 06:00 AM 6 11 12 15 44 92 8 11 11 14 44 07:00 AM 10 9 8 14 41 85 25 21 15 19 80 08:00 AM 24 25 23 15 87 167 30 11 27 20 88 09:00 AM 18 16 18 24 76 164 24 7 26 29 86 10:00 AM 25 23 35 35 118 204 15 12 19 21 67 11:00 AM 28 24 28 27 107 ' 174 37 31 25 25 118 12:00 PM 24 26 23 35 108 226 34 45 23 30 132 01:00 PM 45 42 42 35 164 296 33 41 29 24 127 02:00 PM 36 26 35 35 132 259 20 10 22 26 78 03:00 PM 25 24 15 18 82 160 24 30 22 29 105 04:00 PM 11 18 27 33 89 194 29 31 62 33 155 05:00 PM 22 25 19 22 88 243 29 62 57 45 193 06:00 PM 28 16 20 20 84 277 45 54 40 40 179 07:00 PM 21 17 25 25 88 267 45 26 35 25 131 08:00 PM 20 16 10 13 59 190 53 22 28 48 151 09:00 PM 24 20 23 7 74 225 37 9 20 22 88 10:00 PM 13 10 16 13 52 140 22 22 16 22 82 11:00 PM 8 12 18 9 47 129 24 Hour Total 2,122 24 Hour Total 1,708 3,830 COUNT SUMMARY WESTBOUND 11:45 AM Volume 114 A.M. Peak Hour, Time: 10:30 AM Volume: 122 5.4% P.H.F.: 0.77 A.M. "K' Factor: 7.1% P.H.F.: 0.87 53.3% A.M. "D" Factor: 59.8% 06:15 PM Volume 209 P.M. Peak Hour, Time: 12:45 PM Volume: 164 9.8% P.H.F.: 0.84 P.M. "K' Factor: 9.6% P.H.F.: 0.91 73.1 % P.M. "D" Factor: 56.4% and WESTBOUND Peak Hour, Time: 11:45 AM "K" Factor: 5.6% Hour "D" Factor: 53.3% P.M. Peak Hour, Time: P.M. "K" Factor: P.M. Hour "D" Factor: 01:00 PM 7.7% 55.4% Volume: 214 P.H.F.: 0.88 Volume: 296 P.H.F.: 0.85 ZAW DATA /IRGINIA STREET & OAK AVENUE (IRGINIA STREET & OAK AVENUE RARY STREET & GRAND AVENUE VARY STREET & GRAND AVENUE VARY STREET & OAK AVENUE TEARY STREET & OAK AVENUE /IRGINIA STREET & FLORIDA AVENUE /IRGINIA STREET & FLORIDA AVENUE /IRGINIA STREET & GRAND AVENUE /IRGINIA STREET & GRAND AVENUE =DOT SEASONAL FACTOR NB EB SB WB LT T RT LT T RT LT T RT LT T RT 1 25 9 12 348 40 18 57 7 33 82 5 AM 22 30 14 21 87 30 15 63 13 101 344 10 PM 57 77 0 398 0 37 0 42 172 0 0 0 AM 130 69 0 257 0 50 1 59 193 0 0 0 PM 17 37 324 29 275 21 24 53 8 228 128 5 AM 50 78 260 45 87 23 10 37 13 212 287 14 PM 3 9 4 4 17 1 15 42 9 15 13 7 AM 7 18 17 21 22 17 20 101 27 54 20 31 PM 0 0 0 0 463 0 0 0 89 0 205 13 AM 0 0 0 0 332 1 0 0 162 0 333 32 PM 0.99 kADT ADJUSTED DATA NB EB SB WB LT T RT LT T RT LT T RT LT T RT /IRGINIA STREET & OAK AVENUE 1 25 9 12 345 40 18 56 7 33 81 5 AM (IRGINIA STREET & OAK AVENUE 22 30 14 21 86 30 15 62 13 100 341 10 PM DIARY STREET & GRAND AVENUE 56 76 0 394 0 37 0 42 170 0 0 0 AM AARY STREET & GRAND AVENUE 129 68 0 254 0 50 1 58 191 0 0 0 PM AARY STREET & OAK AVENUE 17 37 321 29 272 21 24 52 8 226 127 5 AM DIARY STREET & OAK AVENUE 50 77 257 45 86 23 10 37 13 210 284 14 PM /IRGINIA STREET & FLORIDA AVENUE 3 9 4 4 17 1 15 42 9 15 13 7 AM /IRGINIA STREET & FLORIDA AVENUE 7 18 17 21 22 17 20 100 27 53 20 31 PM /IRGINIA STREET & GRAND AVENUE 0 0 0 0 458 0 0 0 88 0 203 13 AM /IRGINIA STREET & GRAND AVENUE 0 0 0 0 329 1 0 0 160 0 330 32 PM • • • DOT PEAK SEASONAL FACTOR 1.022 EAK SEASON ADJUSTED DATA NB EB SB WB LT T RT LT T RT LT T RT LT T RT IRGINIA STREET & OAK AVENUE 1 25 9 12 352 40 18 58 7 33 83 5 AM 'IRGINIA STREET & OAK AVENUE 22 30 14 21 88 30 15 64 13 102 348 10 PM IARY STREET & GRAND AVENUE 58 78 0 403 0 37 0 42 174 0 0 0 AM IARY STREET & GRAND AVENUE 132 70 0 260 0 51 1 60 195 0 0 0 PM IARY STREET & OAK AVENUE 17 37 328 29 278 21 24 54 8 231 130 5 AM IARY STREET & OAK AVENUE 51 79 263 46 88 23 10 37 13 214 290 14 PM 'IRGINIA STREET & FLORIDA AVENUE 3 9 4 4 17 1 15 42 9 15 13 7 AM 'IRGINIA STREET & FLORIDA AVENUE 7 18 17 21 22 17 20 102 27 55 20 31 PM 'IRGINIA STREET & GRAND AVENUE 0 0 0 0 468 0 0 0 90 0 207 13 AM 'IRGINIA STREET & GRAND AVENUE 0 0 0 0 336 1 0 0 164 0 337 32 PM 'HF (IRGINIA STREET & OAK AVENUE 'IRGINIA STREET & OAK AVENUE IARY STREET & GRAND AVENUE /IARY STREET & GRAND AVENUE (IARY STREET & OAK AVENUE (IARY STREET & OAK AVENUE (IRGINIA STREET & FLORIDA AVENUE /IRGINIA STREET & FLORIDA AVENUE /IRGINIA STREET & GRAND AVENUE /IRGINIA STREET & GRAND AVENUE NB EB SB WB LT T RT LT T RT LT T RT LT T RT 0.25 0.78 0.56 0.60 0.95 0.83 0.64 0.71 0.44 0.82 0.89 0.62 AM 0.79 0.83 0.44 0.75 0.87 0,83 0.62 0.93 0.46 0.87 0.93 0.50 PM 0.84 0.64 ERR 0.92 ERR 0.77 ERR 0.66 0.91 ERR ERR ERR AM 0.83 0.91 ERR 0.82 ERR 0.62 0.25 0.82 0.85 ERR ERR ERR PM 0.61 0.66 0.79 0.66 0.70 0.75 0.86 0.83 0.67 0.86 0.74 0.42 AM 0.83 0.75 0.89 0.62 0.81 0.72 0.62 0.77 0.65 0.88 0.92 0.50 PM 0.75 0.45 0.33 0.50 0.71 0.25 0.62 0.81 0.75 0.75 0.46 0.58 AM 0.88 0.64 0.71 0.75 0.79 0.85 0.56 0.94 0.84 0.84 0.56 0.78 PM ERR ERR ERR ERR 0.80 ERR ERR ERR 0.74 ERR 0.97 0.65 AM ERR ERR ERR ERR 0.90 0.25 ERR ERR 0.92 ERR 0.89 0.57 PM • • EXISTING AADT NB EB SB WB LT T RT LT T RT LT T RT LT T RT VIRGINIA STREET & OAK AVENUE 1 25 9 12 345 . 40 18 56 7 33 81 5 AM VIRGINIA STREET & OAK AVENUE 22 30 14 21 86 30 15 62 13 100 341 10 PM MARY STREET & GRAND AVENUE 56 76 0 394 0 37 0 42 170 0 0 0 AM MARY STREET & GRAND AVENUE 129 68 0 254 0 50 1 58 191 0 0 0 PM MARY STREET & OAK AVENUE 17 37 321 29 272 21 24 52 8 226 127 5 AM MARY STREET & OAK AVENUE 50 77 257 45 86 23 10 37 13 210 284 14 PM VIRGINIA STREET & FLORIDA AVENUE 3 9 4 4 17 1 15 42 9 15 13 7 AM VIRGINIA STREET & FLORIDA AVENUE 7 18 17 21 22 17 20 100 27 53 20 31 PM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 458 0 0 0 88 0 203 13 AM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 329 1 0 0 160 0 330 32 PM GROWTH FACTOR 1.04 FUTURE BACKGROUND AADT NB EB SB WB LT T RT LT T RT LT T RT LT T RT VIRGINIA STREET & OAK AVENUE 1 26 9 12 358 41 19 59 7 34 84 5 AM VIRGINIA STREET & OAK AVENUE 23 31 14 22 90 31 15 65 13 104 354 10 PM MARY STREET & GRAND AVENUE 59 79 0 410 0 38 0 43 177 0 0 0 AM MARY STREET & GRAND AVENUE 134 71 0 265 0 51 1 61 199 0 0 0 PM MARY STREET & OAK AVENUE 18 38 334 30 283 22 25 55 8 235 132 5 AM MARY STREET & OAK AVENUE 51 80 268 46 90 24 10 38 13 218 296 14 PM VIRGINIA STREET & FLORIDA AVENUE 3 9 4 4 18 1 15 43 9 15 13 7 AM VIRGINIA STREET & FLORIDA AVENUE 7 19 18 22 23 18 21 104 28 56 21 32 PM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 477 0 0 0 92 0 211 13 AM VIRGINIA STREET & FLORIDA AVENUE 0 0 0 0 342 1 0 0 167 0 343 33 PM • • COMMITTED DEVELOPMENT TRAFFIC NB EB SB WB LT T RT LT T RT LT T RT LT T RT VIRGINIA STREET & OAK AVENUE 0 0 0 0 0 0 0 3 0 7 0 0 AM VIRGINIA STREET & OAK AVENUE 0 0 0 0 0 0 0 1 0 11 0 0 PM MARY STREET & GRAND AVENUE 0 0 0 7 0 0 0 0 0 0 0 0 AM MARY STREET & GRAND AVENUE 0 0 0 8 0 0 0 0 0 0 0 0 PM MARY STREET & OAK AVENUE 0 0 7 0 0 0 0 0 0 0 7 0 AM MARY STREET & OAK AVENUE 0 0 8 0 0 0 0 0 0 0 11 0 PM VIRGINIA STREET & FLORIDA AVENUE 0 0 0 0 0 0 0 10 0 0 0 0 AM VIRGINIA STREET & FLORIDA AVENUE 0 0 0 0 0 0 0 12 0 0 0 0 PM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 0 0 0 0 10 0 0 0 AM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 0 0 0 0 12 0 0 0 PM FUTURE WITHOUT PROJECT NB EB SB WB LT T RT LT T RT LT T RT LT T RT VIRGINIA STREET & OAK AVENUE 1 28 9 12 358 41 19 62 7 41 84 5 AM VIRGINIA STREET & OAK AVENUE 23 31 14 22 90 31 15 66 13 115 354 10 PM MARY STREET & GRAND AVENUE 59 79 0 417 0 38 0 43 177 0 0 0 AM MARY STREET & GRAND AVENUE 134 71 0 273 0 51 1 61 199 0 0 0 PM MARY STREET & OAK AVENUE 18 38 341 30 283 22 25 55 8 235 139 5 AM MARY STREET & OAK AVENUE 51 80 276 46 90 24 10 38 13 218 307 14 PM VIRGINIA STREET & FLORIDA AVENUE 3 9 4 4 18 1 15 53 9 15 13 7 AM VIRGINIA STREET & FLORIDA AVENUE 7 19 18 22 23 18 21 116 28 56 21 32 PM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 477 0 0 0 102 0 211 13 AM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 342 1 0 0 179 0 343 33 PM • PROJECT TRAFFIC NB EB SB WB LT T RT LT T RT LT T RT LT T RT VIRGINIA STREET & OAK AVENUE 8 8 9 0 0 3 0 3 0 3 0 0 AM VIRGINIA STREET & OAK AVENUE 6 7 7 0 0 20 0 13 0 14 0 0 PM MARY STREET & GRAND AVENUE 0 0 0 2 0 0 0 1 0 0 0 0 AM MARY STREET & GRAND AVENUE 0 2 0 10 0 0 0 1 0 0 0 0 PM MARY STREET & OAK AVENUE 0 0 0 0 3 0 0 0 0 0 9 0 AM MARY STREET & OAK AVENUE 0 0 0 0 7 0 0 0 0 0 14 0 PM VIRGINIA STREET & FLORIDA AVENUE 0 0 0 0 0 0 1 10 0 0 0 2 AM VIRGINIA STREET & FLORIDA AVENUE 0 0 0 0 0 0 1 9 0 0 0 12 PM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 0 0 0 0 10 0 0 0 AM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 0 0 0 0 9 0 0 0 PM FUTURE WITH PROJECT NB EB SB WB LT T RT LT T RT LT T RT LT T RT VIRGINIA STREET & OAK AVENUE 9 34 18 12 358 44 19 65 7 44 84 5 AM VIRGINIA STREET & OAK AVENUE 29 38 21 22 90 51 15 79 13 129 354 10 PM MARY STREET & GRAND AVENUE 59 79 0 419 0 38 0 44 177 0 0 0 AM MARY STREET & GRAND AVENUE 134 73 0 283 0 51 1 62 199 0 0 0 PM MARY STREET & OAK AVENUE 18 38 341 30 286 22 25 55 8 235 148 5 AM MARY STREET & OAK AVENUE 51 80 276 46 97 24 10 38 13 218 321 14 PM VIRGINIA STREET & FLORIDA AVENUE 3 9 4 4 18 1 16 63 9 15 13 9 AM VIRGINIA STREET & FLORIDA AVENUE 7 19 18 22 23 18 22 125 28 56 21 44 PM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 477 0 0 0 112 0 211 13 AM VIRGINIA STREET & GRAND AVENUE 0 0 0 0 342 1 0 0 188 0 343 33 PM • INTERSECT OLUMES • VIRGINIA STREET & OAK AVENUE 15 MINUTE HOURLY 04/20104 SB WB NE EB NB+SB EB+WB TOTAL NB+SB EB+WB TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL 07:09 AM 0 2 5 2 9 0 2 12 2 16 0 0 3 0 3 0 3 34 1 38 12 54 66 07:24 AM 0 2 5 2 9 0 2 15 2 19 0 0 3 0 3 0 3 42 1 46 12 65 77 07:39 AM 0 3 14 1 18 0 3 38 6 45 0 2 2 2 6 0 2 58 2 62 24 107 131 07:54 AM 0 2 8 2 12 0 4 19 5 28 0 1 6 0 7 0 5 58 0 63 19 91 110 67 317 354 08:09 AM 0 0 6 4 10 0 1 17 9 27 0 4 7 1 12 0 12 77 1 90 22 117 139 77 380 457 08:24 AM 0 3 20 2 28 0 2 22 10 34 0 1 6 0 7 0 10 89 5 104 32 138 170 97 453 550 08:39 AM 0 0 14 5 19 0 0 23 8 29 0 4 8 0 12 0 8 92 4 104 31 133 164 104 479 583 08:54 AM 0 4 17 7 28 0 2 20 8 30 0 0 4 0 4 0 10 90 2 102 32 132 164 117 520 637 TOTALS 0 16 89 25 130 0 16 164 48 228 0 12 39 3 54 0 53 540 16 609 PK HR 0 7 57 18 82 0 5 82 33 120 0 9 25 1 35 0 40 348 12 400 117 520 837 PERCENT 9% 70% 2256 100% 4% 88% 28% 100% 26% 71% 3% 100% 10% 67% 3% 100% PHF 0.44 0.71 0.84 0.73 0.63 0.89 0.83 0.88 0.56 0,76 0,25 0.73 0.83 0.95 0.60 0.98 VIRGINIA STREET 8 OAK AVENUE 15 MINUTE HOURLY 04120/04 SB WB NB EB NB+SB EB+WB TOTAL NB+SB EB+WB TOTAL PEDS RT T LT TOTAL PEPS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL 03:35 PM 0 4 15 8 25 0 7 70 18 95 0 4 8 7 19 0 12 22 4 38 44 133 177 03:50 PM 0 2 18 1 19 0 4 59 21 84 0 7 7 1 15 0 9 17 2 28 34 112 146 04:05 PM 0 7 15 6 28 0 5 92 26 123 0 1 9 6 16 0 8 20 7 35 44 158 202 04:20 PM 0 4 15 4 23 0 1 90 19 110 0 2 7 4 13 0 9 23 2 34 36 144 180 158 547 705 04:35 PM 0 0 16 2 18 0 2 83 29 114 0 3 5 7 15 0 4 19 5 28 33 142 175 147 556 703 04:50 PM 0 2 17 3 22 0 2 79 27 108 0 8 9 5 22 0 9 25 7 41 44 149 193 157 593 750 05:05 PM 0 1 15 8 22 0 7 92 12 111 0 6 10 7 23 0 7 29 4 40 45 151 196 158 586 744 05:20 PM 0 3 15 4 22 0 8 65 22 95 0 2 13 2 17 0 7 26 6 39 39 134 173 161 576 737 TOTALS 0 23 124 32 179 0 36 630 174 840 0 33 68 39 140 0 65 181 37 283 319 1123 1442 PK HR 0 13 63 15 91 0 10 344 101 455 0 14 30 22 66 0 30 87 21 138 157 593 750 PERCENT 14% 69% 1656 100% 2% 76% 22% 100% 21% 45% 33% 100% 22% 63% 15% 100% PHF 0.46 0.93 0.83 0.81 0-50 0.93 0.87 0.92 0.44 0.83 0.79 0.75 0.83 0.87 0.75 0.84 MARY STREET & GRAND AVENUE 15 MINUTE HOURLY 04/21/04 SB WE NB EB NB+SB EB+WB TOTAL NB+SB EB+WB TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL 07:00 AM 0 46 4 0 50 0 0 0 0 0 0 0 8 9 17 0 5 0 81 66 87 66 133 07:15 AM 0 64 7 0 71 0 0 0 0 0 0 0 15 12 27 0 12 0 73 85 98 85 153 07:30 AM 0 60 9 0 69 0 0 0 0 0 0 0 9 24 33 0 7 0 75 82 102 82 184 07:45 AM 0 65 14 0 79 0 0 0 0 0 0 0 7 13 20 0 21 0 73 94 99 94 193 368 327 693 08:00 AM 0 47 12 0 59 0 0 0 0 0 0 0 16 13 29 0 11 0 89 100 88 100 188 387 361 748 08:15 AM 0 42 8 0 50 0 0 0 0 0 0 0 16 17 33 0 6 0 96 102 83 102 185 372 378 750 08:30 AM 0 43 6 0 49 0 0 0 0 0 0 0 15 17 32 0 12 0 108 120 81 120 201 351 416 787 08:45 AM 0 40 16 0 56 0 0 0 0 0 0 0 30 10 40 1 8 0 105 113 96 113 209 348 435 783 TOTALS 0 407 76 0 483 0 0 0 0 0 0 0 116 115 231 1 82 0 680 762 714 762 1478 PK HR 0 172 42 0 214 0 0 0 0 0 0 0 77 57 134 1 37 0 398 435 348 435 783 PERCENT 80% 20% 0% 100% ERR ERR ERR ERR 0% 57% 43% 10056 9% 0% 91% 100% PHF 0.91 0.66 ERR 0.91 ERR ERR ERR ERR ERR 0.64 0.84 0,84 0.77 ERR 0,92 0.91 MARY STREET & GRAND AVENUE 15 MINUTE HOURLY 04/21/04 SB WE NB EB NB+SB EB+WB TOTAL NB+SB EB+WB TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL 04:00 PM 0 39 13 1 53 0 0 0 0 0 0 0 19 39 58 0 13 0 7$ 91 111 91 202 04;15 PM 0 47 18 0 65 0 0 0 0 0 0 0 18 33 51 0 12 0 69 81 116 81 197 04:30 PM 0 57 14 0 71 0 0 0 0 0 0 0 15 27 42 0 20 0 63 83 113 63 196 04:45 PM 0 50 14 0 64 0 0 0 0 0 0 0 17 31 48 0 5 0 47 62 112 52 164 452 307 759 05:00 PM 0 37 20 0 57 0 0 0 0 0 0 0 17 41 58 0 7 0 38 45 115 45 180 456 261 717 05:15 PM 0 30 11 0 41 0 0 0 0 0 0 0 10 23 33 0 13 0 20 33 74 33 107 414 213 627 05:30 PM 0 47 8 0 55 0 0 0 0 0 0 0 18 30 48 0 11 0 34 45 103 45 148 404 175 579 05:45 PM 0 44 8 0 52 0 0 0 0 0 0 0 17 34 51 0 15 0 38 53 103 53 156 395 176 671 TOTALS 0 351 106 1 458 0 0 0 0 0 0 0 131 258 389 0 96 0 387 483 847 483 1330 PK HR 0 193 59 1 253 0 0 0 0 0 0 0 69 130 199 0 50 0 257 307 462 307 759 PERCENT 78% ,23% 0% 100% ERR ERR ERR ERR 0% 35% 65% 100% 18% 06 84% 100% PHF 0.85 0.82 0.25 0.89 ERR . ERR ERR ERR ERR 0.91 0.83 0,86 0.83 ERR 0,82 0.84 LOFTS AT MAYFAIR TRAFFIC IMPACT ANALYSIS PAGE 1 • OfINTERSECT OLUMES • MARY STREET & OAK AVENUE 15 MINUTE HOURLY 04/21/04 SB WB NB EB NB+SB Ee+WB TOTAL NB+SB EB+WB TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL 07:00 AM 0 1 7 4 12 0 0 14 48 62 0 56 2 2 60 0 2 21 3 26 72 88 160 07:1 5 AM 0 1 4 3 8 0 1 30 63 94 0 71 7 2 80 0 3 55 6 66 88 160 248 07:30 AM 0 2 9 5 16 0 1 43 66 110 0 81 6 3 90 0 3 51 2 58 106 166 272 07:45 AM 0 3 16 5 24 0 0 27 58 85 0 66 3 3 72 0 7 52 11 70 96 155 251 362 569 931 08:00 AM 0 2 15 7 24 0 3 31 57 91 0 75 14 4 93 0 5 74 8 87 117 178 295 407 659 1086 08:15 AM 0 1 13 7 21 0 1 27 47 75 0 102 14 7 123 0 6 98 8 112 144 187 331 463 686 1149 08:30 AM 0 1 10 5 16 0 3 20 63 86 0 92 7 7 106 0 9 71 10 90 122 176 298 479 896 1175 08:45 AM 0 2 14 2 18 0 2 34 55 91 0 80 14 4 98 0 7 65 9 81 116 172 288 499 713 1212 TOTALS 0 13 88 36 139 0 11 226 457 694 0 623 67 32 722 0 42 487 59 588 861 1282 2143 PK HR 0 8 53 24 65 0 5 128 228 361 0 324 37 17 378 0 21 275 29 325 483 686 1149 PERCENT 9% 62% 28% 100% 1% 35% 63% 100% 86% 10% 4% 100% 8% 85% 9% 100% PHF 0.67 0.83 0.86 0.89 0.42 0.74 0.86 0.82 0.79 0.66 0.61 0.77 0.75 0.70 0,66 0.73 MARY STREET & OAK AVENUE 15 MINUTE HOURLY 04/21/04 99 WB NB EB NB+SB EB+WB TOTAL NB+SB EB+WE TOTAL PEDS RT T L7 TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT 7 LT TOTAL 04:00 PM 0 4 12 2 18 0 7 67 37 111 0 73 13 13 99 0 7 14 3 24 117 135 252 04:15 PM 0 2 7 2 11 0 5 64 56 125 0 89 18 11 98 0 4 22 12 38 109 163 272 04:30 PM 0 5 8 2 15 0 1 78 59 138 0 62 21 15 98 0 4 24 18 46 113 184 297 04:45 PM 0 2 10 4 16 0 1 78 60 139 0 56 26 11 93 0 8 27 12 47 109 186 295 448 688 1116 05:00 PM 0 6 13 5 24 1 6 86 55 147 0 58 16 6 80 0 4 24 31 59 104 206 310 435 739 1174 05:15 PM 0 3 3 2 8 0 5 89 41 135 0 44 16 11 71 0 5 25 18 48 79 183 262 405 759 1164 05:30 PM 0 7 11 5 23 0 7 85 72 164 0 45 21 8 74 0 13 26 25 64 97 228 325 389 803 1192 05:45 PM 0 6 7 2 15 0 8 80 56 144 0 49 19 13 81 0 4 38 21 61 96 205 301 376 822 1198 TOTALS 0 35 71 24 130 1 40 627 436 1103 0 456 150 88 894 0 49 196 140 387 824 1480 2314 PK HR 0 13 37 10 60 0 14 287 212 513 0 260 78 50 388 0 23 87 45 155 448 668 1116 PERCENT 22% 62% 17% 100% 39i, 56% 41% 100% 67% 20% 13% 10D% 15% 56% 29% 100% PHF 0.65 0.77 0.63 0.83 0.50 0.92 0.88 0.92 0,89 0,75 0.83 0-98 0.72 0.81 0.63 0.82 VIRGINIA STREET & FLORIDA AVENUE 15 MINUTE HOURLY 04/22/04 SB WB NB EB NB+SB EB+WB TOTAL NB+SB EB+WB TOTAL PEDS RT T LT TOTAL PEDS RT 7 LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL 04:00 PM 0 3 6 6 17 0 3 2 4 9 0 1 1 1 3 0 1 1 2 4 20 13 33 0415 PM 0 1 9 2 12 0 2 3 4 9 0 0 2 1 3 0 0 4 1 5 15 14 29 04:30 PM 0 2 12 3 17 0 2 1 5 8 0 3 1 1 5 0 0 6 0 6 22 14 36 04:45 PM 0 3 13 4 20 0 0 7 2 9 0 0 5 0 5 0 0 6 1 7 25 16 41 82 57 139 05:00 PM 0 6 9 1 16 0 4 4 6 14 0 3 5 2 10 0 0 5 1 6 26 20 46 88 64 152 05:15 PM 0 2 25 7 34 0 5 2 4 11 0 1 4 0 5 0 0 5 0 5 39 16 55 112 68 178 05:30 PM 0 6 20 4 30 0 3 5 6 14 0 6 5 0 11 0 0 8 0 8 41 22 63 131 74 205 05:45 PM 0 8 13 15 36 0 5 2 4 11 0 1 5 1 7 0 1 1 0 2 43 13 56 149 71 220 TOTALS 0 31 109 42 182 0 24 26 35 85 0 15 28 6 49 0 2 36 5 43 231 128 359 PK HR 0 9 42 15 66 0 7 13 15 35 0 4 9 3 16 0 1 17 4 22 82 57 139 PERCENT 14% 64% 23% 100% 20% 37% 43% 100% 25% 56% 19% 100% 5% 77% 18% 100% PHF 0.75 0.81 0.63 0.83 0.58 0.46 0.75 0.97 0.33 0.45 0.75 0.80 0.25 0.71 0.50 0.79 VIRGINIA STREET & FLORIDA AVENUE 15 MINUTE HOURLY 04/22/04 SB WE NB 6B NB+SB EB+WB TOTAL NE+SB E6+WB TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL 04:00 PM 0 6 27 4 37 0 8 5 12 25 0 6 7 1 14 0 5 4 7 16 51 41 92 04:15 PM 0 8 27 6 41 0 10 4 11 25 0 3 3 2 8 0 5 6 4 15 49 40 88 04:30 PM 0 5 26 9 40 0 8 9 15 32 0 4 4 2 10 0 4 7 5 16 50 • 48 98 04.45 PM 0 6 21 1 30 0 5 2 16 23 0 4 4 2 10 0 3 5 5 13 40 38 76 190 165 355 05:00 PM 0 8 28 6 42 0 11 3 12 26 0 4 9 3 18 0 4 5 7 16 58 42 100 197 166 363 05:15 PM 0 6 30 8 44 0 12 3 11 26 0 2 3 2 7 0 4 4 3 11 51 37 88 199 163 362 05:30 PM 0 5 26 9 40 2 4 7 9 20 0 4 8 5 17 0 3 7 9 19 57 39 96 206 154 360 05745 PM 0 6 21 5 32 2 5 6 9 20 0 1 3 2 6 0 1 4 5 10 38 30 68 204 148 352 TOTALS 0 52 206 48 306 4 63 39 95 197 0 28 41 19 88 0 29 42 45 116 384 313 707 PK HR 0 27 101 20 148 0 31 20 54 105 0 17 18 7 42 0 17 22 21 60 190 165 355 PERCENT 18% 68% 14% 100% 30% 19% 51% 100% 40% 43% 17% 100% 26% 37% 35% 100% PHF 0.84 0.94 0.56 0,90 0.78 0.56 0.84 0.82 0,71 0.64 0.88 0.75 0.85 0.79 0.75 0.94 LOFTS AT MAYFAIR TRAFFIC IMPACT ANALYSIS PAGE 2 INTERSECT MIMES Ott • VIRGINIA STREET & GRAND AVENUE 15 MINUTE HOURLY 04/22104 SB WB NB EB NB+SB EB+WB TOTAL, NB+SB EB+WB TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LTTOTAL PEDS RT T LT TOTAL 07:00 AM 0 12 0 0 12 0 1 32 0 33 0 0 0 0 0 0 0 60 0 60 12 93 105 07:15 AM 0 15 0 0 15 0 2 59 0 61 0 0 0 0 0 0 0 75 0 75 15 136 151 07:30 AM 0 18 0 0 16 0 3 65 0 88 0 0 0 0 0 0 0 90 0 90 18 158 176 07:45 AM 0 15 0 0 15 0 3 53 0 56 0 0 0 0 0 0 0 95 0 95 15 151 166 60 538 598 08:00 AM 0 14 0 0 14 0 2 51 0 53 0 0 0 0 0 0 0 86 0 88 14 139 153 62 584 646 08:15 AM 0 30 0 0 30 0 4 53 0 57 0 0 0 0 0 0 0 105 0 106 30 163 193 77 611 688 08:30 AM 0 27 0 0 27 0 5 49 0 54 0 0 0 0 0 0 0 126 0 128 27 180 207 86 633 719 08:45 AM 0 18 0 0 18 0 2 52 0 54 0 0 0 0 0 0 0 145 0 145 18 199 217 89 681 770 TOTALS 0 149 0 0 149 0 22 414 0 436 0 0 0 0 0 0 0 783 0 783 149 1219 1368 PK HR 0 89 0 0 89 0 13 205 0 218 0 0 0 0 0 0 0 463 0 483 89 681 770 PERCENT 100% 0% 0% 100% 6% 94% 0% 100% ERR ERR ERR ERR 0% 100% 0% 100% PHF 0.74 ERR ERR 0.74 0.65 0.97 ERR 0.96 ERR ERR ERR ERR ERR 0.80 ERR 0,80 VIRGINIA STREET & GRAND AVENUE 15 MINUTE HOURLY 04/22/04 SB WB NB EB NB+SB EB+WB TOTAL NB+SB EB+WB TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL PEDS RT T LT TOTAL 04:00 PM 0 44 0 0 44 0 14 77 0 91 0 0 0 0 0 0 0 92 0 92 44 183 227 04:15 PM 0 39 0 0 39 0 4 76 0 80 0 0 0 0 0 0 1 90 0 91 39 171 210 04:30 PIN 0 42 0 0 42 0 6 94 0 102 0 0 0 0 0 0 0 77 0 77 42 179 221 04:45 PM 0 37 0 0 37 0 6 86 0 92 0 0 0 0 0 0 0 73 0 73 37 165 202 162 695 860 05:00 PM 0 39 0 0 39 0 13 88 0 101 0 0 0 0 0 0 0 73 0 73 39 174 213 157 689 848 05:15 PM 0 39 0 0 39 0 6 82 0 88 0 0 0 0 0 0 0 89 0 69 39 157 196 157 675 832 05:30 PM 0 32 0 0 32 0 14 84 0 98 0 0 0 0 0 0 0 63 0 63 32 161 193 147 657 804 05:45 PM 0 32 0 0 32 0 11 70 0 61 0 0 0 0 0 0 0 48 0 46 32 129 161 142 621 763 TOTALS 0 304 0 0 304 0 76 657 0 733 ❑ 0 0 0 0 0 1 585 0 586 304 1319 1625 PK HR 0 162 0 0 182 0 32 333 0 365 0 0 0 0 0 0 1 332 0 333 162 698 860 PERCENT 10086 0% 0% 100% 9% 91% 0% 100% ERR ERR ERR ERR 0°.% 100% 0% 100% PHF 0.92 ERR ERR 0.92 0.57 0,89 ERR 0.89 ERR ERR ERR ERR 0.25 0,90 ERR 0.90 LOFTS AT MAYFAIR TRAFFIC IMPACT ANALYSIS PAGE 3 • [NTERSECTODUMES • VIRGINIA STREET & OAK AVENUE COMMITTED DEVELOPMENT TRAFFIC AM PEAK HR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ROYAL BAY ESTATES 0 0 0 0 0 0 0 SILVER BLUFF HARBOR 0 0 0 0 0 0 0 VILLAGGIO 0 3 3 3 0 0 0 3 GROVE GARDEN 0 0 0 0 4 4 4 4 GROVENOR 0 0 0 0 3 3 3 3 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 3 0 3 3 0 0 0 0 7 0 0 7 7 10 VIRGINIA STREET & OAK AVENUE COMMITTED DEVELOPMENT TRAFFIC PM PEAK HR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ROYAL .BAY ESTATES 0 0 0 0 0 0 0 SILVER BLUFF HARBOR 0 0 0 0 0 0 0 VILLAGGIO 0 1 1 1 0 0 0 1 GROVE GARDEN 0 0 0 0 9 9 9 9 GROVENOR 0 0 0 0 2 2 2 2 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 1 0 1 1 0 0 0 0 11 0 0 11 11 12 LOFTS AT MAYFAIR TRAFFIC IMPACT ANALYSIS PAGE 1 • INTERSECTI OLUMES • MARY STREET & GRAND AVENUE COMMITTED DEVELOPMENT TRAFFIC AM PEAK HR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ROYAL BAY ESTATES 0 0 0 0 0 0 0 SILVER BLUFF HARBOR 0 0 0 0 0 0 0 VILLAGGIO 0 0 0 0 0 0 0 GROVE GARDEN 0 0 0 6 6 0 6 6 GROVENOR 0 0 0 1 I 0 1 1 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 7 7 MARY STREET & GRAND AVENUE COMMITTED DEVELOPMENT TRAFFIC PMPEAKHR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ROYAL BAY ESTATES 0 0 0 0 0 0 0 SILVER BLUFF HARBOR 0 0 0 0 0 0 0 VILLAGGIO 0 0 0 0 0 0 0 GROVE GARDEN 0 0 0 5 5 0 5 5 GROVENOR 0 0 0 3 3 0 3 3 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 8 8 LOFTS AT MAYFAIR TRAFFIC IMPACT ANALYSIS PAGE 2 • INTERSECTOOLUMES • MARY STREET & OAK AVENUE COMMITTED DEVELOPMENT TRAFFIC AM PEAK HR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ROYAL BAY ESTATES 0 0 0 0 0 0 0 SILVER BLUFF HARBOR 0 0 0 0 0 0 0 VILLAGGIO 0 0 0 0 0 0 0 GROVE GARDEN 6 6 0 6 0 4 4 4 10 GROVENOR 1 1 0 1 0 3 3 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 TOTAL 0 0 7 7 0 0 0 0 7 0 0 0 0 0 7 0 7 7 14 MARY STREET & OAK AVENUE COMMITTED DEVELOPMENT TRAFFIC PM PEAK FIR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ROYAL BAY ESTATES 0 0 0 0 0 0 0 SILVER BLUFF HARBOR 0 0 0 0 0 0 0 VILLAGGIO 0 0 0 0 0 0 0 GROVE GARDEN 5 5 0 5 0 9 9 9 14 GROVENOR 3 3 0 3 0 2 2 2 5 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 8 8 0 0 0 0 8 0 0 0 0 0 11 0 11 11 19 LOFTS AT MAYFAIR TRAFFIC IMPACT ANALYSIS PAGE 3 INTERSECTVOLUMES • VIRGINIA STREET & FLORIDA AVENUE COMMITTED DEVELOPMENT TRAFFIC AM PEAK HR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ROYAL BAY ESTATES 0 0 0 0 0 0 0 SILVER BLUFF HARBOR 0 0 0 0 0 0 0 VILLAGGIO GROVE GARDEN 0 4 3 3 0 0 0 3 GROVENOR 0 3 3 3 0 0 0 3 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 10 0 10 I0 0 0 0 0 0 0 0 0 0 10 VIRGINIA STREET & FLORIDA AVENUE COMMITTED DEVELOPMENT TRAFFIC PM PEAK HR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ROYAL BAY ESTATES 0 0 0 0 0 0 0 SILVER BLUFF HARBOR 0 0 0 0 0 0 0 VILLAGGIO 0 1 1 1 0 0 0 1 GROVE GARDEN 0 9 9 9 0 0 0 9 GROVENOR 0 2 2 2 0 0 0 2 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 12 0 12 12 0 0 0 0 0 0 0 0 0 12 LOFTS AT MAYFAIR TRAFFIC IMPACT ANALYSIS PAGE 4 INTERSECTIVOLUMES • • VIRGINIA STREET & GRAND AVENUE COMMITTED DEVELOPMENT TRAFFIC AM PEAK HR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ROYAL BAY ESTATES 0 0 0 0 0 0 0 SILVER BLUFF HARBOR 0 0 0 0 0 0 0 VILLAGGIO 0 3 3 3 0 0 0 3 GROVE GARDEN 0 4 4 4 0 0 0 4 GROVENOR 0 3 3 3 0 0 0 3 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 10 10 10 0 0 0 0 0 0 0 0 0 10 VIRGINIA STREET & GRAND AVENUE COMMITTED DEVELOPMENT TRAFFIC PM PEAK HR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ROYAL BAY ESTATES 0 0 0 0 0 0 0 SILVER BLUFF HARBOR 0 0 0 0 0 0 0 VILLAGGIO 0 1 1 1 0 0 0 1 GROVE GARDEN 0 9 9 9 0 0 0 9 GROVENOR 0 2 2 2 0 0 0 2 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 12 12 12 0 0 0 0 0 0 0 0 0 12 LOFTS AT MAYFAIR TRAFFIC IMPACT ANALYSIS PAGE 5 AM 1ND Project: LOFTS AT MAYFAIR Analyst: J. Ahlstedt Date: 4/26/2004 Control System: Card Reader Input Data Arrival Rate 12 per hour Service Rate 360 per hour Number of Servers 1 Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L 0.034 Average Number in Queue Lq 0.001 Minimum Number of Agents (threshold time & system capacity) MinAents 2 Minimum Number of Servers (threshold time & queue capacity) MinServers 2 Probability That System is Empty Po 97% Probability That Arriving Customer Will Depart Without Entering System PrSalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 3% Probability That Waiting Time is Less Than Threehold Time Service Level 99% Average Server Utilization Util 3% Average Time Customer Spends In System W 10 Seconds Average Time Customer Spends In Queue Wc2 0 Seconds Probability Distribution of Number of Customers In System 100% 900 60% 70% 60% 50% 4096 30% 20% 10% 0% Number of Customers In System PrStet e4/0 96.67% 4 0.00% 8 0,00% 9 0.00% 10 0.00% 11 0.00% 12 0.00% 13 0.00% 14 0,00% 15 0.00% 17 0,00% 18 0.00% 19 0.00% 20 0.00% Cummulative Probability of Number of Customers In System MEI MN MM. .w .M ...... Mw ...... MI MI 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Number of Customers In System Number % 0 96,67% 99.89% 2 100.00% 3 100.00% 4 100.00% 5 100, 00%4' 6 100.00% 7 toa.00% 8 100.00% 9 100.00% 10 100.00% 11 100.00% 12 100.00% 13 100.00% 14 100.00% 15 100.00% 16 100.00% 17 100.00%. 18 100.00% 19 100.00a/a 20 100.00% Page 1 AM rJND Project: LOFTS AT MAYFAIR Analyst: J. Ahlstedt Date: 4/2612004 Control System: Card Reader Input Data Arrival Rate 41 per hour Service Rate 360 per hour Number of Servers 1 Queue Capacity 2000 Threshold Time (Assumed) 15 seconds .System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L 0.129 Average Number in Queue Lq 0.015 Minimum Number of Agents (threshold time & system capacity) MinAgents 2 Minimum Number of Servers (threshold time & queue capacity) MinServers 2 Probability That System is Empty Po 89% Probability That Arriving Customer Wit Depart Without Entering System Pr8alk 0% Probability That an Arriving Customer Wit Have To Wait PrWait 11% Probability That Waiting Time is Less Than Threshold Time Service Level 97% Average Server Utilization Utii 11% Average Time Customer Spends In System W 11 Seconds Average Time Customer Spends in Queue Wq 1 Seconds Probability Distribution of Number of Customers in System 100% 90% 80% 70% 0 40% 30% 24% 10% 0% ■ N rt a 4r) [n N m m R N r2 v �n Number of Customers In System 0 PrState % 88, 61 % 10.09% 2 1.15% 3 0.13% 4 0.01% 5 0,00% 6 0,00% 7 0.00% 0.00% 0.00% 10 0.00% 11 0.00% 12 0,00% 13 0,00% 14 0.00% 15 0.00% 16 0.00% 17 0.00% 18 0,00% 19 20` 0.00% 0.00% Cummulative Probability of Number of Customers In System 100% 100% 99% 2 99% p ▪ • 9$% y 98% 97 % E 97 % a ti 96% 96% 95% WWWINOINIOW INNWNIN CCC. VWNW.w.l• = .r .w r. r.rr S C PA ow en OW .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Number of Customers In System Number 0 88.61% 98.70% 99.85% 3 99.98% 4 100.00% 5 100, 00% 6 100, 00% 7 100.00% 8 100.00% 100.00% 10 100,00% 11 100.00% 12 100.00% 13 100.00% 14 100.00% 15 100.00% 16 100.00% 17 100.00% 18 100.00% 19 100.00% 20 100.00% Page 2 PM ND Pro)ect: LOFTS AT MAYFAIR Analyst: J. Ahlstedt Date: 4/26/2004 Control System: Card Reader Input Data Arrival Rate 67 per hour Service Rate 360 per hour Number of Servers 1 Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average.Number In System L 0 229 Average Number in Queue Lq 0.043 Minimum Number of Agents (threshold time & system capacity) MinAgents 1 Minimum Number of Servers (threshold time & queue capacity) MinServers 1 Probability That System is Empty Po 81% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 19% Probability That Waiting Time is Less Than Threshold Time Service Level 95% Average Server Utilization Util 19% Average Time Customer Spends In System W 12 Seconds Average Time Customer Spends in Queue Wq 2 Seconds Probability Distribution of Number of Customers in System 100% 90% 80% 70% 80% 50% t. • 40% C 30% 20% 19% 0% C� N Y [a W ri r 7 Number of Customers in System P rState 0 81.39% 1 15.15°/a 2 2.82% 3 0.52% 4 0.10% 5 6 0.02% 0.00% - 7 0.00% 8 0.00% 9 0.00% 10 0.00% 11 0.00% 12 0.00% 13 0.00% 14 0.00% 15 0.00% 16 0.00% 17 0.00% 18 0.00% 19 0.00% 20 000% Cummulative Probability of Number of Customers in System 100% 100% 99% E 99% a p98% } 98% g% E 97 E • 97% 0 96% 98% 95% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 Number of Customers In System Number 0 81.39% 96.54% 2 99.36% 3 4 99.88% 99.9895 100.00% 6 100.00% 7 100.00% 8 100.00% 10 100.00% 100,00% 11 12 100,00% 100.001 13 100.00% 14 100.00% 15 100.00% 16 100.00% 17 100.00% 18 19 20 100.00% 100.00% 100.00%T Page 3 PM C UND Project: LOFTS AT MAYFAIR Analyst: J. Ahistedt Date: 4/26/2004 Control System: Card Reader input Data Arrival Rate 33 per hour Service Rate 360 per hour Number of Servers Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L 0.101 Average Number In Queue Lq 0.009 Minimum Number of Agents (threshold time & system capacity) M'tnAgents 1 Min}mum Number of Servers (threshold time & queue capacity) MtnServers 1 Probability That System is Empty Po 91% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0 /° Probability That an Arriving Customer Will Have To Wag PrWait 9% Probability That Waiting Time is Less Than Threshold Time Service Level 98% Average Server Utilization Utll 9% Average Time Customer Spends In System W 11 Seconds Average Time Customer Spends In Queue Wq 1 Seconds Probability Distribution of Number of Customers In System 100% - 90% 80% 70% 60% 50% 40% 30% 20% 10% 0% V N l0 r. rD Number of Customers In System m m A PrState 0 90.83% 2 0.76% 3 0.07% 4 0.01% 5 0.00% 6 0.00% 7 0.00% 8 0.00% 9 0.00% 10 0.00% 11 0,00% 12 0.00% 13 0.00% 14 0,00% 15 0.00% 16 0.00% 17 0.00% 18 0.00% 19 0.00% 20 0.00% Cummulative Probability of Number of Customers in System 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Number of Customers In System Number 0 90.83% 1 99.16% 2 99.92% 3 99.99% 4 100.00% 5 100.00% 6 100.00% 7 100.00% 8 100.00% 9 100,00% 10 100.00% 11 100.00% 12 100.00% 13 100.00% 14 100.00% 15 100.00% 16 17- 100.00% 100,00% 18 100.00% 19 100.00% 20 100.00% Page 4