General Overview
1 Introduction Over the last several years, the Waterford Lakes area has experienced increased congestion due to a substantial increase in residential and commercial development. The current Existing and Future Conditions document is part of the Study initiated by Orange County to evaluate the overall safety and performance of the multimodal transportation network within the Waterford Lakes Study Area. The study area is illustrated in Figure 1. This document presents the results of the Existing (Year 2012) and Future (Year 2017) traffic and multimodal operational conditions for intersections and roadway segments within the study area. As such, this document is divided into major sections: 1) Existing Conditions Section and 2) Future Conditions Section. The main objective of this document is to identify recommended improvements that are needed to maintain acceptable level of service (LOS) conditions for auto, pedestrian and bicycle modes through the Year 2017. The current document is revised based on the comments received on: Draft Existing Conditions document (from Orange County) on July 26, 2012, September 24, 2012 and September 25, 2012. The intersection and roadway multi-modal analyses have been revised using Synchro 8 and ArtPlan 2009 software after discussions with Orange County Staff. Draft Future Conditions document (from Orange County) on December 14, 2012. Documents containing responses to Orange County comments are provided in Appendix A of this memorandum. The following sections explain the overall process in detail. General Section Page 1
Curry Ford Rd. 50 Colonial Dr. 50 50 N 408 Alafaya Tr. 408 Waterford Chase Pkwy. Avalon Park Blvd. STOP Golfway Blvd. Alafaya Tr. LEGEND - Study Area - Study Signalized Intersection STOP - Study Stop Controlled Intersection DATE CREATED: 7/11/12 GMB ENGINEERS & PLANNERS, INC. 2602 East Livingston Street Orlando, Florida 32803 PROJECT NUMBER: 08-127.06 FIGURE 1 Study Area
2 Project Information The Waterford Lakes Study area is located in Orange County, Florida. The study area is generally bound by Colonial Drive (SR 50) to the north, Avalon Park Boulevard to the east and Alafaya Trail to the west and south. The study area includes the following eight roadways: 1. Woodbury Road from Colonial Drive (SR 50) to Golfway Boulevard 2. Alafaya Trail from SR 50 to Mark Twain Boulevard 3. Lake Underhill Road from Alafaya Trail to Waterford Chase Parkway 4. Avalon Park Boulevard from SR 50 to Waterford Chase Parkway 5. SR 50 from Alafaya Trail to Avalon Park Boulevard 6. Waterford Lakes Parkway from Alafaya Trail to Woodbury Road 7. Mark Twain Boulevard from Lake Underhill Road to Alafaya Trail 8. Waterford Chase Parkway from Avalon Park Boulevard to Lake Underhill Road The study area includes the following 12 intersections: 1. Waterford Lakes Parkway at Alafaya Trail (signalized) 2. Waterford Lakes Parkway at Woodbury Road (signalized) 3. Woodbury Road at SR 50 (signalized) 4. Woodbury Road at Lake Underhill Road (signalized) 5. Woodbury Road at Golfway Boulevard (unsignalized) 6. Lake Underhill Road at Alafaya Trail (signalized) 7. Lake Underhill Road at Mark Twain Boulevard (signalized) 8. Lake Underhill Road at Waterford Chase Parkway (signalized) 9. Waterford Chase Parkway at Avalon Park Boulevard (signalized) 10. Avalon Park Boulevard at SR 50 (signalized) 11. Avalon Park Boulevard at Castle Creek Elementary School (signalized) 12. Alafaya Trail at SR 50 (signalized) General Section Page 3
Existing Conditions
3 Existing Conditions This section describes the analysis of existing traffic conditions at major intersections and roadway segments along the project corridor as mentioned in Section 2. In analyzing the existing traffic conditions (auto, pedestrian and bicycle modes) of the intersections and roadway segments, traffic counts collected in the field were used along with the existing roadway and intersection geometry. The intersection LOS analyses were- performed using the actual signal timing data provided by Orange County. The existing conditions intersection and roadway LOS analyses were performed using the latest Synchro version 8 and ArtPlan 2009 software. 3.1 Traffic Count Information The following list provides the type of traffic count data collected for the study. The data collected included: 72-hour bi-directional volume counts (14 locations) 72-hour classification counts (6 locations) AM and PM peak hours turning movement counts for (12 intersections) The weekday turning movement counts were collected for the intersections between the peak hours of 7:00-9:00 AM and 4:00-6:00 PM that do not have school crossings. The weekday turning movement counts were collected for the intersections between the peak hours of 7:00-9:45 AM and 2:45-6:00 PM that have school crossings. The traffic count data (72-hour volume and classification) collected is summarized and provided in Table 1. Figure 2 illustrates the traffic count locations and count type conducted on the study corridors. Figure 3 illustrates the existing year 2012 turning movement count information at the study intersections. It should be noted that based on the County s recommendation, Year 2010 turning movement counts (provided by Orange County) were used at the intersections of 1) Alafaya Trail and Lake Underhill Road and 2) Alafaya Trail and Waterford Lakes Parkway, instead of the existing Year 2012 counts. The existing Year 2012 counts on Alafaya Trail were generally lower than the 2010 counts, since UCF summer session only was active during the month of June 2012. Copies of all the traffic count data and signal timing sheets are provided in Appendix B of this memorandum. Existing Conditions Section Page 4
Roadway / Segment Table 1: Existing Year 2012 Traffic Volumes Date of Type of Measured Characteristics Axle Count Count ADT Peak Hr. NB/EB SB/WB Factor Seasonal Factor Alafaya Trail South of Curry Ford Rd 5/22/2012 72-Hour Volume 27,944 2,444 889 1,555 0.98 1.00 27,500 South of Lake Underhill Rd 5/22/2012 72-Hour Volume 35,332 2,820 1229 1,591 0.98 1.00 34,500 South of Waterford Lakes Pkwy 5/22/2012 72-Hour Volume 44,702 3,543 1501 2,042 0.98 1.00 44,000 South of SR 50 5/29/2012 72-Hour Classification 52,050 3,994 1694 2,300-1.00 52,000 Avalon Park Blvd North of Waterford Chase Pkwy 5/22/2012 72-Hour Volume 21,717 1,757 896 861 0.98 1.00 21,500 South of SR 50 5/22/2012 72-Hour Classification 21,263 1,604 755 849-1.00 21,500 Lake Underhill Rd East of Alafaya Trail 5/22/2012 72-Hour Classification 26,604 1,876 1,083 793-1.00 26,500 East of Woodbury Rd 5/22/2012 72-Hour Volume 13,047 2,418 809 1609 0.99 1.00 13,000 Woodbury Rd South of Lake Underhill Rd 5/22/2012 72-Hour Volume 18,114 1,409 628 781 0.99 1.00 18,000 North of Lake Underhill Rd 5/22/2012 72-Hour Volume 12,316 1,079 443 636 0.99 1.00 12,000 South of SR 50 5/29/2012 72-Hour Classification 17,544 1,358 653 705-1.00 17,500 Mark Twain Blvd South of Lake Underhill Rd 5/22/2012 72-Hour Volume 8,054 722 401 321 0.99 1.00 8,000 Waterford Lakes Pkwy East of Alafaya Trail 5/22/2012 72-Hour Classification 11,761 1,009 530 479-1.00 12,000 Waterford Chase Pkwy East of Lake Underhill Rd 6/12/2012 72-Hour Classification 18,305 1,712 1,145 567-1.01 18,500 Notes: 1. Most Recent Seasonal Adjustment factors were obtained from FDOT 2011 Traffic Count Information 2. Most Recent Axle Adjustment factors were obtained from FDOT 2011 Traffic Count Information 3. Measured ADT * Axle Adjustment * Seasonal Adjustment =AADT 4. The Volumes are rounded per the guidelines listed in FDOT Project Traffic Forecasting Handbook AADT
50 N Colonial Dr. 50 50 408 Alafaya Tr. Avalon Park Blvd. 408 Waterford Chase Pkwy. Avalon Park Blvd. Mark Twain Blvd. LEGEND Golfway Blvd. - 72-Hour Volume Count - 72-Hour Vehicle Classification Count DATE CREATED: 7/26/12 GMB ENGINEERS & PLANNERS, INC. 2602 East Livingston Street Orlando, Florida 32803 PROJECT NUMBER: 08-127.06 FIGURE 2 Traffic Count Locations By Type
50 1 N 185 (391) 491 (1,442) 208 (390) (256) 433 (800) 489 (423) 197 39 (89) 927 (1,694) 28 (179) Shopping Plaza (99) 58 (66) 5 (161) 34 408 Alafaya Tr. Alafaya Tr. 262 (168) 796 (582) 221 (286) Colonial Dr. (235) 126 (729) 1,057 (256) 129 36 (251) 5 (113) 55 (257) Waterford Lakes Pkwy. (186) 49 (1,329) 1,650 (211) 96 4 Alafaya Tr. 5 15 (52) 23 (256) 19 (392) (67) 77 (1,236) 688 (255) 75 358 (76) 1,309 (1,018) 192 (221) Colonial Dr. (186) 183 (89) 277 (363) 225 Colonial Dr. 2 50 3 10 408 Waterford Lakes Pkwy. 166 (160) 70 (347) 55 (482) (293) 202 (1,338) 270 (297) 157 176 (223) 171 (412) (311) 100 (462) 77 285 (229) 801 (623) 91 (111) (284) 276 (204) 295 (73) 56 (319) 329 (290) 442 8 642 (860) 308 (19) Avalon Park Blvd. Castle Creek Elementry (835) 781 (21) 54 190 (25) 80 (11) 12 11 9 (6) 22 (28) 13 (38) (38) 22 (1,403) 630 (532) 423 Pilgram St. Avalon Park Blvd. 45 (39) 722 (726) 174 (193) Colonial Dr. (449) 737 (34) 34 (136) 230 199 (156) 329 (521) 25 (34) (341) 77 (100) 38 (543) 170 Avalon Park Blvd. 41 (23) 90 (46) 30 (33) Waterford Chase Pkwy. (260) 519 (427) 517 (21) 23 50 264 (358) 495 (1,364) 210 (929) (407) 303 (523) 208 (133) 61 Alafaya Tr. 664 (469) 670 (357) 135 (161) (341) 439 (1,310) 1,454 (138) 77 32 (16) 1 (3) 16 (8) (38) 13 (1,417) 416 (124) 43 Maribou Cir. Mark Twain Blvd. 6 9 (11) 1,176 (669) 191 (165) (68) 100 (13) 1 (325) 251 7 75 (153) 107 (271) Golfway Blvd. (107) 94 (202) 95 310 (164) 237 (130) 86 (64) 37 (25) Waterford Chase Pkwy. (85) 15 (1,235) 234 18 (28) 1,245 (671) Waterford Chase Pkwy. Avalon Park Blvd. 9 Golfway Blvd. LEGEND XX - AM Turning Movement Volume (XX) - PM Turning Movement Volume DATE CREATED: 7/10/12 GMB ENGINEERS & PLANNERS, INC. 2602 East Livingston Street Orlando, Florida 32803 PROJECT NUMBER: 08-127.06 FIGURE 3 Existing Year 2012 Turning Movement Volumes
3.2 Existing Intersection and Roadway Inventory Required intersection and roadway inventory for use in the intersection and roadway analyses (both auto and multimodal) were collected during field visits and using Google s aerial imagery. Figure 4 illustrates the existing Year 2012 intersection geometry for all of the study intersections evaluated in this study. It should be noted that the roadway and intersection geometry on SR 50 within the study limits reflect the proposed geometry (six lanes on SR 50) anticipated to be in place by FY 2013/14 based on the latest Florida Department of Transportation s (FDOT s) 2013-2017 five-year work program. Copies of the pavement marking plans and FDOT five-year work program details for SR 50 improvements are included in Appendix C. The existing geometry and other intersection and roadway information (presence of sidewalks and bike lanes, signal phases, turn lane lengths, transit stops etc.) play a vital role in assessing the intersection LOS. LOS is a qualitative measure of how efficient a roadway or intersection operates. In addition, GMB conducted Qualitative Assessment (QA) at each study intersection (with the exception of the intersections located along SR 50) during the AM peak hour (coinciding with school traffic, if applicable) and PM peak hour. However, the QA was conducted at Avalon Park Blvd and Castle Creek Elementary during the AM peak hour, PM peak hour and also during school release time period (2:30-3:30 PM). The following Tables 2 through 10 provide the QA summary for each study intersection. Existing Conditions Section Page 8
50 1 Colonial Dr. 2 50 50 3 Pilgram St. Alafaya Tr. N Colonial Dr. 408 Avalon Park Blvd. 10 Al ya 12 Tr. Shopping Plaza Waterford Chase Pkwy. Castle Creek Elementry afa Waterford Lakes Pkwy. Avalon Park Blvd. Waterford Lakes Pkwy. Avalon Park Blvd. Alafaya Tr. 4 Colonial Dr. Colonial Dr. 408 11 8 5 7 Maribou Cir. np ar k Waterford Chase Pkwy. Golfway Blvd. Mark Twain Blvd. Ava lo. vd Bl Waterford Chase Pkwy. Alafaya Tr. 6 9 fway Blvd Go l. LEGEND - Existing Laneage - Programmed Improvement PROJECT NUMBER: 08-127.06 DATE CREATED: 7/10/12 GMB ENGINEERS & PLANNERS, INC. 2602 East Livingston Street Orlando, Florida 32803 FIGURE 4 Existing Year 2012 Intersection Geometry
Table 2: Alafaya Trail and Lake Underhill Road Movement AM Peak Hour PM Peak Hour Lake Underhill Rd - EB Low to Moderate traffic flow. Generally cleared in a single cycle. Heavy traffic flow in the through and left lanes. Left turn vehicles spill onto the through lane. Cycle failures Lake Underhill Rd - WB Alafaya Trail - NB Alafaya Trail - SB Heavy traffic flow, especially, right turn movement. Right turn lane storage length is not adequate. Generally traffic clears up in a single cycle, although residual queues were observed in some instances. Heavy traffic flow, especially in the through lanes. No cycle failures were observed. Moderate traffic flow. No cycle failures. observed in two cycles. Moderate traffic flow. No cycle failures. Moderate traffic flow. No cycle failures. Heavy traffic flow. Queue backups were observed all the way till the SR 408 ramps. Cycle failures were frequently observed. Table 3: Alafaya Trail and Waterford Lakes Parkway Movement AM Peak Hour PM Peak Hour Waterford Lakes Pkwy - EB Low traffic flow. Generally cleared up in a single cycle. Moderate traffic flow in the through and left lanes. Queue backups were observed, but traffic generally cleared up in Waterford Lakes Pkwy - WB Alafaya Trail - NB Alafaya Trail - SB Moderate traffic flow. Cycle failures in one instance. Spillover from left turn lane onto the through lane was observed in some instances. Heavy traffic flow, especially in the through lanes. No cycle failures were observed. U-turns were observed frequently. Heavy traffic flow. No cycle failures were observed. SB left turn storage was observed to be inadequate in some cycles. a single cycle. Moderate traffic flow. No cycle failures were observed. Spillover from left turn lane onto the through lane was observed in some instances. Heavy traffic flow. No cycle failures were observed. Heavy traffic flow. No cycle failures were observed. Traffic queues in the through and left turn lanes were generally observed to clear in a single cycle. SB left turn storage was observed to be adequate. Existing Conditions Section Page 10
Table 4: Avalon Park Boulevard and Waterford Chase Parkway Movement AM Peak Hour PM Peak Hour Waterford Chase Pkwy - EB Moderate traffic flow. Generally cleared up in a single cycle. Heavy traffic flow, especially in the left and right turn lanes. Queue backups were observed in one instance till the roundabout (that is located west of this intersection). EB left turn storage length was observed to be inadequate to accommodate the queues in Waterford Chase Pkwy - WB Low to moderate traffic flow. Traffic generally cleared up in a single cycle. School access to Camelot Elementary School is located on the east leg. Avalon Park Blvd - NB Heavy traffic flow, especially in the left turn lane. NB left turn storage length was generally observed be inadequate to accommodate the queues. Cycle failures were observed in some instances. Avalon Park Blvd - SB Moderate traffic flow. No cycle failures. School buses were observed in the left turn lane. Pedestrian Traffic Low pedestrian traffic. Crossing guards were present. some instances. Low traffic flow. No cycle failures were observed. Moderate to heavy traffic flow. No cycle failures were observed. Moderate traffic flow. No cycle failures were observed. Low pedestrian traffic Table 5: Lake Underhill Road & Mark Twain Boulevard Movement AM Peak Hour PM Peak Hour Lake Underhill Rd - EB Moderate traffic flow. Heavy traffic flow, especially Generally cleared up in a in the through lanes. Queues at single cycle. the downstream intersection were observed to block this intersection very frequently, causing continuous cycle Lake Underhill Rd - WB Mark Twain Blvd - NB Mark Twain Blvd - SB Heavy traffic flow. Traffic generally cleared up in a single cycle. Moderate traffic flow. Traffic generally cleared up in a single cycle. Low traffic flow. No cycle failures. failures. Moderate to heavy traffic flow. Some cycle failures were observed. Heavy right turn movement. Continuous blocking of the intersection in the EB direction was observed to cause queue backups on this approach. Low traffic flow. No cycle failures. Existing Conditions Section Page 11
Table 6: Avalon Park Boulevard and Castle Creek Elementary Movement AM Peak Hour PM Peak Hour (2:30-3:30 PM) Castle Creek Elementary - WB Moderate traffic flow. Generally cleared up in a single cycle. Avalon Park Blvd - NB Avalon Park Blvd - SB Moderate traffic flow. Traffic generally cleared up in a single cycle. Moderate traffic flow in the through lanes. Heavy left turn movement. Both permitted and protected phases are provided for the left turn movement. SB permissive left turns were observed to accept inadequate gaps in some instances. Left turn storage was observed to be sufficient. No cycle failures were observed. 2:30-3:30 PM: Moderate traffic flow. Generally cleared up in a single cycle. 5:00-6:00 PM: Moderate traffic flow. Generally cleared up in a single cycle. 2:30-3:30 PM: Moderate traffic flow. Generally cleared up in a single cycle. 5:00-6:00 PM: Moderate traffic flow. Generally cleared up in a single cycle. 2:30-3:30 PM: Moderate traffic flow in the through lanes. Moderate left turn movement. Left turn storage was observed to be sufficient. No cycle failures were observed. 5:00-6:00 PM: Moderate traffic flow in the through lanes. No cycle failures were observed. Pedestrian Traffic Moderate pedestrian traffic. Two crossing guards were present. Moderate pedestrian traffic. Two crossing guards were present. Table 7: Woodbury Road & Golfway Boulevard (1-way Stop Controlled Intersection) Movement AM Peak Hour PM Peak Hour Golfway Blvd- EB Low traffic flow. Queues were Moderate traffic flow. Queues observed on this approach were observed on this because of the left turning approach because of the left vehicles. School flashing lights turning vehicles. are present east and west of this intersection on Golfway Blvd. Golfway Blvd - WB Moderate traffic flow. No Moderate traffic flow. No Woodbury Road - SB Pedestrian Traffic queues were observed. Stop control is provided for this approach. Moderate traffic flow. No major traffic flow issues were observed. Low pedestrian traffic. Two crossing guards were present. queues were observed. Moderate traffic flow. No major traffic flow issues were observed. Low pedestrian traffic. Existing Conditions Section Page 12
Table 8: Lake Underhill Road & Woodbury Road Movement AM Peak Hour PM Peak Hour Lake Underhill Rd - EB Moderate traffic flow. Heavy traffic flow. Almost in Generally cleared up in a every cycle, queues that single cycle. Storage length for formed at this intersection the Two left turn lanes seemed were observed to back up till to be adequate. the upstream intersection, causing continuous cycle failures. Storage length for the Two left turn lanes seemed to Lake Underhill Rd - WB Through and right turning movements were heavy. Some phase failures were observed for the through traffic. Left turn storage was observed to be sufficient. Woodbury Rd - NB Moderate to heavy traffic flow. NB left turn movement was observed to experience phase failures occasionally. Existing storage is not sufficient for the left turn movement and was observed to spill onto the 2-way left turn lane. NB through queues generally cleared up in a single cycle. Woodbury Rd - SB Since this approach has a shared through-right lane, even moderate traffic flow was observed to cause occasional phase failures. No cycle failures were observed for left turn movement and storage length was sufficient. Pedestrian Traffic Heavy pedestrian traffic. Four crossing guards were present. All-red/exclusive pedestrian phase of 35 seconds was in effect between 8:00 and 9:45 AM (schools open time period) be adequate. Moderate to heavy traffic flow. Generally through traffic cleared up in a single cycle. Left turn queues spilled over onto the through lane in some instances. Moderate to heavy traffic flow. NB left turn movement was observed to experience phase failures occasionally. Existing storage is not sufficient for the left turn movement and was observed to spill onto the 2-way left turn lane. NB through queues generally cleared up in a single cycle. Heavy through and left turn movement. Turn lane storage length was not sufficient to accommodate the heavy left turn demand. Through queues were sometimes observed to back up till the upstream intersection. Continuous cycle failures were observed. Low pedestrian traffic. Existing Conditions Section Page 13
Table 9: Woodbury Road & Waterford Lakes Parkway Movement AM Peak Hour PM Peak Hour Waterford Lakes Pkwy - EB Low to moderate traffic flow. Generally cleared up in a single cycle. Right turn storage was observed to be sufficient. Heavy traffic flow in the left and right turn lanes. Queue backups were observed, but traffic generally cleared up in a single cycle. Left turning vehicles were observed to obstruct the right turn Woodbury Rd - NB Moderate traffic flow. Generally cleared up in a single cycle. Left turn storage was observed to be sufficient. Woodbury Rd - SB Moderate traffic flow. Generally cleared up in a single cycle. movement in some instances. Moderate traffic flow. Through traffic generally cleared up in a single cycle. Left turn storage was observed to be inadequate, probably because of lower effective green time compared to AM. Moderate to heavy traffic flow. Queues originating at the downstream intersection and a single shared through-right lane resulted in queue backups, causing frequent cycle failures. Table 10: Lake Underhill Road & Waterford Chase Parkway Movement AM Peak Hour PM Peak Hour Waterford Chase Pkwy - WB Very heavy left turn Heavy left turn movement. WB movement. WB left turn left turn storage was not storage was not sufficient and sufficient and frequently frequently spilled onto the gore area. Left turn movement spilled onto the gore area. WB left turn and NB right turn being the only heavy movements are overlapped. movement at this intersection, it generally cleared up within a Because of the high amount of effective green time, WB left single cycle. turn movement generally cleared up within a single Lake Underhill Rd - NB Moderate traffic flow, especially in the right turn lane. Right turning vehicles were observed to continuously enter the intersection. Right turn storage length was observed to be adequate. Lake Underhill Rd - SB Low traffic flow. Generally cleared up in a single cycle. Left turn storage length was observed to be sufficient. cycle. Very heavy right turn movement. Right turn traffic generally cleared up, because of the almost continuous free flow movement for this movement. Right turn storage length was observed to be adequate. Low traffic flow. Generally cleared up in a single cycle. Left turn storage length was observed to be sufficient. Existing Conditions Section Page 14
3.3 Existing Transit Service The Central Florida Regional Transportation Authority (LYNX) provides public transportation services for Orange County. In addition to the daily fixed route local bus service with more than 85,000 passenger trips each weekday spanning an area of approximately 2,500 square miles, LYNX also provides other services including LYMMO, a free downtown Orlando circulator; a commuter assistance Vanpool program; ACCESS LYNX paratransit Service; nine PickUpLine community circulators; Xpress service from Lake and Volusia counties; and the Road Rangers sponsored by State Farm roadside assistance program on Interstate 4. LYNX currently does not provide any regular bus routes for the study corridors within the Waterford Lakes Area. The only exception is the special route 210 - "KnightLYNX Blue", that offers UCF students transportation around campus and the areas immediately surrounding it on Alafaya Trail on Fridays and Saturdays between 8:00 PM and 3:00 AM. Within the study limits, this route covers the portions on 1) SR 50 between Alafaya Trail and Woodbury Road, 2) Woodbury Road between SR 50 and Waterford Lakes Parkway 3) Waterford Lakes Parkway between Woodbury Road and Alafaya Trail and 4) Alafaya Trail between Waterford Lakes Parkway and SR 50. In conclusion, because of the lack of regular bus routes within the study area during the AM and PM peak hours, this study did not analyze the transit mode under the existing conditions. 3.4 Existing LOS Analysis Levels of service for the study corridors were determined using ArtPlan 2009 software, while the study intersections were analyzed using Synchro (version 8) software. It should be noted even though this study collected turning movement counts for extended hours (2:45 PM to 6:00 PM) at the study intersections that have school crossings; existing LOS analysis for these intersections was based on the critical PM peak hours that occurred between 4:00 PM and 6:00 PM. The ArtPlan 2009 and Synchro 8 provides LOS results for all modes of travel, including auto, pedestrian, bike and transit. The LOS results are indicated using letters A through F for each mode, with A representing the best conditions and F representing the worst conditions. The County adopted LOS Standard for all of the study intersections and roadways is LOS "E". For the purposes of this study, LOS "E" or below is assumed as failing condition for the roadway segments and intersections. For the purposes of this study, an acceptable LOS standard of "D" was assumed for the pedestrian and bicycle modes. Existing Conditions Section Page 15
3.4.1 Existing Intersection Multimodal LOS Analysis Signalized (Synchro based for auto and HCS 2010 based for pedestrian and bicycle modes) and unsignalized (HCS 2010 based) intersection reports from Synchro 8 were used to determine theoperating conditions of the study intersections for the purpose of this study. The auto, pedestrian and bike modes LOS information are summarized in Tables 11 and 12, respectively for the AM and PM peak hours. As shown in Tables 11 and 12, the following study intersections were found to operate at or below the adopted LOS standard "E". Alafaya Trail and Lake Underhill Road (AM and PM peak) Lake Underhill Road and Woodbury Road (AM and PM peak) SR 50 and Woodbury Road (PM peak) Woodbury Road and Golfway Boulevard (PM peak) The existing analysis reported LOS B for the intersection of Lake Underhill Road and Mark Twain Boulevard during PM peak hour. However, this intersection was observed (during the PM peak hour field observations) to operate adversely, especially in the eastbound direction. As previously mentioned in Table 8 eastbound queues that formed at the intersection of Lake Underhill Road and Woodbury Road extended all the way till the upstream intersection (Lake Underhill Road and Mark Twain Boulevard), affecting the eastbound through and northbound right turn movements at the intersection of Lake Underhill Road and Mark Twain Boulevard. Existing Conditions Section Page 16
Intersection Table 11: Existing Intersection Multimodal LOS - AM Peak Hour LOS Automobile Pedestrian Mode LOS Bicycle Mode LOS Delay Standard (sec/veh) LOS EB WB NB SB EB WB NB SB Alafaya Trail and Waterford Lakes Parkway E 12.7 B B B C C C C C C Alafaya Trail and Lake Underhill Road E 74.2 E C C C C B E D D Lake Underhill Road and Mark Twain Boulevard E 10.5 B C C B A B C C B Lake Underhill Road and Woodbury Road E 86.8 F C B B B C C D C Lake Underhill Road and Waterford Chase Parkway E 32.4 C N/A B B A N/A E B B Woodbury Road and Golfway Boulevard* E 18.9 C NA NA NA NA NA NA NA NA Woodbury Road and Waterford Lakes Parkway E 10.5 B B N/A B B B N/A C B SR 50 and Avalon Park Boulevard E 34.9 D C C C B B A D C SR 50 and Woodbury Road E 27.7 C C C C B A B C B SR 50 and Alafaya Trail E 46.1 D C C C C B C D B Avalon Park Blouveard and Waterford Chase Parkway E 30.7 C B C B B A B C C Avalon Park Boluveard and Castle Creek Elementary E 23.5 C N/A B C C N/A C B B Notes: N/A- Not Applicable for T-intersection; NA- Not Available for unsignalized intersection * Delay and LOS are reported for the worst movement at this stop controlled intersection.
Table 12: Existing Intersection Multimodal LOS - PM Peak Hour LOS Automobile Pedestrian Mode LOS Bicycle Mode LOS Delay Intersection Standard (sec/veh) LOS EB WB NB SB EB WB NB SB Alafaya Trail and Waterford Lakes Parkway E 45.7 D B B C C D D C D Alafaya Trail and Lake Underhill Road E 80.2 F C C C D B D D F Lake Underhill Road and Mark Twain Boulevard E 18.7 B C C B A D B C B Lake Underhill Road and Woodbury Road E 86.7 F C C B B D C D E Lake Underhill Road and Waterford Chase Parkway E 15.6 B N/A B B B N/A C E B Woodbury Road and Golfway Boulevard* E 41.1 E NA NA NA NA NA NA NA NA Woodbury Road and Waterford Lakes Parkway E 40.4 D B N/A B B C N/A C C SR 50 and Avalon Park Boulevard E 41.9 D C C C B C A C C SR 50 and Woodbury Road E 57.6 E C C C B B B C C SR 50 and Alafaya Trail E 53.8 D C C D D C B D C Avalon Park Blouveard and Waterford Chase Parkway E 28.2 C C C B B A A D B Avalon Park Boluveard and Castle Creek Elementary E 6.5 A N/A B C C N/A B A B Notes: N/A- Not Applicable for T-intersection; NA- Not Available for unsignalized intersection * Delay and LOS are reported for the worst movement at this stop controlled intersection.
Bicycle LOS is defined in terms of bicycle rider s perception of comfort and safety relative to automotive traffic in the roadway corridor. Bicycle mode LOS is determined based on Bicycle LOS Score, which is a function of facility width, automobile traffic volume, traffic speed, heavy vehicle percentage (Trucks), presence of bike lanes and pavement conditions. Bicycle LOS A describes wide, smooth, bicycle facilities on the roadway adjacent to travel lanes with low automobile speeds and traffic volumes. LOS F indicates undesirable bicycle facility conditions consisting of narrow, shared facilities with poor pavement condition, high traffic speeds and volumes. As shown in Tables 11 and 12, one or more movements of the following four intersections are operating at bicycle LOS E or F. Lake Underhill Road and Waterford Chase Parkway (AM and PM peak) Alafaya Trail and Lake Underhill Road (AM and PM peak) Lake Underhill Road and Woodbury Road (PM peak) The existing bicycle LOS for the above listed intersections is currently operating at or below LOS E, because of lack of designated bicycle lane combined with heavy traffic on this movement. Pedestrian LOS is defined in terms of the bicycle rider s perception of comfort and safety relative to automotive traffic in the roadway corridor. Pedestrian mode LOS is determined based on Pedestrian LOS Score, which is a function of the presence of sidewalk, lateral separation of from automobile traffic, traffic volume and speed. Pedestrian LOS A describes pedestrian facilities that are wide with adequate separation from the roadway in area with slow traffic speeds and low traffic volumes. LOS F describes pedestrian facilities of poor quality, sidewalks that have gaps or are nor present, and insufficient separation from high speed and high volume traffic. As shown in Tables 11 and 12, all of the study intersections are found to operate at an acceptable pedestrian LOS D or better during the AM and PM peak periods. LOS reports obtained from Synchro 8 for the study intersections are provided in Appendix D of this memorandum. 3.4.2 Existing Roadway LOS Analyses As a part of this study, eight corridors were analyzed, of which multimodal roadway LOS analysis is conducted for four corridors and generalized roadway LOS analysis is conducted for four corridors. Following are the study corridors by type of LOS analysis. Existing Conditions Section Page 19
Generalized Roadway LOS Analysis Alafaya Trail SR 50 to Waterford Lakes Parkway Waterford Lakes Parkway to Lake Underhill Road SR 50 Alafaya Trail to Woodbury Road Woodbury Road to Avalon Park Boulevard Mark Twain Boulevard Lake Underhill Road to Alafaya Trail Waterford Chase Parkway Lake Underhill Road to Avalon Park Boulevard Multimodal Roadway LOS Analysis Lake Underhill Road Alafaya Trail to Mark Twain Boulevard Mark Twain Boulevard to Woodbury Road Woodbury Road to Waterford Chase Parkway Woodbury Road Lake Underhill Road to Waterford Lakes Parkway Waterford Lakes Parkway to SR 50 Avalon Park Boulevard Waterford Chase Parkway to Castle Creek Elementary Castle Creek Elementary to SR 50 Waterford Lakes Parkway Alafaya Trail to Woodbury Road Generalized roadway LOS was conducted for the above-mentioned four roadways because of the following reasons. Not all signalized intersections along SR 50 and Alafaya Trail are included in the analysis. Mark Twain Boulevard has only one signalized intersection within its study limits. Waterford Chase Parkway within the study limits has numerous access points along the corridor and a roundabout. Existing Conditions Section Page 20
For the purpose of generalized roadway LOS analysis, the roadway maximum service volumes were obtained from FDOT s generalized tables, a copy of which is available in Appendix B. The peak hour peak direction volume information used for generalized roadway LOS analysis was obtained on the TMC data available in Appendix B. Table 13 below shows the generalized roadway LOS for the two study corridors. Table 13: Existing Generalized Roadway LOS Summary Roadway #. County Maximum Existing LOS Service Standard Volume Of Lanes Pk. Hr. Pk. Dir. Volume Existing LOS Alafaya Trail SR 50 to Waterford Lakes Parkway 6 E 2,970 2,151 D Waterford Lake Parkway to Lake Underhill Road 6 E 2,970 2,651 D Lake Underhill Road to Curry Ford Road 4 E 2,060 1,970 C Curry Ford Road to Mark Twain Blvd 4 E 2,060 1,555 B SR 50 Alafaya Trail to Woodbury Road 6 E 2,970 1,507 C Woodbury Road to Avalon Park Boulevard 6 E 2,970 1,468 C Waterford Chase Parkway Lake Underhill Road to Avalon Park Boulevard 2 E 790 1,260 F Mark Twain Boulevard Lake Underhill Road to Alafaya Trail 2 E 790 406 B As shown in Table 13, the roadway segment Waterford Chase Parkway from Lake Underhill Road to Avalon Park Boulevard is currently operating at LOS F. Urban Street LOS (using ArtPlan) is estimated as a function of arterial travel speed and arterial volume-to-capacity ratio. Multimodal pedestrian and bicycle Segment LOS are estimated as function of exclusive bike and pedestrian facilities, presence of on-street parking, traffic flow speed, percentage of heavy vehicles and pavement conditions. Existing Conditions Section Page 21
A.M. Peak Hour LOS P.M. Peak Hour LOS Facility Automobile Pedestrian Bicycle Automobile Pedestrian Bicycle Lake Underhill Road Alafaya Trail to Mark Twain Boulevard F D E D D E Mark Twain Boulevard to Woodbury Road D D E F D E Woodbury Road to Waterford Chase Parkway B C E B D E Woodbury Road Lake Underhill Road to Waterford Lakes Parkway A E D F D C Waterford Lakes Parkway to SR 50 C C B B D C Waterford Lakes Parkway Alafaya Trail to Woodbury Road C B N/A C C D Avalon Park Boulevard Waterford Chase Parkway to Castle Creek Elementary C C C C C C Castle Creek Elementary to SR 50 B C C A C C N/A - Not available Table 14: Existing Multimodal Roadway LOS Summary
The roadway, pedestrian and bicycle segment LOS results for the above mentioned three study corridors are summarized in Table 14. As shown in Table 14, following are the roadway segments that are operating below the acceptable LOS standard. Roadway LOS adversities Lake Underhill Road Alafaya Trail to Mark Twain Boulevard (AM Peak) Mark Twain Boulevard to Woodbury Road (PM Peak) Woodbury Road Waterford Lakes Parkway to Lake Underhill Road (PM peak) It should be noted that even though Woodbury Road was observed (in the field) to experience queue backups and extended delays in the southbound direction between SR 50 and Waterford Lakes Parkway during PM peak hour, ArtPlan 2009 was found not to reflect these conditions. Pedestrian Segment LOS adversities Woodbury Road Lake Underhill Road to Waterford Lakes Parkway (AM Peak) Bicycle Segment LOS adversities Lake Underhill Road Alafaya Trail to Mark Twain Boulevard (AM and PM peak) Mark Twain Boulevard to Woodbury Road (AM and PM peak) Woodbury Road to Waterford Chase Parkway (AM and PM peak) ArtPlan 2009 outputs for the study roadways are provided in Appendix E of this memorandum. Existing Conditions Section Page 23
Future Conditions
4 Future Conditions This section describes the analysis of future traffic conditions at major intersections and roadway segments along the project corridor as mentioned in Section 2. The intersection and roadway LOS analyses were performed using the latest Synchro version 8 and ArtPlan 2009 software, respectively. 4.1 Future Traffic Projections Historical traffic count information and Orlando Urban Area Transportation Study (OUATS) Year 2020 Cost Feasible (CF) model were used to understand the traffic growth patterns within the Waterford Lakes study area and help determine logical growth rates for the study corridors. Tables summarizing annual growth rate findings based on the Year 2020 OUATS cost feasible model and Historical traffic count information, OUATS model plots for Year 2004 and Year 2020, trends analysis sheets based on historical traffic counts are provided in Appendix F of this memorandum. After several discussions (see Appendix F for email correspondence) between GMB and Orange County Staff, the following simple annual growth rates (Table 15) are used to derive the future traffic volumes at the study intersections. Growth rate factors derived using the recommended growth rates for each study intersection are provided in Appendix F. Table 15: Recommended Annual Growth Rates Recommended Roadway Growth Rate SR 50 3% Alafaya Trail 2% Lake Underhill Road/Waterford Chase Parkway 1% Avalon Park Boulevard 2% Woodbury Road 2% Golfway Boulevard 2% Waterford Lakes Parkway 2% Mark Twain Boulevard 2% Traffic generated by two committed developments in the vicinity of 1) SR 50 and Woodbury Road and 2) Woodbury Road and Waterford Lakes Parkway were added to the background traffic volumes for year 2017 (as derived using growth rates shown in Table 15). Future Conditions Section Page 24
These two committed developments are: 1) Student Housing (211 Units/ 749 beds) is proposed in the northeast quadrant at the intersection of SR 50 and Woodbury Road. The project is anticipated to generate 1,403 daily trips, 108 A.M. peak hour trips (22 inbound 86 outbound) and 131 P.M. peak hour trips (85 inbound, 46 outbound). The project traffic distribution/assignment was determined based on the turning movement percentage obtained from the existing TMC data. It is assumed that this project has a single access point along Woodbury Road. 2) Villagio Apartments (247 DUs) is proposed south of SR 50 and northwest quadrant of Woodbury Road and Waterford Lakes Parkway. The project trip generation and traffic distribution/assignment was determined based on the information obtained from the Traffic Impact Analysis (TIA) (Dated January 2012) prepared by Traffic Planning and Design Inc. All the pertinent information related to these committed developments was provided by County Staff. Future TMC derivations at these two study intersections are provided in Appendix F. Figure 5 illustrates the future year 2017 intersection turning movement volumes for the AM and PM peak hour conditions. Since Woodbury Road Extension (that connects SR 50 to the south and Challenger Parkway to the north) is anticipated to experience a higher traffic growth compared to the Waterford Lakes Area, this study (on County s request) conducted a detailed intersection analysis for SR 50 and Woodbury Road intersection. A brief discussion on this analysis can be found in Appendix J - Addendum #1 provided at the end of this report. Future Conditions Section Page 25
50 1 10 (7) 24 (31) 14 (42) 45 (24) 99 (48) 33 (35) (919) 859 (23) 59 (358) 85 (105) 42 (570) 187 (286) 545 (470) 543 (23) 24 Waterford Chase Pkwy. 12 299 (240) 841 (654) 96 (117) Avalon Park Blvd. (494) 811 (37) 37 (150) 253 209 (172) 345 (573) 26 (37) Avalon Park Blvd. 706 (946) 339 (21) (372) 412 (324) 520 190 (25) 80 (11) Castle Creek Elementry 183 (176) 77 (382) 61 (530) (212) 56 (1,515) 1,881 (241) 109 Avalon Park Blvd. 227 (254) 210 (463) (210) 211 (111) 323 (404) 258 10 Alafaya Tr. (358) 125 (508) 94 Tr. (113) 66 (75) 6 (184) 39 Waterford Lakes Pkwy. ya Shopping Plaza (44) 25 (1,613) 725 (612) 486 afa Waterford Lakes Pkwy. Colonial Dr. Al 44 (101) 1,057 (1,931) 32 (204) 4 (259) 139 (802) 1,163 (282) 142 (83) 91 (1,421) 791 (303) 89 52 (45) 830 (835) 200 (222) 408 Colonial Dr. 41 (286) 6 (129) 63 (293) 50 3 422 (94) 1,505 (1,171) 225 (269) Colonial Dr. (294) 498 (920) 562 (486) 227 50 301 (193) 915 (669) 254 (329) 19 (60) 31 (305) 23 (450) Alafaya Tr. 204 (430) 540 (1,586) 229 (429) N Pilgram St. Colonial Dr. 2 408 7 Golfway Blvd. (75) 110 (14) 1 (358) 276 9 fway Blvd Go l. LEGEND XX - AM Turning Movement Volume (XX) - PM Turning Movement Volume PROJECT NUMBER: 08-127.06 DATE CREATED: 12/13/12 GMB ENGINEERS & PLANNERS, INC. 2602 East Livingston Street Orlando, Florida 32803 np ar k Waterford Chase Pkwy. 341 (180) 261 (143) (118) 103 (222) 105 Mark Twain Blvd. (40) 14 (1,488) 437 (130) 45 83 (168) 118 (298) Maribou Cir. 35 (18) 1 (3) 18 (9) (389) 500 (1,493) 1,658 (157) 88 19 (29) 1,307 (705) Ava lo. vd Bl 9 (12) 1,235 (702) 201 (173) Waterford Chase Pkwy. (89) 16 (1,297) 246 710 (502) 717 (382) 144 (172) 6 (435) 324 (560) 223 (142) 65 11 8 90 (67) 39 (26) Alafaya Tr. (312) 304 (224) 325 (80) 62 5 301 (408) 564 (1,555) 239 (1,059) (308) 212 (1,405) 284 (312) 165 FIGURE 5 Year 2017 Turning Movement Volumes
4.2 Future Conditions (Year 2017) Analysis The study intersections were analyzed using Synchro version 8 software, while Level of service for the study corridors was determined using ArtPlan 2009 software. ArtPlan 2009 and Synchro 8 provides LOS results for all modes of travel, including auto, pedestrian, bike and transit. The LOS results are indicated using letters A through F for each mode, with A representing the best conditions and F representing the worst conditions. The County adopted LOS Standard for all of the study intersections and roadways is LOS "E". For the purposes of this study, an acceptable LOS standard of "D" was assumed for the pedestrian and bicycle modes. Two future alternatives were evaluated as part of this study: 1) No Build Alternative and 2) Build Alternative. 4.2.1 No Build Alternative The No Build Alternative maintains the same intersection and roadway geometry, and multimodal facilities as the existing conditions, with the exception of one improvement. Lake Underhill Road between Alafaya Trail and Waterford Chase Parkway is proposed to include a 13-foot wide outside through lane that would be shared by bikes and regular traffic as part of the next resurfacing cycle. As included in the Existing Conditions Report, the roadway and intersection geometry on SR 50 within the study limits reflect the proposed geometry (FDOTs latest 2013-2017 five-year work program shows construction funding for six lanes on SR 50 in 2014). The No Build intersection geometry is illustrated in Figure 6. 4.2.1.1 Intersection Analysis Signalized (Synchro based for auto and HCS 2010 based for pedestrian and bicycle modes) and unsignalized (HCS 2010) intersection analysis modules from Synchro 8 were used to determine the future year 2017 operating conditions of the study intersections. Multimodal LOS information for the No Build Alternative is summarized in Tables 16 and 17, respectively for the AM and PM peak hours. As shown in Tables 16 and 17, the following study intersections were found to operate below the adopted LOS standard "E". Alafaya Trail and Lake Underhill Road (AM and PM peak) Lake Underhill Road and Woodbury Road (AM and PM peak) Woodbury Road and Golfway Boulevard (PM peak) Future Conditions Section Page 27
50 1 Colonial Dr. 2 50 50 3 Pilgram St. Alafaya Tr. N Colonial Dr. 408 Avalon Park Blvd. 10 Al ya 12 Tr. Shopping Plaza Waterford Chase Pkwy. Castle Creek Elementry afa Waterford Lakes Pkwy. Avalon Park Blvd. Waterford Lakes Pkwy. Avalon Park Blvd. Alafaya Tr. 4 Colonial Dr. Colonial Dr. 408 11 8 5 7 Maribou Cir. np ar k Waterford Chase Pkwy. Golfway Blvd. Mark Twain Blvd. Ava lo. vd Bl Waterford Chase Pkwy. Alafaya Tr. 6 9 fway Blvd Go l. LEGEND - Existing Laneage - Programmed Improvement PROJECT NUMBER: 08-127.06 DATE CREATED: 12/13/12 GMB ENGINEERS & PLANNERS, INC. 2602 East Livingston Street Orlando, Florida 32803 FIGURE 6 No Build Intersection Geometry
Table 16: Year 2017 No Build Alternative Intersection Multimodal LOS - AM Peak Hour LOS Automobile Delay Pedestrian Mode LOS Bicycle Mode LOS Intersection Standard (sec/veh) LOS EB WB NB SB EB WB NB SB Alafaya Trail and Waterford Lakes Parkway E 18.7 B B B C C C C C C Alafaya Trail and Lake Underhill Road E 86.0 F C C C D B E D D Lake Underhill Road and Mark Twain Boulevard E 21.8 C C C B A B C C C Lake Underhill Road and Woodbury Road E 91.3 F C C B B C C D C Lake Underhill Road and Waterford Chase Parkway E 49.3 D N/A B B A N/A E B B Woodbury Road and Golfway Boulevard* E 22.7 C NA NA NA NA NA NA NA NA Woodbury Road and Waterford Lakes Parkway E 17.9 B B N/A B B B N/A D C SR 50 and Avalon Park Boulevard E 35.8 D C C C B B A D C SR 50 and Woodbury Road E 33.2 C C C C B B B C B SR 50 and Alafaya Trail E 48.9 D C C C C C C D B Avalon Park Blouveard and Waterford Chase Parkway E 32.1 C B C B B B B C C Avalon Park Boluveard and Castle Creek Elementary E 27.1 C N/A B C C N/A C B B Notes: N/A- Not Applicable for T-intersection; NA- Not Available for unsignalized intersection * Delay and LOS are reported for the worst movement at this stop controlled intersection.
Table 17: Year 2017 No Build Alternative Intersection Multimodal LOS - PM Peak Hour LOS Automobile Pedestrian Mode LOS Bicycle Mode LOS Delay Intersection Standard (sec/veh) LOS EB WB NB SB EB WB NB SB Alafaya Trail and Waterford Lakes Parkway E 45.9 D B B D D D D D D Alafaya Trail and Lake Underhill Road E 92.6 F C C C D B D D F Lake Underhill Road and Mark Twain Boulevard E 18.9 B C C B A D B C B Lake Underhill Road and Woodbury Road E 148.1 F C C B B D C D E Lake Underhill Road and Waterford Chase Parkway E 17.5 B N/A C B B N/A C E B Woodbury Road and Golfway Boulevard* E 73.6 F NA NA NA NA NA NA NA NA Woodbury Road and Waterford Lakes Parkway E 67.7 E B N/A B B D N/A C C SR 50 and Avalon Park Boulevard E 48.9 D D C C B C A C C SR 50 and Woodbury Road E 60.1 E C D C B B B C D SR 50 and Alafaya Trail E 60.0 E D C D D C B D D Avalon Park Blouveard and Waterford Chase Parkway E 32.4 C C C B B B A D B Avalon Park Boluveard and Castle Creek Elementary E 6.5 A N/A B C C N/A B B B Notes: N/A- Not Applicable for T-intersection; NA- Not Available for unsignalized intersection * Delay and LOS are reported for the worst movement at this stop controlled intersection.
Pedestrian LOS is defined in terms of the bicycle rider s perception of comfort and safety relative to automotive traffic in the roadway corridor. Pedestrian mode LOS is determined based on Pedestrian LOS Score, which is a function of the presence of sidewalk, lateral separation of from automobile traffic, traffic volume and speed. Pedestrian LOS A describes pedestrian facilities that are wide with adequate separation from the roadway in area with slow traffic speeds and low traffic volumes. LOS F describes pedestrian facilities of poor quality, sidewalks that have gaps or are nor present, and insufficient separation from high speed and high volume traffic. As shown in Tables 16 and 17, all of the 12 study intersections are projected to operate at an acceptable pedestrian LOS D or better under the No Build Alternative during both AM and PM peak periods. Bicycle LOS is defined in terms of bicycle rider s perception of comfort and safety relative to automotive traffic in the roadway corridor. Bicycle mode LOS is determined based on Bicycle LOS Score, which is a function of facility width, automobile traffic volume, traffic speed, heavy vehicle percentage (Trucks), presence of bike lanes and pavement conditions. Bicycle LOS A describes wide, smooth, bicycle facilities on the roadway adjacent to travel lanes with low automobile speeds and traffic volumes. LOS F indicates undesirable bicycle facility conditions consisting of narrow, shared facilities with poor pavement condition, high traffic speeds and volumes. As shown in Tables 16 and 17, one or more movements of following four intersections are projected to operate at LOS E or F for the bicycle mode. Alafaya Trail and Lake Underhill Road (AM and PM peak) Lake Underhill Road and Waterford Chase Parkway (AM and PM peak) Lake Underhill Road and Woodbury Road (PM peak) The year 2017 bicycle LOS for certain movements for the above listed intersections is LOS E or below, because of lack of designated bicycle lanes and heavy traffic flow. LOS reports from Synchro 8 for the study intersections are provided in Appendix G of this memorandum. 4.2.1.2 Roadway Analysis As mentioned in the Existing Conditions Report, generalized roadway LOS analysis was conducted for four corridors (Alafaya Trail, SR 50, Mark Twain Boulevard and Waterford Chase Parkway) and multimodal roadway LOS analysis (using ArtPlan 2009) was conducted for the other four corridors (Lake Underhill Road, Woodbury Road, Avalon Park Boulevard and Waterford Lakes Parkway). Future Conditions Section Page 31
For the purpose of generalized roadway LOS analysis, the roadway maximum service volumes were obtained from Florida Department of Transportations (FDOT) generalized tables, a copy of which is available in Appendix G. The peak-hour peak-direction volume information used for generalized roadway LOS analysis was obtained from the year 2017 turning movement volumes. Table 18 below shows the generalized roadway LOS for the four study corridors. As shown in Table 18, Alafaya Trail between Waterford Lakes Parkway and Curry Ford Road, and Waterford Chase Parkway between Lake Underhill Road and Avalon Park Boulevard are projected to operate at LOS F. Table 18: Year 2017 No Build Alternative Generalized Roadway LOS Summary Roadway #. Of County LOS Maximum Service Pk. Hr. Pk. Dir. LOS Lanes Standard Volume Volume Alafaya Trail Between SR 50 & Waterford Lakes Parkway 6 E 2,970 2,401 D Waterford Lake Parkway & Lake Underhill Road 6 E 2,970 3,022 F Lake Underhill Road & Curry Ford Road 4 E 2,060 2,246 F Curry Ford Road & Mark Twain Boulevard 4 E 2,060 1,711 C SR 50 Between Alafaya Trail & Woodbury Road 6 E 2,970 1,807 C Woodbury Road & Avalon Park Boulevard 6 E 2,970 2,275 D Waterford Chase Parkway Between Lake Underhill Road & Avalon Park Boulevard 2 E 790 1,326 F Mark Twain Boulevard Between Lake Underhill Road & Alafaya Trail 2 E 790 447 B Table 19 illustrates the multimodal LOS summary based on ArtPlan analysis for the year 2017 under the No Build Alternative. Urban Street LOS (using ArtPlan) is estimated as a function of arterial travel speed and arterial volume-to-capacity ratio. Multimodal pedestrian and bicycle Segment LOS are estimated as function of exclusive bike and pedestrian facilities, presence of onstreet parking, traffic flow speed, percentage of heavy vehicles and pavement conditions. As shown in Table 19, the following roadway segments are expected to operate below the acceptable LOS standard. It should be noted that the bicycle LOS improved in year 2017 (compared with the existing conditions) because of the wider outside through lane for bicycles. ArtPlan 2009 outputs for the study roadways are provided in Appendix G of this memorandum. Future Conditions Section Page 32